HomeMy WebLinkAboutHydrology Jan.8, 1992
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HYDROLOGY STUDY
TRACT 25004
DIX DEVELOPMENT
15 JULY 1991
REVISED 16 SEPTEMBER 1991
REVISED 08 JANUARY 1992
PREPARED BY J-C.
CM ENGINEJl:RING
41593 WINCHESTER RD
TEMECULA, CALIFORNIA
(714) 694-6846
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TABLE OF CONTENTS
I. METHODOLOGY STATEMENT
A. RATIONAL HYDROLOGY
B. REVISED 24-HOUR, lOO-YEAR ISOHYETAL MAP
C. OFFSITE & ONSITE METHODOLOGY
D. HYDRAULIC CALCULATIONS
II. DESIGN CHARTS
A. HYDROLOGIC SOILS MAP FOR SITE
B. CATCH BASIN DESIGN
C. 10 & 100 YEAR STREET CAPACITY 60' RjW
D. CB 110 INLET CAPACITY
III.DEVELOPED 100 YEAR OFFSITE HYDROLOGY
IV. DEVELOPED 10 YEAR ONSITE HYDROLOGY
V. DEVELOPED 100 YEAR ONSITE HYDROLOGY
VI. HYDRAULIC CALCULATIONS
A. LINE A
B. LINE A-1
C. LINE B
D. LINE B-1
E. LINE C
F. LINE C-1
G. LINE D
H. LINE D-1
I. LINE E
J. RITA ROAD CROSSING
K. DETERMINATION OF EXISTING FLOODPLAIN @
SOUTHERN P.L.
L. CONFLUENCE CALCULATIONS AT WEIR STRUCTURE
M. DEPTH OF FLOW OVER WEIR
N. WEIR STRUCTURE CROSS-SECTIONS
O. OVER-THE SIDE DRAIN STA. 20+35.00 SERAPHINA
P. TRAPEZOIDAL CHANNEL CAPACITY-DETAIL B-
ROUGH GRADING PLAN
Q. TRAPEZOIDAL CHANNEL CAPACITY-DETAIL F-
ROUGH GRADING PLAN
VII.DRAINAGE MAPS
A. 200 SCALE OFFSITE HYDROLOGY MAP
B. 100 SCALE ONSITE HYDROLOGY MAP
C. 40 SCALE EXISTING FLOODPLAIN @ SOUTHERN P.L.
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PAGE
1
2
3
4
5
6-12
13-15
16-18
19-36
37-65
66-97
98-108
109-114
115-128
129-134
135-140
141-146
147-153
154-158
159-163
164-171
172-181
182
183
184
185
186
187
POCKET #1
POCKET #2
POCKET #3
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SECTION I - METHODOLOGY STATEMENT
A. RATIONAL METHOD
This method of analysis is taken from the Riverside County
Flood Control Hydrology Manual, Section D (Rational Method). The
computer software utilized was CIVILDESIGN "Riverside County
Rational Method" Version 2.7, Which coincides with the above
mentioned section of the flood control manual.
An acetate overlay was provided by the Flood Control District
showing revised 24-hour isohyetals for the 100-year storm in the
Murrieta area. This new 24-hour, 100-year isohyeta1 map has been
reproduced on the following page showing the location of the
project site. The site is located closest to the 5.5" isohyetal
line, so the 24-hour, 100-year intensity is taken to be 5.5".
In addition to this revised map, the following ratios were
given to calculate the 1, 3, and 6 hour point rainfalls:
1:24=.20
3:24=.38
6:24=.57
From the following page you can see that the 24-hour, 100-year
isohyetal for the site is 5.5", If we use the above ratio of .20
for 1 hour, we obtain a 1-hour, lo0-year point rainfall of 1.10".
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II B. REVISED 24-HOUR,100-YEAR ISOHYETAL MAP
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B. OFFSITE METHODOLOGY
Tract #25004 depends upon Murrieta Hot Springs Road (MHSR) for
primary access and half of the water supplied to the tract, and it
is assumed that MHSR is built for this report and most of the area
North of MHSR will be accepted into proposed storm drains within
MHSR and will not be conveyed onto the Eastern boundary of our
tract. There is a single temporary storm drain that flows under
MHSR and outlets approximately 118 cfs on the Southern side of
MHSR. This storm drain is labeled as Line G on the SANTA GERTRUDIS
VALLEY STORM DRAIN PLANS (AD#161) by Stevenson, Porto & Pierce and
is shown on the offsite hydrology map. A copy of the hydrology
report for AD#161 is on file with Riverside County Flood Control &
Water Conservation District. The area South of MHSR tributary to
the inlets for Lines A & B, will be assumed as developed in the
ultimate condition.
Line A tributary watershed begins approximately 1100' East of
the NE corner of our tract at Node #1 of the offsite hydrology map.
This is within the boundaries of the Roripaugh Specific Plan
prepared by Ranpac Engineering for Leo Roripaugh Dtd. March 23,
1990 and is proposed as 1/4 Acre residential housing and has been
designated as such for the hydrology. (At this time this specific
plan has not been approved, however, normal practice is to assume
that undeveloped offsite areas of a given watershed tributary to a
proj ect be considered either 1/4 acre residential, or bulked,
therefore the designation from the Roripaugh Specific Plan is
acceptable).
Line B tributary watershed begins approximately 2400' East and
550' South of the North-Eastern corner of our tract at node #3 of
the offsite hydrology map. The watershed for this stream is
comprised of 3 Acres of Park, 22 Acres of 1/4 Acre residential and
20 Acres of 5units per Ac Residential housing. To account for the
slightly greater than 1/4 Ac. density, this watershed was
designated as Condominium for a conservative estimate of potential
runoff.
The remainder of the offsite watershed flows North to South
along the Eastern half of the site and concentrates at the South-
Eastern corner of Lot #33. Flows from Line D & D-l, as well as the
flows concentrating at the South-Eastern corner of Lot #33 enter a
concrete weir structure at the southern property line of the site.
Details of this structure are shown on the rough grading plan.
Calculations showing how the existing floodplain in this area was
determined, and the weir-flow characteristics of the structure are
included in Section VI of this report.
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C. ONSITE METHODOLOGY
onsite runoff is directed along surface streets into catch-
basins or over the side drains. The location of catch-basins and
street profiles have been arranged to avoid drainage area
diversions. Lines A, B, C & D, outlet to natural streams at the
Western and Southern boundaries of the tract & the Western half of
Seraphina and Line E outlet to an existing stream at the Western
boundary of the tract. The change in before and after drainage
areas tributary to these streams are within I 1 Acre. The QIOO for
the Rita Road crossing is determined as part of the Onsite
Hydrology because part of the initial flow is from the Western
portion of Seraphina Rd. which is included in the Onsite Hydrology
analysis.
D. HYDRAULIC CALCULATIONS
Hydraulic calculations were done with the Los Angeles County
Water Surface Pressure Gradient (WSPG) program and normal depth
programs within the CIVIL-SOFT program.
The hydraulic calculations for curb inlets were based on
charts LL-13 to LL-15, from Street Highway Drainage Volume 2, by
the University of California, Charts LL-13 & LL-14 was used for
flow-by catch basins and Chart LL-15 was used for sump catch
basins. A summary of the catch basin design calculations is
provided in section II-B.
There is one non-standard catch basin structure on this
project, Line A has a standard CBIIO with 4 openings. To account
for 50% clogging, the ponded inlet depth is based on doubling the
normal Q,oo' so the "clogged" Q100 is 10.5 cfs x 2=21 cfs. A chart
describing the inlet capacities of this structure is in Sect. II-D.
Chart II-E is a summary of the confluence calculations used to
determine the reduced Q100 flows due to different peak Tc's for
laterals to the mainline in the WSPG analysis of Lines A & B.
Travel times and pipeflow velocities are based on Normal Depth or
Full Pipe flow depending on pipe size, slope and flow-rate. Lines
C and D have inlets so close to each other that it is assumed that.
the flow is evenly split between them and no correction for Tc is
required.
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I CHART II-A
HYDROLOGIC SOILS MAP OF SITE
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HYDROLOGIC SOILS GROUP MAP
FOR
BACHELOR MTN.
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LEGEND
- SOILS GROUP BOUNDARY
A SOILS GROUP OES'GNATION
HYDROLOGY J'vIANUAL
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o FEET 5000
PLATE C-I,53
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CHART II - B
I CATCH BASIN SIZING
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I line A:
CB 110 at Storm Ora;n Sta 4+18.25 Line A
A standard CB 110 with 4 openings, will require a
ponded depth of .901 (10.5 cfs doubled, to account for 50% clogging)
I See Chart II-C of this report, for tabled inlet capacities
of various size CellO dimensions.
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line B:
taloe Q Street Ste. 8+44.75 of SUZl lane
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CALCULATE 1/2
Street Slope
Depth of Flow
STREET CAPACITY GIVEN:
= .008900 (Ft./Ft.)
.550 Feet
.8900 %
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*** OPEN CHANNEL FlOU - STREET FLOW ***
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Street Slope (Ft./Ft.) = .0089
Hannings "nll value for street = .017
Curb Height (In.) = 6.
Street Halfwidth (Ft.) = 22.00
Distance From Crown to Crossfall Grade Break
Slope from Gutter to Grade Break (Ft./Ft.)
Slope from Grade Break to Crown (Ft./Ft.) =
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.> =
Slope from curb to property line (Ft./Ft.) =
Gutter width (Ft.) = 2.000
Gutter hike from flowLine (In.) = 1.900
Hannings lInll value for gutter and sidewalk
Depth of flow = .550 (Ft.)
Average Velocity = 2.87 (Ft./Sec.)
(Ft.) =
.020
.020
11.00
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11.00
.020
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.015
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WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is =
2.500 (Fl.)
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Streetflow Hydraulics:
Halfstreet Flow Width(Ft.) = 21.58
Flow Velocity(Ft./Sec.) = 2.78
Depth*Velocity = 1.53
Calculated flow rate of total street channel =
Flow rate in gutter = 3.22 (CFS)
Velocity of flow in gutter and sidewalk area
Average veLocity of total street channel =
13.88 (CFS)
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3.202 (Ft./Sec.)
2.868 (Ft./Sec.)
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1/2 STREET CAPACITY=13.88(13.9) CFS
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CB 100 at Sta 8+44.75 of SUIi lane
The 0100 from Node #3 of the onsite hydrology map is 15.7 cfs.
The street slope at the CB is 0.0089 and the Cl00 results in a normal depth of 0.581.
. Using Chart ll-13 and the formula for catch basin capacity;
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Oinlel=2. 92x (Ue5)x(D 1.5)
\.1=18' 0=.58' Oinlel(capaciTyj=13.9cfs
O.K.
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telOO ~ Sta. 10+28.00 and 11+32.50 of Chriselle lane(Future St.)
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CALCULATE DEPTH OF
Street SLope =
Given Flow Rate =
FLOII GIVEN:
.016200 (Ft./Ft.) 1.6200 X
20.80 Cubic Feet/Second
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*** OPEN CHANNEL FLOW - STREET FL~ ***
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Street Slope (Ft./Ft.) = .0162
Hennings "n" value for street = .017
Curb Height (In.) = 6.
Street Halfwidth (Ft.) = 20.00
Distance From Crown to Crossfall Grade Break
Slope from Gutter to Grade Break (Ft./Ft.) =
Slope from Grade Break to Crown (Ft./Ft.) =
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) =
stope from curb to property line (Ft./Ft.) =
Gutter width (Ft.) = 2.000
Gutter hike from flowline (tn.) = 1.900
Mannings "n" value for gutter and sidewalk
Depth of flow = .445 (Ft,)
Average Velocity = 3.73 (Ft./Sec.)
(Ft.) =
.020
.020
10.00
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10.00
.020
.015
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Streetflow Hydraulics
Halfstreet Flow Width(Ft.) = 16.35
Flow Velocity(Ft./Sec.) = 3.05
Oepth*Velocity = 1.36
Calculated flow rate of total street channel =
Flow rate in gutter = 4.13 (CFS)
Velocity of flow in gutter and sidewalk area
Average velocity of total street channel =
20.80 (CFS)
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5.634 (Ft./Sec.)
3.727 (Ft./Sec.)
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CB 100 at Sta 10+28.00 and 11+32.50 of Chrishelle Lane
The flow at this point is equal on both sides of the street
since it is above the street centerline. al00 from Node #21
of the onsite hydrology map is 20.8 cfs.
The street slope at this point is 0.0162 and the al00 results
in a normal depth of .441.
Using Chart LL.14 and the formula for catch basin inlet
capacity;
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air'llet=3.12X(W,B5)X(O'.5)
101=181 0= .44 1 Qir'llet(Capacity)=10.6cfs
O.K.
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I Line D:
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CB laD (two sumo eels) at 14+12.31 & 13+78.99 Jon's Place & Dleqo Drive
The Q100 from Node #27 of the onsite hydrology map is 31.'
cfs.
The maximum desired ponded depth is set at TC or .831
Using Chart lL~15 and the formula for catch basin inlet
capacity;
Qinlel=3. OOx( 0.6 7xW)x(W.,:3)X (00.6)
W=8' 0=.83' Qinlet(capacltyl=18.8cfs O.K.
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Line E:
CAPACITY OF WEST SIDE SERAPHINA AVE. Q St.. 20+38.49
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CALCULATE CHANNEL
Channel Slope :
Depth of Flow:
CAPACITY GIVEN:
.040000 (Ft./Ft.)
.240 Feet
4.0000 %
*** OPEN CHANNEL FLOW - STREET FLOW ***
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Street Slope (Ft./Ft.) = .0400
Mannings IInll value for street = .018
Curb Height (In.) = 6.
Street Halfwidth (Ft.) = 12.00
Distance From Crown to Crossfall Grade Break
Slope from Gutter to Grade Break (Ft./Ft.) :
Slope from Grade Break to Crown (Ft./Ft.) :
Number of Halfstreets Carrying Runoff: 1
Distance from curb to property line (Ft.) :
Slope from curb to property line (Ft./Ft.) :
Gutter width (Ft.) = .000
Gutter hike from flowline (In.) = .000
Mannings "nll value for gutter and sidewalk
Depth of flow = .240 (Ft.)
Average Velocity: 4.02 (Ft./Sec.)
(Ft.) =
.020
.020
5.00
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10.00
.020
.018
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Streetflow Hydraulics
Halfstreet Flow Width(Ft.) = 12.00
Flow Velocity(Ft./Sec.) = 4.02
Depth.Velocity: .96
Calculated flow rate of total street channel 5.78 (CFS)
Flow rate in gutter = 0.00 (CFS)
Velocity of flow in gutter and sidewalk area .041 (Ft./Sec.)
Average velocity of total street channel = 4.016 (Ft./Sec.)
STREET FLOW CROSS SECTlON
NOTE: The following critical depth calculations are for:
Channel 1 If STREET, property line to outside edge of gutter
If V-GUTTER, property line to start of V-Gutter
Channel 2 STREET, outside edge of gutter to crown
V-Gutter, in V-Gutter itself
Channel 3 V-Gutter, 2nd half of street
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CRITICAL DEPTH NOT CALCULATED FOR CHANNEL NO.
OR CHANNEL ENDING AT 10.00 FEET
BECAUSE FLOW IS AT OR NEAR ZERO IN CHANNEL SEGMENT.
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CRITICAL FLOW CALCULATIONS FOR CHANNEL NO.2:
Subchannel Critical Flow Top Width(Ft.) = 12.00
Subchannel Critical Flow Velocity(Ft./Sec.) 2.494
Subchannel Critical Flow Area(Sq. Ft.) = 2.32
Froude Number Calculated = 1.000
Subchannel Critical Depth above invert elevation = .313
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Depth of flow = .24 Feet
Calculated capacity: 5.8 cfs
"W"
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line E:
C8100 ~ Sta. 20+38.49 (Includes overflow from West side of Serachina)
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CALCULATE DEPTH OF
Channel Slope =
Given Flow Rate =
flOW GIVEN:
.040000 (Ft./Ft.) = 4.0000 %
9.40 Cubic Feet/Second
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*** OPEW CHANNEL fLOW . STREET FLOW ***
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Street Slope (Ft./Ft.) = .0400
Mennings IIn" value for street = .01a
Curb Height (In,) = 6.
Street Halfwidth (Ft.) = 20.00
Distance From Crown to Crossfall Grade Break
Slope from Gutter to Grade Break (Ft./Ft.> =
Slope from Grade Break. to Crown (Ft./Ft.) =
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) =
Slope from curb to property line (Ft./Ft.) =
Gutter width (Ft.) = 2.000
Gutter hike from flowline (In.) = 1.900
Hennings IInll value for gutter and sidewalk. =
Oepth of flow = .380 (Ft.)
Average Velocity = 5.15 (ft./Sec.)
(Ft.) =
.020
.020
10.00
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13.00
.020
.015
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Streetflow Hydraulics
Halfstreet Flow Width(Ft.) = 13.06
Flow Velocity(Ft./Sec.) = 3.80
Oepth*Velocity = 1.44
Calculated flow rate of total street channel
Flow rate in gutter = 4.75 (CFS)
Velocity of flow in gutter and sidewalk area
Average velocity of total street channel =
9,40 (CFS)
7.901 (Ft./Sec.)
5.153 (Ft./Sec.)
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CB 100 at Seraohina Ave. Sta. 20+38.49
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The 0100 trom Node #29 at the onsite hydrology map is 7.2
cfs, however, the West side of Seraphina is only 12' wide
and can only carry 5.8 cts at the 8.0 cfs at Node #18,
which means that 2.2 cfs crosses over the centerline of
Seraphina onto the East side and resulting 0100 is 9.4 cts.
The street slope at this point is .0400 and the 0100 results
in a normal depth of .381.
Using Chart Ll-14 and the formula for catch basin inlet
capac; ty;
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Oinlet=3.12X(W.85)X(01.5)
W=21 ' 0=.38' Qinletlcapacity)=9. 7efs
O.K.
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CHART II. C
10 & 100 YEAR STREET CAPACITY 60' R/W
13
1,,0
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STREET CAPACITY FOR 10'YEAR STORM. 60' R/~
60' WIDE R/W. DEPTH OF FLOW TO T.C.. 10 YEAR STREET CAPACITY
SLOPE=1lr.
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CALCULATE CHANNEL
Channet Slope =
Depth of Flow =
CAPACITY GIVEN:
.010000 (Ft./Ft.)
.500 Feet
1. 0000 %
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*** OPEN CHANNEL FLOW . STREET FLOW ***
I
Street Slope (Ft./Ft.) = .0100
Hennings IIn" value for street = .018
Curb Height (In.) = 6.
Street Halfwidth (Ft,) = 20.00
Distance From Crown to Crossfall Grade Break
Slope from Gutter to Grade Break (Ft./Ft.) =
Slope from Grade Break to Crown (Ft./Ft.) =
Number of HaLfstreets Carrying Runoff = 2
Distance from curb to property Line (Ft.) =
stope from curb to property line (Ft./Ft.) =
Gutter width (Ft.) = 2.000
Gutter hike from flowline (In.) = 1.900
Hannings IIn" value for gutter and sidewalk =
Depth of flow = .500 (Ft.)
Average Velocity = 3.04 (Ft./Sec.)
(Ft.) =
.020
.020
10.00
I
10.00
.020
I
.015
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Streetflow Hydraulics
Halfstreet Flow width(Ft.) = 19.08
Flow Velocity(Ft./Sec.) = 2.54
Depth*Velocity = 1.27
Calculated flow rate of total street channel
Flow rate in gutter 4.03 (CFS)
Velocity of flow in gutter and sidewalk area
Average velocity of total street channel =
22.89 (CFS)
I
4.786 (Ft./Sec.)
3.044 (Ft./Sec.)
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I
From Manning'S Equation:
2
Q=l. 486 X AxR") x.[S
n
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Q=flow in cfs, A=cross-sectional area, R=hydraulic radius, S=slope & n=Mannings roughness coeff.
I
The conveyance of the cross-section is described by K and for the case where the slope is 1%, the conveyance, K,
is equal to 10 x the capacity. In this case K= 10.0 x 22.89 = 228.9
Given the K-factor for a given cross-section and depth, the capacity for ~ slope may be determined from the
following:
I
2
K=1.486x AxR 3 :,Q=Kx.[S
n
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14
-p.
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STREET CAPACITY FOR 100'YEAR STORN. 60' R/~
601 WIDE R/W. DEPTH OF FLOW TO R/W 100 YEAR STREET CAPACITY
SLOPE=lX
I
CALCULATE CHANNEL
Channel Slope =
Depth of Flow =
CAPACITY GIVEN:
.010000 (Ft./Ft.) =
.100 Feet
1.0000 X
I
*** OPEN CHANNEL FL~ - STREET fLOW ***
I
Street Slope (Ft./Ft.) = .0100
Mannings "nll value for street = .018
Curb Height (In.) = 6.
Street Halfwidth (Ft.) = 20.00
Distance From Crown to Crossfall Grade Break
Slope from Gutter to Grade Break (Ft./Ft.) =
Slope from Grade Break to Crown (Ft./Ft.)
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) =
Slope from curb to property line (Ft./Ft.) =
Gutter width (Ft.) = 2.000
Gutter hike from flowline (In.) = 1.900
Mannings "nll value for gutter and sidewalk =
Depth of flow = .700 (Ft.)
Average Velocity = 3.92 (Ft./Sec.)
(Ft.) =
.020
.020
10.00
I
10.00
.020
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.015
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~ARNING: OEPTH OF FL~ EXCEEOS TOP OF CURB
Distance that curb overflow reaches into property is
10.000 (Ft.)
I
NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROUN
I
Streetflow Hydraulics:
Halfstreet Flow Uidth(Ft.) = 20.00
Flow Velocity(Ft./Sec.) = 4.19
Depth*Velocity = 2.93
Calculated flow rate of total street channel
Flow rate in gutter = 7.06 (CFS)
Velocity of flow in gutter and sidewalk area =
Average velocity of total street channel =
6B.6B (CFS)
I
3.149 (Ft./Sec.)
3.924 (Ft./Sec.)
I
2
Q=l. 486 X AxR' x,fS
n
From Manning1s Equation:
I
Q=flow in cfs, A=cross.sectional area, R=hydraulic radius, S=slope & n=Mannings roughness coeff.
I
I
The conveyance of the cross-section is described by K and for the case where the slope is 1%, the conveyance, K,
is equal to 10 x the capacity. In this case K= 10 x 68.68 = 686.8.
Given the K-factor for a given cross-section and depth, the capacity for ~ slope may be determined from the
following:
I
2
R'
K=1.486xAx :,Q=Kx,fS
n
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15
fr
- ---
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I CHART 11.0
CB 110 INLET CAPACITY
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DEVELOPED 100 YEAR OFFSITE HYDROLOGY
19
--;;.
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Riverside county Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992
Rational Hydrology Study Date: 2/ 7/92
version 3.1
------------------------------------------------------------------------
TT 25004
100 YEAR OFFSITE HYDROLOGY
FN:DIXX.OUT L 115,10
08 FEB 1992 JCP
------------------------------------------------------------------------
*********
Hydrology study Control Information **********
------------------------------------------------------------------------
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
2 year, 1 hour precipitation =
100 year, 1 hour precipitation =
0.550 (Inches)
1.100 (Inches)
storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.100 (in./hr.)
Slope of intensity duration curve = 0.5500
20
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/station 1.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
Rainfall intensity = 1.929(In/Hr) for a 100.0 year storm
UNDEVELOPED (fair cover) subarea
Runoff Coefficient = 0.858
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 3) = 93.40
User specified values are as follows:
TC = 21.60 min. Rain intensity = 1.93(In/Hr)
Total area = 75.60(Ac.) Total runoff = 117.90(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 1.000 to Point/Station 2.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 1270.300(Ft.)
End of natural channel elevation = 1258.500(Ft.)
Length of natural channel = 650.000(Ft.)
Estimated mean flow rate at midpoint of channel =
126.399(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 = 6.86(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0182
Corrected/adjusted channel slope = 0.0182
Travel time = 1.58 min. TC = 23.18 min.
Adding area flow to channel
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.860
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 3) = 88.00
Rainfall intensity = 1.856(In/Hr) for a 100.0 year storm
Subarea runoff = 17.395(CFS) ~or 10.900(Ac.)
Total runoff = 135.295(CFS) Total area = 86.500(Ac.)
21
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/station 2.000 to Point/Station 2.100
**** PIPEFLOW TRAVEL TIME (User specified size) ****
upstream point/station elevation = 1258.50(Ft.)
Downstream point/station elevation = 1239.00(Ft.)
Pipe length = 920.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 135.295(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 135.295(CFS)
Normal flow depth in pipe = 28.10(In.)
Flow top width inside pipe = 47.29(In.)
critical Depth = 41.59(In.)
Pipe flow velocity = 17.70(Ft/s)
Travel time through pipe = 0.87 min.
Time of concentration (TC) = 24,04 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 2.100 to Point/Station 2.100
**** SUBAREA FLOW ADDITION ****
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.871
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 3) =
Time of concentration =
Rainfall intensity =
Subarea runoff =
Total runoff =
A = 0.000
B = 0.000
C = 0.000
D = 1.000
95.60
24.04 min.
1.819(In/Hr) for a 100.0 year storm
5.543(CFS) for 3.500(Ac.)
140.838(CFS) Total area = 90.000(Ac.)
22
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.100 to Point/Station 2.200
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1239.00(Ft.)
Downstream point/station elevation = 1230.00(Ft.)
Pipe length = 320.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 140.838(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 140.838(CFS)
Normal flow depth in pipe = 26.37(In.)
Flow top width inside pipe = 47.77(In.)
critical Depth = 42.19(In.)
Pipe flow velocity = 19.91(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 24.31 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/station 4.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 610.000(Ft.)
Top (of initial area) elevation = 1350.500(Ft.)
Bottom (of initial area) elevation = 1319.500(Ft.)
Difference in elevation = 31.000(Ft.)
Slope = 0.05082 s (percent) = 5.08
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.732 min.
Rainfall intensity = 3.175(In/Hr) for a 100.0
CONDOMINIUM subarea type
Runoff Coefficient = 0.876
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 3) =
Initial subarea runoff =
Total initial stream area =
Pervious area fraction = 0.350
year storm
A = 0.000
B = 0.400
C = 0.000
D = 0.600
83.44
30.031(CFS)
IO.800(Ac.)
23
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 100.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 1319.800(Ft.)
End of natural channel elevation = 1290.000(Ft.)
Length of natural channel = 1600.000(Ft.)
Estimated mean flow rate at midpoint of channel = 55.057(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 = 5.43(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0186
Corrected/adjusted channel slope = 0.0186
Travel time = 4.91 min. TC = 13.64 min.
Adding area flow to channel
CONDOMINIUM subarea type
Runoff Coefficient = 0.879
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 3) = 88.00
Rainfall intensity = 2.484(In/Hr) for a 100.0 year storm
Subarea runoff = 39.284(CFS) for 18.000(AC.)
Total runoff = 69.315(CFS) Total area = 28.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 4.000 to Point/Station 100.~00
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 28.800(Ac.)
Runoff from this stream = 69.315(CFS)
Time of concentration = 13.64 min.
Rainfall intensity = 2.484(In/Hr)
24
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/station 6.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 800.000(Ft.)
Top (of initial area) elevation = 1346.000(Ft.)
Bottom (of initial area) elevation = 1313.000(Ft.)
Difference in elevation = 33.000(Ft.)
Slope = 0.04125 s (percent) = 4.13
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.147 min.
Rainfall intensity = 2.923(In/Hr) for a 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.879
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.100
Decimal fraction soil group C = 0.100
Decimal fraction soil group D = 0.800
RI index for soil(AMC 3) = 86.50
Initial subarea runoff = 13.363(CFS)
Total initial stream area = 5.200(Ac.)
Pervious area fraction = 0.350
25 ~
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 100.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 1312.000(Ft.)
End of natural channel elevation = 1290.000(Ft.)
Length of natural channel = 740.000(Ft.)
Estimated mean flow rate at midpoint of channel = 21.972(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 = 5.30(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0297
Corrected/adjusted channel slope = 0.0297
Travel time = 2,33 min. TC = 12.47 min.
Adding area flow to channel
CONDOMINIUM subarea type
Runoff Coefficient = 0.875
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.150
Decimal fraction soil group C = 0.150
Decimal fraction soil group D = 0.700
RI index for soil(AMC 3) = 85.75
Rainfall intensity = 2.610(In/Hr) for a 100.0 year storm
Subarea runoff = 15.304(CFS) for 6.700(Ac.)
Total runoff = 28.668(CFS) Total area = 11.900(Ac.)
26
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 6.000 to Point/station 100.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
stream flow area = 11.900(Ac.)
Runoff from this stream = 28.668(CFS)
Time of concentration = 12.47 min.
Rainfall intensity = 2.610(In/Hr)
Summary of stream data:
stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Largest
Qp =
69.315 13.64
28.668 12.47
stream flow has longer
69.315 + sum of
Qb Ia/Ib
28.668 * 0.952 =
96.606
2.484
2.610
time of concentration
27.291
Qp =
Total of 2 streams to confluence:
Flow rates before confluence point:
69.315 28.668
Area of streams before confluence:
28.800 11,900
Results of confluence:
Total flow rate = 96.606(CFS)
Time of concentration = 13.642 min.
Effective stream area after confluence =
40.700(Ac.)
27
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 100.000 to Point/Station 7.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 1290.000(Ft.)
End of natural channel elevation = 1260.000(Ft.)
Length of natural channel = 620.000(Ft.)
Estimated mean flow rate at midpoint of channel =
106.338(CFS)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity = (7 + 8(q^.352) (slope^O,5)
Velocity using mean channel flow = 10.64(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0484
Corrected/adjusted channel slope = 0.0484
Travel time = 0,97 min. TC = 14.61 min.
Adding area flow to channel
CONDOMINIUM subarea type
Runoff Coefficient = 0.878
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 3) = 88.00
Rainfall intensity = 2.392(In/Hr) for a 100.0 year storm
Subarea runoff = 17.216(CFS) for 8.200(Ac.)
Total runoff = 113.823(CFS) Total area = 48.900(Ac.)
28
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.000 to Point/Station 101.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1264.50(Ft.)
Downstream point/station elevation = 1257.00(Ft.)
Pipe length = 430.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 113.823(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 113.823(CFS)
Normal flow depth in pipe = 26.81(In.)
Flow top width inside pipe = 47.67(In.)
critical Depth = 38.66(In.)
Pipe flow velocity = 15.78(Ft/s)
Travel time through pipe = 0.45 min.
Time of concentration (TC) = 15.07 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 101.000 to Point/station 101.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 48.900(Ac.)
Runoff from this stream = 113.823(CFS)
Time of concentration = 15.07 min.
Rainfall intensity = 2.352(In/Hr)
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Process from Point/Station 101.000 to Point/Station 101.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
Rainfall intensity = 2.703(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.872
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 3) = 88.00
User specified values are as follows:
TC = 11.70 min. Rain intensity = 2.70(In/Hr)
Total area = 5.50(Ac.) Total runoff = 13.90(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 101.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 5.500(Ac.)
Runoff from this stream = 13.900(CFS)
Time of concentration = 11.70 min.
Rainfall intensity = 2.703(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Largest
Qp =
113.823 15,07
13.900 11.70
stream flow has longer
113.823 + sum of
Qb Ia/Ib
13.900 * 0.870 =
125.917
2.352
2.703
time of concentration
12.095
Qp =
Total of 2 streams to confluence:
Flow rates before confluence point:
113.823 l3.900
Area of streams before confluence:
48.900 5.500
Results of confluence:
Total flow rate = 125.917(CFS)
Time of concentration = 15.068 min.
Effective stream area after confluence =
54.400(Ac.)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 7.100
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1257.00(Ft.)
Downstream point/station elevation = 1230.00(Ft.)
Pipe length = 500.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 125.917(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 125.917(CFS)
Normal flow depth in pipe = 20.44(In.)
Flow top width inside pipe = 47.47(In.)
critical Depth = 40.39(In.)
Pipe flow velocity = 24.70(Ft/s)
Travel time through pipe = 0.34 min.
Time of concentration (TC) = 15.40 min.
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 8,000 to Point/station 9.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1313.000(Ft.)
Bottom (of initial area) elevation = 1211.000(Ft.)
Difference in elevation = 102.000(Ft.)
Slope = 0.10200 s(percent)= 10.20
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.758 min.
Rainfall intensity = 2.987(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.852
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.600
Decimal fraction soil group C = 0.400
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 78,96
Initial subarea runoff = 19.854(CFS)
Total initial stream area = 7.800(Ac.)
Pervious area fraction = 0.500
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.000 to Point/Station 200.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 1212.000(Ft.)
End of natural channel elevation = 1168.000(Ft.)
Length of natural channel = 980.000(Ft.)
Estimated mean flow rate at midpoint of channel = 31.945(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 = 0.0449
Corrected/adjusted channel slope = 0,0449
Travel time = 2.26 min. TC = 12.02 min.
Adding area flow to channel
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.847
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 3)
Rainfall intensity =
Subarea runoff =
Total runoff =
A = 0.000
B = 0.600
C = 0.400
D = 0.000
78.96
2.663(In/Hr) for a 100.0 year storm
21.432(CFS) for 9.500(Ac.)
41.286(CFS) Total area = 17.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.000 to Point/station 200.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 17,300(Ac.)
Runoff from this stream = 41.286(CFS)
Time of concentration = 12.02 min.
Rainfall intensity = 2,663(In/Hr)
33
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Process from Point/Station 10.000 to Point/station 11.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1305.000(Ft.)
Bottom (of initial area) elevation = 1213.000(Ft.)
Difference in elevation = 92.000(Ft.)
Slope = 0.09200 s (percent) = 9.20
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.537 min.
Rainfall intensity = 2.495(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.872
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Initial subarea runoff = 3.700(CFS)
Total initial stream area = 1.700(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 200.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 1213,OOO(Ft.)
End of natural channel elevation = 1168,OOO(Ft.)
Length of natural channel = 900.000(Ft.)
Estimated mean flow rate at midpoint of channel = 8.052(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 = 5.29(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0500
Corrected/adjusted channel slope = 0.0500
Travel time = 2.83 min. TC = 16,37 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 = 0.600
Decimal fraction soil group C = 0.400
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 91.72
Rainfall intensity = 2.247(In/Hr) for a 100.0 year storm
Subarea runoff = 7.679(CFS) for 4.000(Ac.)
Total runoff = 11.378(CFS) Total area = 5.700(Ac.)
34
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 11.000 to Point/station 200.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main stream number: 1 in normal stream number 2
Stream flow area = 5.700(Ac.)
Runoff from this stream = 11.378(CFS)
Time of concentration = 16.37 min.
Rainfall intensity = 2.247(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Largest
Qp =
41.286 12.02
11.378 16.37
stream flow has longer
41.286 + sum of
Qa Tb/Ta
11.378 * 0.734 =
49.640
2.663
2.247
shorter time
of concentration
or
8.354
Qp =
Total of 2 streams to confluence:
Flow rates before confluence point:
41.286 11.378
Area of streams before confluence:
17.300 5,700
Results of confluence:
Total flow rate = 49.640(CFS)
Time of concentration = 12.020 min.
Effective stream area after confluence =
23.000(Ac.)
35
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Process from Point/station 200.000 to Point/station 12.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 1168.000(Ft.)
End of natural channel elevation = 1154.000(Ft.)
Length of natural channel = 540.000(Ft.)
Estimated mean flow rate at midpoint of channel = 51.043(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 = 6.27(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0259
Corrected/adjusted channel slope = 0.0259
Travel time = 1.44 min. TC = 13.46 min.
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0,872
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Rainfall intensity 2.503(InjHr)
Subarea runoff = 2.839(CFS) for
Total runoff = 52.479(CFS) Total
End of computations, total study area
The following figures may
be used for a unit hydro graph study of the
for a 100.0 year storm
1. 300 (Ac.)
area = 24.300(Ac.)
= 168.70 (Ac.)
same area.
Area averaged pervious area fraction (Ap) = 0.712
Area averaged RI index number = 77.5
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36
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10 YEAR ON SITE HYDROLOGY
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Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (e) 1990 version 2.7
Rational Hydrology Study Date: 11 6/92
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TT 25004
10 YEAR ONSITE HYDROLOGY
FN: JCOOIX.OUT l115,10
07 JAN 1992 JCP PC#3
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*********
Hydrology Study Control Information **********
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Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 3
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2 year, 1 hour precipitation = 0.550 (Inches)
100 year, 1 hour precipitation = 1.100 (Inches)
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Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.776 (in./hr.)
Slope of intensity duration curve = 0.5500
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38
"..
1>../
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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 = 470.000CFt.)
Top (of initial area) elevation = 1302.000(Ft.)
Bottom (of initial area) elevation = 1280.000(Ft.)
Difference in elevation = 22.000CFt.)
Slope = 0.04681 s(percent)= 4.68
TC = k(0.390l*[(length^3)/(elevation changel]^0.2
Initial area time of concentration = 8.430 min.
Rainfall intensity = 2.284(ln/Hr) for a 10.0 year storm
SINGLE fAMILY (1/4 Acre Lot)
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 0 = 1.000
RI index for soil(AMC 3) = 88.00
Initial subarea runoff = 4.555(CFS)
Total initial stream area = 2.300(Ac.)
Pervious area fraction = 0.500
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39
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 2.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
3.000
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Top of street segment elevation = 1280.000(Ft.)
End of street segment elevation = 1269.000(Ft.)
length of street segment = 800.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.00Q(Ft.)
Distance from crown to crossfall grade break = 12.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on (1] side(s) of the street
Oistance 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(ln.)
Manning1s N in gutter = 0.0150
Manning1s N from gutter to grade break = 0.0150
Manning1s N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 8.416(CFS)
Depth of flow = 0.417(Ft.)
Average velocity: 3.777(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 14.497(Ft.)
Flow velocity = 3.78(Ft/s)
Travel time = 3.53 min. TC = 11.96 min.
Adding area flow to street
SINGLE FAMilY (1/4 Acre lot)
Runoff Coefficient = 0.860
Decimal fraction soil group A 0.000
Decimal fraction soil group B : 0.000
Decimal fraction soil group C = 0.000
Oecimal fraction soil group D 1.000
RJ index for soil(AMC 3) = 88.00
Rainfall intensity = 1.885(In/Hr) for a 10.0 year storm
Subarea runoff = 6.324(CFS) for 3.900(Ac.)
Total runoff: 10.879(CFS) Total area = 6.200(Ac.)
Street flow at end of street: 10.879(CFS)
Half street flow at end of street 10.879(CFS)
Depth of flow = 0.448(Ft.)
Average velocity: 4.012(Ft/s)
Flow width (from curb towards crown): 16.079(Ft.)
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40
/)..'\
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000
**** INITIAL AREA EVALUATION ****
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Initial area flow distance: lOSO.OaO(Ft.)
Top (of initial area) elevation = 1309.0DO(Ft.)
Bottom (of initial area) elevation = 1268.000(Ft.)
Difference in elevation = 41.000(Ft.)
Slope = 0.03905 sCpercentl= 3.90
TC = k(O.300)*[(length^3)/(elevation cnange)]^O.2
Initial area time of concentration = 9.274 min.
Rainfall intensity 2.168(ln/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.893
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 0 = 1.000
RI index for soil(AMC 3) = 88.00
Initial subarea runoff = 2.129(CFS}
Total initial stream area 1.100(Ac.}
Pervious area fraction = 0.100
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Process from Point/Station 5.000 to Point/Station 6.000
**** STREET FLOW TRAVEL TIME + SUBAREA Fl~ ADDITION ****
Top of street segment elevation: 1267.00Q(Ft.)
End of street segment elevation: 1256.000(Ft.)
length of street segment : 620.00Q(Ft.)
Height of curb above gutter flowline: 6.0(In.)
Width of half street (curb to crown) : 20.0QQ(Ft.)
Distance from crown to crossfall grade break : 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line : 10.000(Ft.)
Slope from curb to property line (v/hz): 0.020
Gutter width = 2.000CFt.)
Gutter hike from flowline: 2.000(ln.)
Manning's N in gutter: 0.0150
Manning1s 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: 6.291(CFS)
Depth of flow: O.309(Ft.)
Average velocity: 3.288(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 9.111(Ft.)
Flow velocity: 3.29(Ft/s)
Travel time: 3.14 min. TC: 12.42 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre lot)
Runoff Coefficient: 0.860
Decimal fraction soil group A : 0.000
Oecimal fraction soil group B : 0.000
Decimal fraction soil group C : 0.000
Decimal fraction soil group 0: 1.000
RI index for soil(AMC 3) : 88.00
Rainfall intensity 1.846(ln/Hr) for a 10.0 year storm
Subarea runoff 6.825CCFS) for 4.300CAc.)
Total runoff: 8.954(CFS) Total area = 5.400(Ac.)
Street flow at end of street = 8.954(CFS)
Half street flow at end of street 4.477(CFS)
Depth of flow = O.340CFt.)
Average velocity: 3.547(Ft/s)
Flow width (from curb towards crown): 10.656(Ft.)
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42
1>.,0..
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.000 to Point/Station
**** INITIAL AREA EVALUATION ****
8.000
Initial area flow distance = 400.000(Ft.)
Top (of initial area) elevation = 1269.000(Ft.)
Bottom (of initial area) elevation = 1266.000(Ft.)
Difference in elevation = 3.000(Ft.)
Slope = 0.00750 .(percent)= 0.75
TC = k(O.390)*[(length^3)/(elevation change)]^O.2
Initial area time of concentration = 11.399 min.
Rainfall intensity = 1.935(ln/Hr) for a 10.0
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.861
Decimal fraction soil group A = 0.000
Oecimal fraction soil group B = 0.000
Oecimal fraction soil group C = 0.000
Decimal fraction soil group 0 = 1.000
RI index for soi l(AMC 3) = 88.00
Initial subarea runoff = 2.667(CFS)
Total initial stream area 1.600(Ac.)
Pervious area fraction = 0.500
year storm
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Process from Point/Station 9.000 to Point/Station 10.000
**** INITIAL AREA EVALUATION ****
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Initial area flow distance = 320.000CFt.)
Top (of initial area) elevation = 1296.00Q(Ft.>
Bottom (of initial area) elevation = 1248.000(Ft.)
Difference in elevation = 48.0aOeFt.)
Slope = 0.15000 s(percent)= 15.00
TC = k(O.530)*[(lengthA3)/(elevation change)]^O.2
Initial area time of concentration = 7.782 min.
Rainfall intensity = Z.387(ln/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.877
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 0 = 1.000
RI index for soil(AMC 3) = 95.60
Initial subarea runoff = 7.331(CFS)
Total initial stream area = 3.500(Ac.)
Pervious area fraction = 1.000
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Process from Point/Station 15.000 to Point/Station 16.000
**** INITIAL AREA EVALUATION ****
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Initial area flow distance; 670.000(Ft.)
Top (of initial area) elevation = 1266.S00(Ft.)
Bottom (of initial area) elevation = 1235.00Q(Ft.>
Difference in elevation = 31.500(Ft.)
Slope = 0.04701 s(percent)= 4.70
Tt = k(O.300)*[(length^3)/celevation change)]^O.2
Initial area time of concentration = 7.466 min.
Rainfall intensity = 2.442Cln/Hr) for 8 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.894
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C 0.000
Oecimal fraction soil group 0 1.000
RI index for so;l(AMC 3) = 88.00
Initial subarea runoff = 1.310CCFS)
Total initial stream area = 0.600CAc.)
Pervious area fraction = 0.100
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Process from Point/Statlon 16.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
17.000
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Top of street segment elevation = 1235.00Q(Ft.)
End of street segment elevation = 1211.500(Ft.)
Length of street segment = 460.00Q(Ft.)
Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) = 12.00Q(ft.>
Distance from crown to crassfatl grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property Line = 10.00Q(ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = O.OOO(Ft.)
Gutter hike from flowline = O.OOO(In,>
Manning's N in gutter = 0.0150
Manning's N trom gutter to grade break = 0.0150
Manning's N from grade break to crown = 0,0150
Estimated mean flow rate at midpoint of street = 1.746(CFS)
Depth of flow = 0.131(Ft.l
Average velocity = 4.056(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.561(Ft.)
Flow velocity = 4.06(Ft/s)
Travel time = 1.89 min. TC = 9.36 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.893
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 0 = 1.000
RI index tor soil(AMC 3) = 88.00
Rainfall intensity = 2.1S7(ln/Hr) for a 10.0 year storm
Subarea runoff = O.771(CFS) for O.400CAc.)
Total runoff: 2.080CCFS) Total area = 1.000CAc.)
Street flow at end of street: 2.080CCFS)
Half street flow at end of street: 2.080CCFS)
Depth of flow = 0.140(Ft.l
Average velocity = 4.224CFt/s)
Flow width Cfrom curb towards crown): 7.017CFt.)
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Process from Point/Stet ion 17.000 to Point/Station 18.000
.... STREET flOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
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Top of street segment elevation; 1211.50Q(Ft.)
end of street segment elevation = 1168.00QCFt.)
Length of street segment = 1100.00Q(Ft.>
Height of curb above gutter flowline = 6.0(10.)
Width of half street (curb to crown) = 12.00Q(Ft.)
Distance from crown to crossfall grade break = 10.00Q(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 [1] 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 = O.OOO(Ft.)
Gutter hike from flowline = O.OOO(ln.)
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 = 4.369(CFS)
Depth of flow = D.196(Ft.)
Average velocity = 4.546(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Hatfstreet flow width = 9.803(Ft.)
Flow velocity = 4.SS(Ft/s)
Travel time = 4.03 min. Te = 13.39 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.892
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 0 = 1.000
RI index tor soil(AMC 3) = 88.00
Rainfall intensity = 1.771(ln/Hr) for a 10.0 year storm
Subarea runoff = 3.474CCFS) for 2.200(Ac.)
Total runoff: 5.555(CFS) Total area: 3.200CAc.)
Street flow at end of street: 5.555(CFS)
Half street flow at end of street: 5.555(CFS)
Depth of flow = O.215(Ft.)
Average velocity: 4.807(Ft/S)
Flow width (from curb towards crown): 10.749CFt.)
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Process from Point/Station 17.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
18.000
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Along Main Stream number: 1 in normal stream number
Stream flow area = 3.200(Ac.)
Runoff from this stream = S.SSS(CFS)
Time of concentration = 13.39 min.
Rainfall intensity = 1.771(ln/Hr)
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Process from Point/Station 28.000 to Point/Station 29.000
**** INITIAL AREA EVALUATION ****
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Initial area flow distance = 1030.00Q(Ft.)
Top (of initial area) elevation = 1208.00Q(Ft.)
Bottom (of initial area) elevation = 1170.00Q(Ft.)
Difference in elevation = 38.00QCFt.)
Slope = 0.03689 .(percent)= 3.69
TC = kCO.390)*[(length^3)/Celevat;on changel]^O.2
Initial area time of concentration = 12.101 min.
Rainfall intensity = 1.873(ln/Hr) for a 10,0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.860
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 0 = 1.000
RJ index for soil(AMC 3) = 88.00
Initial subarea runoff = 4.993(CFS)
Total initial stream area 3.100CAc.)
Pervious area fraction = 0.500
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Process from Point/Station 28.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
29.000
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.100CAc.)
Runoff from this stream = 4.993(CFS)
Time of concentration = 12.10 min.
Rainfall intensity = 1.873(ln/Hr)
Summary of stream data:
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Stream
No.
F low rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
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1
2
Largest
Qp =
5.555 13.39
4.993 12.10
stream flow has longer
5.555 + SLITl of
Qb la/lb
4.993 * 0.946 =
10.278
1.n1
1.873
time of concentration
4.723
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Qp =
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TotaL of 2 streams to confluence:
Flow rates before confluence point:
5.555 4.993
Area of streams before confluence:
3.200 3.100
Results of confluence:
Total flow rate = 10.278(CFS)
Time of concentration = 13.389 min.
Effective stream area after confluence =
6.300(Ac.)
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Process from Point/Station 18.000 to Point/Station
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
300.000
Depth of flow: 0.546CFt.)
Average velocity = 3.453(Ft/s)
******* Irregular Channel Data ***********
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Information entered for subchannel
Point number 'X' coordinate
1 0.00
2 50.00
3 80.00
Manning's INI friction factor =
"""",r 1 :
'y' coordinate
4.00
0.00
4.00
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0.030
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Sub-Channel flow = 10.278(CFS)
flow top width = 10.912(Ft.>
velocity: 3.453CFt/s)
area: 2.977CSq.Ft)
Froude nllTber = 1.165
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Upstream point elevation = 1166.000CFt.)
Downstream point elevation = 1153.000(Ft.)
Flow length: 470.000CFt.)
Travel time = 2.27 min.
Time of concentration = 15.66 min.
Oepth of flow: 0.546CFt.)
Average velocity = 3.453(Ft/s)
Total irregular channel flow = 10.278(CFS)
Irregular channel normal depth above invert elev. = O.546(Ft.)
Average velocity of channel(s) = 3.453(Ft/s)
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Sub-Channel No.
Critical depth
Critical flow
Critical flow
Critical flow
0.578CFl.)
top width
ve l Oel ty=
area =
11.563CFl.)
3.075CFt/s)
3.342CSq.Ft)
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Process from Point/Station 18.000 to Point/Station 300.000
**** CONFLUENCE OF MINOR STREAMS ****
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Along Main Stream number: 1 in normal stream number 1
Stream flow area = 6.300(Ac.)
Runoff from this stream = 10.278(CFS)
Time of concentration = 15.66 min.
Rainfall intensity = 1.625(ln/Hr)
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Process from Point/Station 13.000 to Point/Station
.... INITIAL AREA EVALUATION ****
13.500
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Initial area flow distance = 1000.00QCFt.)
Top (of initial area) elevation = 1251.50QCFt.)
Bottom ~of initial area) elevation = 1167.00QCft.)
Difference in elevation = 84.50QCFt.)
Slope = 0.08450 s(percent)= 8.45
Tt = k(O.390)*[(lengthA3)/(elevation change)] AO.2
Initial area time of concentration = 10.132 min.
Rainfall intensity = 2.065(ln/Hr) for a 10.0 year storm
SINGLE FAMilY (1/4 Acre Lot)
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 0 = 1.000
RI index for soil(AMC 3) = 88.00
Initial subarea runoff = 16.939(CFS)
Total initial stream area = 9.500CAc.)
Pervious area fraction = 0.500
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Process from Point/Station 13.500 to Point/Station
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
300.000
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Top of natural channel elevation ~ 1167.00Q(Ft.)
End of natural channel elevation = 1153.00Q(Ft.)
Length of natural channel = 350.00QCFt.)
Estimated mean flow rate at midpoint of channel = 19.168(CFS)
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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 = 5.92(Ft/s)
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Correction to map sLope used on extremely rugged channels with
drops and waterfalls (Plate 0-6.2)
Normal channel slope = 0.0400
Corrected/adjusted channel slope = 0.0400
Travel time = 0.98 min. TC = 11.12 min.
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Adding area flow to channel
SINGLE FAMILY (1/4 Acre Lot)
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 3) = 88.00
Rainfall intensity = 1.962(ln/Hr)
Subarea runoff = 4.227(CFS) for
Total runoff = 21.167(CFS) Total
for a 10.0 year storm
2.500(Ac. )
area = 12.000(Ac.)
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Process from Point/Station 13.500 to Point/Station 300.000
**** CONFLUENCE OF MINOR STREAMS ****
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Along Main Stream number: 1 in normal stream number 2
Stream flow area = 12.000(Ac.)
Runoff from this stream = 21.167(CFS)
Time of concentration = 11.12 min.
Rainfall intensity = 1.962(ln/Hr)
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Process from Point/Station 14.000 to Point/Station 14.500
..** INITIAL AREA EVALUATION ****
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Initial area flow distance = lOOO.OaOeFt.)
Top (of initial area) elevation = 1249.000(Ft.)
Bottom (of initial area) elevation = 1178.00QCFt.)
Difference in elevation = 71.000CFt.)
Slope = 0.07100 .(percent)= 7.10
TC = k(0.390)*[(lengthA3)/(elevat;on changel]AO.2
Initial area time of concentration = 10.491 min.
Rainfall intensity = 2.026(ln/Hr) for a 10.0 year storm
SINGLE fAMilY (1/4 Acre Lot)
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 0 = 1.000
RI index for soil(AMC 3) = 88.00
Initial subarea runoff = 15.906(CFS)
Total initial stream area = 9.100(Ac.)
Pervious area fraction = 0.500
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Process from Point/Station 14.500 to Point/Station
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
300.000
Top of natural channel elevation = 1178.00Q(Ft.)
End of natural channel elevation = 1153.00Q(Ft.)
length of natural channel = 555.000(Ft.)
Estimated mean flow rate at midpoint of channel = 19.577(CFS)
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Natural valley channel type used
L.A. County flood controL district formula for channel velocity:
Velocity = (7 + 8(q^.352)(slope^O.5)
Velocity using mean channel flow = 6.32(ft/s)
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Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate 0-6.2)
NormaL channel stope = 0.0450
Corrected/adjusted channel slope = 0.0450
Travel time = 1.46 min. TC = 11.95 min.
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Adding area flow to channel
SINGLE FAMILY (1/4 Acre lot)
Runoff Coefficient = 0.860
Oecimal fraction soil group A = 0.000
Oecimal 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 3) = 88.00
Rainfall intensity = 1.88S(ln/Hr)
Subarea runoff = 6.813(CFS) for
Total runoff = 22.719(CFS) Total
for a 10.0 year storm
4.200(Ac.)
area = 13.300(AC.)
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57
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 14.500 to POlnt/Station 300.000
**** CONFLUENCE OF MINOR STREAMS ****
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Along Main Stream number: 1 in normal stream number 3
Stream flow area = 13.30Q(Ac.)
Runoff from this stream = 22.719(CFS)
Time of concentration = 11.95 min.
Rainfall intensity = 1.885(ln/Hr)
Summary of stream data:
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Stream Flow rate
No. (CFS)
Te
(m;n)
RainfalL Intensity
(In/Hr)
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1
2
3
Largest
Qp =
10.278 15.66
21.167 11.12
22.719 11.95
stream flow has longer or
22.719 + s,," of
Qa Tb/Ta
10.278' 0.763
Qb la/lb
21.167 . 0.961
50.904
1.625
1.962
1.885
shorter time
of concentration
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7.847
20.338
Qp =
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Totat of 3 streams to confluence:
Flow rates before confluence point:
10.278 21.167 22.719
Area of streams before confluence:
6.300 12.000 13.300
Results of confluence:
Total flow rate = SO.904(CFS)
Time of concentration = 11.954 min.
Effective stream area after confluence
31.600(.c. )
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58
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 19.000 to Point/Station
**** INITJAl AREA EVALUATION ****
20.000
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Initial area flow distance = 1100.00QCFt.)
Top (of initial area) elevation = 1269.00Q(Ft.)
Bottom (of initial area) elevation = 1232.00QCFt.)
Difference in elevation = 37.00Q(Ft.>
Slope = 0.03364 'Cpercentl= 3.36
TC = kCO.390l*[ClengthA3l!Celevation changel] AO.2
Initial area time of concentration = 12.655 min.
Rainfall intensity = 1.827(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre lot)
Runoff Coefficient = 0.859
Oecimal fraction soil group A = 0.000
Decimal fraction soil group B 0.000
Decimal fraction soiL group C = 0.000
Decimal fraction soiL group 0 = 1.000
RI index for so; l(AMC 3) = 88.00
Initial subarea runoff = 11.461(CFS)
Total initial stream area = 7.300(Ac.)
Pervious area fraction = 0.500
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59
<Jp
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 20.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FL~ ADDITION ****
21. 000
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Top of street segment elevation = 1232.00QCFt.)
End of street segment elevation = 1227.000(Ft.)
length of street segment = 270.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.00DeFt.)
Distance from crown to cro5sfall grade break = 12.00QCFt.)
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] sideCs) of the street
Distance from curb to property line = 10.00QCFt.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline: 2.000(ln.)
Menning'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: 13.031(CFS)
Depth of flow = 0.371(Ft.)
Average velocity: 4.023(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 12.218(Ft.)
Flow velocity: 4.02(Ft/s)
Travel time: 1.12 min. TC: 13.77 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient: 0.858
Decimal fraction soil group A: 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 0.000
Oecimal fraction soil group 0 : 1.000
RI index for soi l(AMC 3) : 88.00
Rainfall intensity: 1.744(In/Hr) for a 10.0 year storm
Subarea runoff 2.991(CFS) for 2.000(AC.)
Total runoff: 14.452(CFS) Total area: 9.300(Ac.)
Street flow at end of street: 14.452(CFS)
Half street flow at end of street: 7.226(CFS)
Depth of flow = D.382(Ft.)
Average velocity: 4.115(Ft/s)
Flow width (from curb towards crown): 12.764(Ft.)
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60
(p'\
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 22.000 to Point/Station 23.000
.... INITIAL AREA EVALUATION ****
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Initial area flow distance = 750.000(Ft.)
Top (of initial area) elevation = 1269.000(Ft.)
Bottom (of initial area) elevation = 1235.000(Ft.)
Difference in elevation = 34.00Q(Ft.)
Slope = 0.04533 s(percent)= 4.53
TC = k(O.390)*[(length~3)/(elevat;on change)]~O.2
Initial area time of concentration = 10.228 min.
Rainfall intensity = 2.054(ln/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.863
DecimaL fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Oecimal fraction soil group C = 0.000
Decimal fraction soil group 0 = 1.000
RI index for soil(AMC 3) = 88.00
Initial subarea runoff = 4.966CCFS)
Total initial stream area = 2.800(Ac.)
Pervious area fraction = 0.500
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61
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 23.000 to Point/Station 24.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
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Top of street segment elevation = 1235.000CFt.)
End of street segment elevation = 1213.000(Ft.)
length of street segment = 430.000(Ft.)
Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) = 22.000CFt.)
Distance from crown to crossfall grade break = 10.00QCFt.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1J 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(ln.)
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 = 5.320(CFS)
Depth of flow = O.309(Ft.l
Average velocity = 5.579(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.094(Ft.)
Flow velocity = 5.58(Ft/s)
Travel time = 1.28 min. Te = 11.51 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.892
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 0.000
Oecimal fraction soil group 0 1.000
RI index for soil(AMC 3) = 88.00
Rainfall intensity = 1.925(In/Hr) for a 10.0 year storm
Subarea runoff = O.687CCFS) for O.400CAc.)
Total runoff = 5.653(CFS) Total area = 3.200(Ac,)
Street flow at end of street = 5.653CCFS)
Half street flow at end of street 5.653(CFS)
Depth of flow = O.314(Ft.)
Average velocity = 5.634(Ft/s)
Flow width (from curb towards crown)= 9.363(Ft.)
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62
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 24.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA flOW ADDITION ****
25.000
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Top of street segment elevation = 1213.000(Ft.)
End of street segment eLevation = 1204.00QCFt.)
length of street segment = 300.000CFt.)
Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) = 20.00QCFt.>
Distance from crown to crossfall grade break = 10.00QCFt.)
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] sidees) of the street
Distance from curb to property line = 10.00QCFt.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000CFt.)
Gutter hike from flowline: 2.000(ln.)
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 : 8.037(CFS)
Depth of flow = D.3D7CFt.)
Average velocity: 4.263(Ft/s)
Streetflow hydraulics at midpoint of street traveL:
Halfstreet fLow width: 9.033(Ft.)
Flow velocity: 4.26(Ft/s)
Travel time: 1.17 min. TC: 12.69 min.
Adding area fLow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient: 0.859
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 0: 1.000
RI index for soilCAMC 3) = 88.00
Rainfall intensity: 1.825(ln/Hr) for a 10.0 year storm
Subarea runoff 4.233(CFS) for 2.700(AC.)
Total runoff: 9.686(CFS) Total area: 5.900CAc.)
Street flow at end of street: 9.886CCFS)
Half street flow at end of street = 4.943CCFS)
Depth of flow = 0.326CFt.)
Average velocity = 4.411CFt/s)
Flow width (from curb towards crown): 9.969(Ft.)
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63
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from POl nt/Station 25.000 to Point/Station 26.000
**** STREET Fl~ TRAVEL TIME + SUBAREA FLOW ADDITION ****
TOp of street segment elevation = 1204.00Q(Ft.)
End of street segment elevation = 1177.50Q(Ft.)
Length of street segment = 620.00QCFt.)
Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) = 20.0aOeFt.)
Distance from crown to crossfall grade break = 10.00QCFt.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow ;s on [1] side(s) of the street
Distance from curb to property line = 10.00QCFt.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(ln.)
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 = 13.237(CFS)
Depth of flow = 0.404(Ft.l
Average velocity = 6.480(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.842(Ft.)
Flow velocity = 6.48(Ft/s)
Travel time = 1.59 min. TC = 14.28 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.857
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C 0.000
Oecimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Rainfall intensity = 1.710(In/Hr) for a 10.0 year storm
Subarea runoff = 5.859(CFS) for 4.000(Ac.)
Total runoff = 15.744(CFS) TotaL area = 9.900(Ac.)
Street flow at end of street = 15.744(CFS)
Half street fLow at end of street = 15.744(CFS)
Depth of flow = 0.424(Ft.l
Average velocity = 6.753(Ft/s)
Flow width (from curb towards crown)= 14.848(Ft.)
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64
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---- --
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1
1
W
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..
1
..
..
.w
1
1
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1
..
1
1
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 26.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
27.000
Top of street segment elevation: 1177.500(Ft.)
End of street segment elevation: 1159.000(Ft.)
length of street segment : 400.000(Ft.)
Height of curb above gutter flowline: 6.0(ln.)
Width of half street (curb to crown) : 20.000(Ft.)
Distance from crown to crossfall grade break : 10.000(Ft.)
Slope from gutter to grade break (v/hz): 0.020
Slope from grade break to crown (v/hz) : 0.020
Street flow is on {21 side(s) of the street
Distance from curb to property line : 10.000(Ft.)
Slope from curb to property line (v/nz): 0.020
Gutter width = 2.000(Ft.l
Gutter hike from flowline: 2.000(ln.)
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 :
Depth of flow = 0.365(Ft.l
Average velocity = 6.152CFt/s)
Streetflow hydraulics at midpoint of street travet:
Hatfstreet flow width: 11.908(Ft.)
Flow velocity: 6.15(Ft/s)
Travel time: 1.08 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.855
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 soitCAMC 3) : 88.00
Rainfall intensity = 1.642(1n/Hr) for a 10.0 year storm
Subarea runoff 5.758CCFS) for 4.100CAC.)
Total runoff = 21.502(CFS) Total area = 14.000(Ac.)
Street flow at end of street: 21.502(CFS)
Half street flow at end of street: 10.751(CFS)
Depth of flow = 0.377(Ft,)
Average velocity = 6.346(Ft/s)
Flow width (from curb towards crown):
. End of computations, total study area:
The following figures may
be used for a unit hydrograph study of the same area.
19,004(CFSl
TC =
15.36
min.
12.520(Ft.)
71.60 (Ac.)
Area averaged pervious area fraction(Ap) 0.498
Area averaged RI index number: 75.7
65
,\'V
----.------- --- ----- -
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y.
I 100 YEAR ONSITE HYDROLOGY
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Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (e) 1990 Version 2.7
Rational Hydrology Study Date: 11 6/92
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TT 25004
100 YEAR ONSITE NYOROLoGY
FN:JCPDIX.OUT L 115,10
07 JAN 1992 PC#3
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********* Hydrology Study Control Information **********
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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 3
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2 year, 1 hour precipitation = 0.550 (Inches)
100 year, 1 hour precipitation = 1.100 (Inches)
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Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.100 (in./hr.)
Slope of intensity duration curve = 0.5500
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67
"\1\
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Statfon 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 470.0aOeFt.)
Top (of initial area) elevation = 1302.DOQCFt.)
Bottom (of initial area) elevation = 1280.00Q(Ft.)
Difference in elevation = 22.DOQ(Ft.)
Slope' 0.04681 >(percent). 4.68
TC = k(O.390)*[(len9th~3)/(elevation change)]AO.2
Initial area time of concentration = 8.430 min.
Rainfall intensity = 3.237(ln/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.876
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 0 = 1.000
RI index for soil(AMC 3) = 88.00
Initial subarea runoff = 6.523(CFS)
Total initial stream area 2.300(Ac.)
Pervious area fraction = 0.500
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68
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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 = 1280.DOQCFt.)
End of street segment elevation = 1269.000CFt.)
Length of street segment = BOO.OaOeFt.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.00QCFt.)
Distance from crown to crossfatl grade break = 12.00QCFt.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1) side(s) of the street
Distance from curb to property line = 11.00Q(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline: 2.000(ln.)
Manning1s N in gutter: 0.0150
Manning1s N from gutter to grade break: 0.0150
Manning1s N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street: 12.053(CFS)
Depth of flow = 0.462(Ft.)
Average velocity = 4.108(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.755(Ft.)
Flow velocity = 4.11(Ft/s)
Travel time = 3.25 min. TC: 11.68 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.872
Decimal fraction soil group A: 0.000
Oecimal fraction soil group B 0.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D = 1.000
RI index for soi l(AMC 3) : 88.00
Rainfall intensity: 2.706(In/Hr) for a 100.0 year storm
Subarea runoff = 9.200(CFS) for 3.900(Ac.)
Total runoff = 15.723(CFS) Total area: 6.200(Ac.)
Street flow at end of street: 15.723(CFS)
Half street flow at end of street: 15.723(CFS)
Depth of flow = 0.499(Ft.)
Average velocity = 4.366(Ft/s)
Flow width (from curb towards crown): 18.640(Ft.)
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69
1(P
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000
**** 1NITIAl AREA EVALUATION ****
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Initial area flow distance = 1050.000(Ft.)
Top (of initial area) elevation = 1309.000(Ft.)
Bottom (of initial area) elevation = 1268.000(Ft.)
Difference in elevation = 41.000(Ft.)
Slope = 0.03905 s(percentl= 3.90
Te = k(0.300)*[(length^3)f(elevation change)]^O.2
Initial area time of concentration = 9.274 min.
Rainfall intensity = 3.072(lnfHr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.895
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 3) = 88.00
Initial subarea runoff = 3.024(CFS)
Total initial stream area 1.100(Ac.)
Pervious area fraction = 0.100
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70
"'\'\
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 4.000 to Point/Station
..** CONFLUENCE OF MINOR STREAMS ****
5.000
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.100CAc.)
Runoff from this stream = 3.024CCFSl
Time of concentration = 9.27 min.
Rainfall intensity = 3.072(In/Hr)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 3.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
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Rainfall intensity = 2.706(In/Hr)
SINGLE fAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.872
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 3) = 88.00
User specified values are as follows:
TC = 11.68 min. Rain intensity =
Total area = O.71(Ac.) Total
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for a 100.0 year storm
2.71(ln/Hr)
runoff = 1.80CCFS)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 3.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
3.000
Along Main Stream number: 1 in normal stream number 2
Stream flow area; 0.710(Ac.)
Runoff from this stream = 1.800(CFS)
Time of concentration = 11.68 min.
Rainfall intensity = 2.706(ln/Hr)
Summary of stream data:
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Stream
Woo
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
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1
2
Largest
Qp =
3.024 9.27
1.BOO 11.68
stream flow has longer or
3.024 + SlIT! of
Ca Tb/Ta
1.800 . 0.794 =
4.453
3.072
2.706
shorter time of concentration
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1. 429
Qp =
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Total of 2 streams to confluence:
Flow rates before confluence point:
3.024 1.800
Area of streams before confluence:
1.100 0.710
Results of confluence:
Total flow rate =
Time of concentration
Effective stream area
4.453(CFS)
9.274 min.
after confluence
1.810(Ac.)
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73
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 6.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
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Top of street segment elevation = 1267.00Q(Ft.)
End of street segment elevation = 1256.00QCFt.)
length of street segment = 620.000CFt.>
Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) = lO.OaQeFt.>
Distance from crown to crossfatl grade break = 10.0aQeFt.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.0aQeFt.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline: 2.000(ln.)
Manning's N 1n 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: 9.743(CFS)
Depth of flow = 0.347(ft.)
Average velocity: 3.628(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.027(ft.)
Flow velocity: 3.63(Ft/s)
Travel time: 2.85 min. TC: 12.12 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre lot)
Runoff Coefficient: 0.871
Decimal fraction soil group A: 0.000
Decimal fraction soil group B : 0.000
Decimal fraction soil group C : 0.000
Oecimal fraction soil group D 1.000
RJ index for soil(AMC 3) : 88.00
Rainfall intensity: 2.651(In/Hr) for a 100.0 year storm
Subarea runoff = 9.930(CfS) for 4.300CAc.)
Total runoff: 14.383(CFS) Total area: 6.110CAc.)
Street flow at end of street: 14.383(CFS)
Half street flow at end of street 7.192(CFS)
Depth of flow = 0.385(ft.)
Average velocity: 4.006(Ft/s)
. Flow width (from curb towards crown): 12.918(Ft.)
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74
~
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.000 to Point/Station 8.000
**** INITIAL AREA EVALUATION ****
I
Initial area flow distance = 400.00Q(Ft.)
Top (of initial area) elevation = 1269.000(Ft.)
Bottom (of initial area) elevation = 1266.00Q(Ft.)
Difference in elevation = 3.00Q(Ft.)
Slope: 0.00750 s(percent): 0.75
TC = k(O.390)*[(len9th~3)/(elevation change)]~O.2
Initial area time of concentration = 11.399 min.
Rainfall intensity = 2.742(ln/Hr) for a 100.0 year storm
SINGLE fAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.872
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 3) : 88.00
lnitial subarea runoff = 3.826CCFS)
Total initial stream area = 1.600CAc.)
Pervious area fraction = 0.500
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75
~
----- ---.-
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.000 to Point/Station
**** INITIAL AREA EVALUATION ****
10.000
Initial area flow distance; 320.000(Ft.)
Top (of initial area) elevation; 1296.000(Ft.)
Bottom (of initial area) elevation; 1248.000(Ft.)
Difference in elevation = 48.000(Ft.)
Slope: 0.15000 s(percent): 15.00
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration; 7.782 min.
Rainfall intensity = 3.383(ln/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient; 0.884
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 3) : 95.60
Initial subarea runoff = 10.466(CFS)
Total initial stream area = 3.500(Ac.)
Pervious area fraction = 1.000
76 q?
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I
Process from Point/Station 15.000 to Point/Station
**** INITIAL AREA EVALUATION ****
16.000
I
Initial area flow distance = 670.00Q(ft.)
Top (of initial area) elevation = 1266.50QCft.)
Bottom (of initial area) elevation = 1235.000CFt.)
Difference in elevation = 31.50QCFt.)
Slope = 0.04701 sCpercent)= 4.70
Te = k(0.300)*[(length^3)/Celevat;on changel]^0.2
Initial area time of concentration = 7.466 min.
Rainfall intensity 3.461(Jn/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.896
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Oecimal fraction soil group C = 0.000
Decimal fraction soil group 0 = 1.000
RI index tor soil(AMC 3) = 88.00
Initial subarea runoff = 1.859(CFS)
Total initial stream area 0.600(Ac.)
Pervious area fraction = 0.100
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77
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 16.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
17.000
I
Top of street segment elevation = 1235.000(Ft.)
End of street segment elevation = 121'.500CFt.)
length of street segment = 460.00QCFt.)
Height of curb above gutter flowline = 6.0(ln.)
Width of haLf street (curb to crown) = 12.000(ft.)
Distance from crown to crossfall grade break = 10.00QCFt.)
SLope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.0aOeFt.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = a.OOOeFt.)
Gutter hike from flowline = O.OOO(ln.)
Manning's N in gutter = 0.0150
Manningts N from gutter to grade break: 0.0150
Manningts N from grade break to crown: 0.0150
Estimated mean flow rate at midpoint of street: 2.479(CFS)
Depth of flow; 0.150(Ft.)
Average velocity: 4.399(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 7.507(Ft.)
Flow velocity = 4.40CFt/s)
Travel time = 1.74 min. TC: 9.21 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.895
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 0 = 1.000
RI index for soil(AMC 3) = 88.00
Rainfall intensity 3.084(ln/Hr) for a 100.0 year storm
Subarea runoff 1.104(CFS) for 0.400CAc.)
Total runoff = 2.963(CFS) Total area = 1.000(Ac.)
Street flow at end of street = 2.963(CFS)
Half street flow at end of street 2.963(CFS)
Depth of flow: 0.161CFt.)
Average velocity: 4.584CFt/S)
Flow width (from curb towards crown): 8.040CFt.)
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78
~
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 17.000 to Point/Station 18.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
I
Top of street segment elevation = 1211.500(Ft.)
End of street segment elevation = 1168.00QCFt.)
length of street segment = 1100.000(Ft.)
Height of curb above gutter flowline = 6.0{ln.)
~idth of half street (curb to crown) = 12.00Q(Ft.)
Oistance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (vfhz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = '1.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = O.OOOCFt.)
Gutter hike from flowline = O.OOO(ln.)
Manning1s N in gutter = 0.0150
Manningls N from gutter to grade break = 0.0150
Manning1s N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 6.223CCFS)
Depth of flow = 0.225(Ft.)
Average velocity = 4.936CFt/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.228CFt.)
Flow velocity = 4.94CFt/s)
Travel time = 3.71 min. TC = 12.92 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.894
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 soilCAMC 3) = 88.00
Rainfall intensity = 2.559Cln/Hr) for a 100.0 year storm
Subarea runoff S.034(CFS) for 2.200CAc.)
TotaL runoff = 7.997CCFS) Total area = 3.200CAc.)
Street flow at end of street = 7.997CCFS)
HaLf street flow at end of street 7.997(CFS)
Depth of flow = 0.246(Ft.)
Average velocity = 5.282(Ft/S)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 12.000CFt.)
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79
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 17.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
18.000
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Along Main Stream number: 1 in normal stream number 1
Stream flow area; 3.200(Ac.)
Runoff from this stream = 7.997(CFS)
Time of concentration = 12.92 min.
Rainfall intensity = 2.559(In/Hr)
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80
~"\
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 28.000 to Point/Station 29.000
**** INITIAL AREA EVALUATION ****
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Initial area flow distance = 1030.000(Ft.)
Top (of initial area) elevation = 120a.OOQ(Ft.)
Bottom (of initial area) elevation = 1170.000(Ft.)
Difference in elevation = 38.00Q(Ft.)
Slope = 0.03689 s(percent)= 3.69
TC = kCO.390)*[(length^3)/celevation change))^O.2
Initial area time of concentration = 12.101 min.
Rainfall intensity = 2.654(ln/Hr) for a 100.0 year storm
SINGLE FAMilY (1/4 Acre lot)
Runoff Coefficient = 0.871
Decimal fraction soil group A 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C 0.000
Oecimal fraction soil group 0 = 1.000
RI index for soilCAMC 3) = 88.00
Initial subarea runoff = 7.166(CFS)
Total initial stream area = 3.100(Ac.)
Pervious area fraction = 0.500
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81
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 28.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
29.000
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.100CAc.)
Runoff from this stream = 7.166(CFS)
Time of concentration = 12.10 min.
Rainfall intensity = 2.654(ln/Hr)
Summary of stream data:
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I
Stream
No.
Flow rate
(CFS)
TC
(m;n)
Rainfall Intensity
( In/Hr)
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1
2
Largest
Qp =
7.997 12.92
7.166 12.10
stream flow has longer
7.997 + 5lm of
Qb I./Ib
7.166 * 0.964 =
14.909
2.559
2.654
time of concentration
I
6.912
Qp =
I
TotaL of 2 streams to confluence:
FLow rates before confluence point:
7.997 7.166
Area of streams before confluence:
3.200 3.100
Results of confluence:
Total flow rate = 14.909(CFS)
Time of concentration 12.923 min.
Effective stream area after confluence
6.300(Ac.)
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82
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 18.000 to Point/Station
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
300.000
I
Depth of flow = 0.627CFt.l
Average velocity = 3.789(Ft/s)
******* Irregular Channel Data ***********
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Information entered for subchannel
Point number 'X' coordinate
1 0.00
2 50.00
3 80.00
Manning's IN' friction factor =
nU1t>er 1 :
'VI coordinate
4.00
0.00
4.00
0.030
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Sub, Channel flow = 14.909CCFS)
flow top width = 12.545(Ft.)
velocity= 3.789(Ft/s)
area = 3.934(Sq.Ft)
Froude number = 1.192
I
Upstream point elevation = 1166.000(Ft.)
Downstream point elevation = 1153.000(Ft.)
Flow length = 470.000CFt,)
Travel time = 2.07 min.
Time of concentration = 14.99 min.
Depth of flow = 0.627CFt.)
Average velocity = 3.789(Ft/s)
Totat irregular channel flow =
Irregular channel normal depth
Average velocity of channel(s)
14.909CCFS)
above invert elev.
= 3.789CFt/s)
0.627(Ft. )
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Sub-Channel No.
Critical depth:
Critical flow
Critical flow
Critical flow
0.672CFt. )
top width:
velocity:
area:
13.438(Ft. )
3.303(Ft/s)
4.514(Sq.Ft)
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83
Of:>
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Process from Point/Station 18.000 to Point/Station
.... CONFLUENCE OF MINOR STREAMS ....
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
300.000
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Along Main Stream number: 1 in normal stream number
Stream flow area = 6.300(Ac.)
Runoff from this stream = 14.909(CFS)
Time of concentration = 14.99 min.
Rainfall intensity = 2.359(ln/Hr)
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84
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 13.500
**** INITIAL AREA EVALUATION ****
I
InitiaL area fLow distance = 1000.00QCFt.>
Top (of initial area) elevation = 1251.50QCFt.)
Bottom (of initial area) elevation = 1167.000CFt.)
Difference in elevation = 84.50QCFt.)
Slope: 0.08450 .(percent): 8.45
Te = k(O.390)*[(len9th~3)/(elevation change)]~O.2
Initial area time of concentration = 10.132 min.
Rainfall intensity 2.926(In/Hr) for a 100.0 year storm
SINGLE FAMilY (1/4 Acre lot)
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soit group C 0.000
Decimal fraction soil group 0 = 1.000
RI index for soil(AHC 3) = 88.00
Initial subarea runoff = 24.284(CFS)
Total initial stream area 9.500(Ac.)
Pervious area fraction = 0.500
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85
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.500 to Point/Station 300.000
*.** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 1167.000(Ft.)
End of natural channel elevation = 1153.000(Ft.)
Length of natural channel = 350.000(Ft.)
Estimated mean flow rate at midpoint of channel =
27.479(CFS)
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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 = 6.54(Ft/s)
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Correction to map slope used on extremely rugged channels with
drops and waterfalls (PLate 0.6.2)
Normal channel slope = 0.0400
Corrected/adjusted channel slope = 0.0400
Travel time = 0.89 min. TC; 11.02 min.
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Adding area flow to channel
SINGLE FAMILY (1/4 Acre lot)
Runoff Coefficient: 0.872
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 3) ; 88.00
Rainfall intensity = 2.793(ln/Hr)
Subarea runoff = 6.092(CFS) for
Total runoff = 30.376(CFS) Total
for a 100.0 year storm
2.500CAc.)
area = 12.000(Ac.)
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86
0..;1:1
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 13.500 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
300.000
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 12.000(Ac.)
Runoff from this stream = 30.376(CFS)
Time of concentration = 11.02 min.
RainfaLL intensity = 2.793(In/Hr)
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87
qA.
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 14.000 to Point/Station 14.500
**** INITIAL AREA EVALUATION ****
Initial area fLow distance; 1000.000(Ft.)
Top (of initial area) elevation; 1249.000(Ft.)
Bottom (of initial area) elevation = 1178.000(Ft.)
Difference in elevation; 71.000CFt.)
Slope = 0.07100 s(percent)= 7.10
1C = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.491 min.
Rainfall intensity 2.870Ctn/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre lot)
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 0 1.000
RI index for soilCAMC 3) ; 88.00
Initial subarea runoff = 22.808CCFS)
Total initial stream area; 9.100CAc.)
Pervious area fraction; 0.500
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88
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 14.500 to Point/Station 300.000
.... NATURAL CHANNEL TIME + SUBAREA FL~ ADDITION ****
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Top of natural channel elevation = 1178.000(Ft.)
End of natural channel elevation = 1153.000CFt.)
length of natural channel = 555.00QCFt.)
Estimated mean flow fate at midpoint of channel = 28.071(CFS)
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Natural valley channel type used
l.A. County flood control district formula for channel velocity:
Velocity = (7 + 8(q^.352)(slope^O.5)
Velocity using mean channel flow = 6.98(Ft/s}
I
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate 0-6.2)
Normal channel slope = 0.0450
Corrected/adjusted channel slope = 0.0450
Travel time = 1.33 min. TC = 11.82 m;n.
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Adding area flow to channel
SINGLE FAMILY (1/4 Acre lot)
Runoff Coefficlent = 0.871
Decimal fraction sOlL group A 0.000
Decimal fraction soiL group B 0.000
Oecimal fraction soiL group C = 0.000
Oecimal fraction soiL group 0 1.000
RI index for soi t(AMC 3) = 88.00
Rainfall intensity = 2.688(ln/Hr) for a 100.0 year storm
Subarea runoff 9.841(CFS) for 4.200(Ac.)
TotaL runoff = 32.648(CFS) TotaL area = 13.300(Ac.)
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89
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 14.500 to Point/Station
**** CONFLUENCE OF MINOR STREAMS .*.*
300.000
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Along Main Stream number: 1 in normal stream number 3
Stream flow area = 13.30Q(AC.>
Runoff from this stream = 32.648(CFS)
Time of concentration = 11.82 min.
Rainfall intensity = 2.688(ln/Hr)
Summary of stream data:
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Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
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1
2
3
Largest
Qp =
14.909 14.99
30.376 11.02
32.648 11.82
stream flow has longer or
32.648 + Sl..m of
Ca Tb/Ta
14.909 * 0.788 =
Qb I_lIb
30.376 * 0.963
73.639
2.359
2.793
2.688
shorter time of concentration
I
11. 752
29.239
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Qp =
I
Total of 3 streams to confluence:
Flow rates before confluence point:
14,909 30.376 32.648
Area of streams before confluence:
6.300 12.000 13.300
Results of confluence:
Total flow rate = 73.639(CFS)
Time of concentration = 11.817 min.
Effective stream area after confluence =
31.600(Ac.l
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90
0.,\
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 19.000 to Point/Station 20.000
**** INITIAL AREA EVALUATION .***
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Initial area flow distance = 1100.00Q(Ft.)
Top (of lnitial area) elevation = 1269.00Q(Ft.)
Bottom (of initial area) elevation = 1232.00Q(Ft.)
Difference in elevation = 37.00Q(Ft.)
Slope: 0.03364 s(percent): 3.36
Te = k(O.390)*[(length^3)/Celevation change)]^O.2
Initial area time of concentration = 12.655 min.
Rainfall intensity = 2.589(ln/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.870
Decimal fraction soil group A 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soi l group C = 0.000
Decimal fraction soil group 0 = 1.000
RI index for soi l(AMC 3) = 88.00
Initial subarea runoff = 16.452(CFS)
Total initial stream area = 7.300(Ac.)
Pervious area fraction = 0.500
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91
otb
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 20.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
21.000
I
TOp of street segment elevation = 1232.000(Ft.)
End of street segment elevation = 1227.000(Ft.)
length of street segment = 270.000(Ft.)
Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break = 12.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = la.OaQ(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(ln.)
Manning1s N in gutter = 0.0150
Manning1s N from gutter to grade break = 0.0150
Manning1s N from grade break to crown: 0.0150
Estimated mean flow rate at midpoint of street: 18.705(CFS)
Depth of flow = 0.411(Ft.)
Average velocity: 4.352(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 14.221(Ft.)
Flow velocity: 4.35(Ft/s)
Travel time = 1.03 min. TC: 13.69 min.
Adding area flow to street
SINGLE FAMilY (1/4 Acre lot)
Runoff Coefficient: 0.869
Oecimal 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
Rl index for soi l(AMC 3) : 88.00
Rainfall intensity 2.480(ln/Hr) for a 100.0 year storm
Subarea runoff = 4.311(CFS) for 2.000(Ac.)
Total runoff: 20.762(CFS) Total area = 9.30QCAc.)
Street flow at end of street: 20.762(CFS)
Half street flow at end of street: 10.381(CFS)
Oepth of flow = O.424(Ft.)
Average velocity 4.452(Ft/s)
.Flow width (from curb towards crown): 14.850(Ft.)
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92
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 22.000 to Point/Station
.*.* INITiAL AREA EVALUATION ....
23.000
I
Initial area flow distance = 7SD.OaOeFt.)
Top (of initial area) elevation = 1269.00QCFt.)
Bottom (of initial area) elevation = 123S.00QCFt.)
Difference in elevation = 34.00QCFt.)
Slope = 0.04533 sCpercent)= 4.53
Tt = k(O.390)*[(length^3)/(elevation change)]^O.2
Initial area time of concentration = 10.228 min.
Rainfall intensity = 2.911(ln/Hr) for a 100.0 year storm
SINGLE FAMilY (1/4 Acre lot)
Runoff Coefficient = 0.874
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 0 1.000
RI index for soi l(AMC 3) = 88.00
Initial subarea runoff = 7.119(CFS)
Total initial stream area = 2.800(Ac.)
Pervious area fraction = 0.500
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93
\dJ
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 23.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FL~ ADDITION ****
24.000
I
Top of street segment elevation: 123S.000(Ft.)
End of street segment elevation: 1213.000(Ft.)
Length of street segment : 430.000(Ft.)
Height of curb above gutter flowline: 6.0(ln.)
Width of half street ecurb to crown) 22.000(Ft.)
Distance from crown to crossfall grade break : 10.000eFt.)
Slope from gutter to grade break ev/hz): 0.020
Slope from grade break to crown ev/hz) : 0.020
Street flow is on [1) sidees) of the street
Distance from curb to property line : 11.000eFt.)
Slope from curb to property line (v/hz) 0.020
Gutter width: 2.000(Ft.)
Gutter hike from flowline: 2.000(ln.)
Manning'S N in gutter: 0.0150
Manning'S N from gutter to grade break: 0.01S0
Manning's N from grade break to crown: 0.01S0
Estimated mean flow rate at midpoint of street: 7.628CCFS)
Oepth of flow = 0.342(Ft.)
Average velocity: 5.931(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 10.768eFt.)
Flow velocity: S.93eFt/s)
Travel time: 1.21 min. TC: 11.44 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient : 0.894
Decimal fraction soil group A : 0.000
Decimal fraction soil group B : 0.000
Decimal fraction soil group C : 0.000
Oecimal fraction soil group D 1.000
RI index for soileAMC 3) : 88.00
Rainfall intensity: 2.737(In/Hr) for a 100.0 year storm
Subarea runoff O.979CCFS) for 0.400CAc.)
Total runoff: B.098CCFS) Total area: 3.200CAc.)
Street flow at end of street: 8.098CCfS)
Half street flow at end of street 8.098(CFS)
Depth of flow: 0.348(Ft.)
Average velocity: 5.995CFt/s)
Flow width (from curb towards crown): 11.064(Ft.)
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94
'.p\
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 24.000 to Point/Station 25.000
**** STREET FLOW TRAVEL T1ME + SUBAREA FLOW ADDITION ****
I
Top of street segment elevation = 1213.000(Ft.)
End of street segment elevation = 1204.000(Ft.)
length of street segment = 300.000(Ft.)
Height of curb above gutter flowline = 6.0(ln.)
~idth of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [Zl sidees) of the street
Distance from curb to property Line = 10.00Q(Ft.>
Slope from curb to property line (v/hz) 0.020
Gutter width = 2.000CFt.)
Gutter hike from flowline: 2.000Cln.)
Manningls N in gutter: 0.0150
Manning1s N from gutter to grade break: 0.0150
Manning1s N from grade break to crown: 0.0150
Estimated mean flow rate at midpoint of street: 11.515CCFS)
Depth of flow = 0.339(Ft.)
Average velocity: 4.599CFt/S)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 10.608CFt.)
Flow velocity: 4.60(Ft/s)
Travel time: 1.09 min. TC: 12.52 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre lot)
Runoff Coefficient: 0.871
Oecimal 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 3) = 88.00
Rainfall intensity: 2.604(ln/Hr) for a 100.0 year storm
Subarea runoff = 6.121(CFS) for 2.700(Ac.)
Totat runoff: 14.219(CFS) Total area: 5.90Q(Ac.)
Street flow at end of street: 14.219(CFS)
Half street flow at end of street: 7.110(CFS)
Depth of flow = 0.358(Ft.)
Average velocity: 4.862(Ft/s)
Flow width (from curb towards crown): 11.557CFt.)
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95
\0'1--
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 25.000 to Point/Station 26.000
**** STREET FL~ TRAVEL TIME + SUBAREA FL~ ADDITION ****
I
Top of street segment elevation = 1204.000(Ft.)
End of street segment elevation = 1177.500(Ft.)
Length of street segment = 620.000(Ft.)
Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = lD.OQQ(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 [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.l
Gutter hike from flowline = 2.000(1n.)
Mannlng1s 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 = 19.039(CFS)
Depth of flow = 0.447(Ft.)
Average velocity = 7.061(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.031(Ft.)
Flow velocity = 7.06(Ft/s)
Travel time = 1.46 min. TC = 13.99 min.
Adding area flow to street
SINGLE FAMilY (1/4 Acre lot)
Runoff Coefficient = 0.869
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fractlon soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Rainfall intensity = 2.450(ln/Hr) for a 100.0 year storm
Subarea runoff = 8.516(CFS) for 4.000(AC.)
Total runoff = 22.736(CFS) Total area = 9.900(Ac.)
Street flow at end of street = 22.736(CFS)
Half street flow at end of street 22.736(CFS)
Oepth of flow = O.471(Ft.l
Average veLocity = 7.356(Ft/s)
Flow width (from curb towards crown)= 17.216(Ft.)
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96
~
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 26.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FL~ ADDITION ****
27.000
I
Top of street segment elevation: 1177.500(Ft.)
End of street segment elevation: 1159.000(Ft.)
length of street segment : 400.000(Ft.)
Height of curb above gutter flowllne: 6.0(ln.)
Width of half street (curb to crown) : 20.000(Ft.)
Distance from crown to crossfall grade break ; 10.000(Ft.)
Slope from gutter to grade break (v/hz): 0.020
Slope from grade break to crown (v/hz) ; 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line : 10.000(Ft.)
Slope from curb to property line (v/hz): 0.020
Gutter width; 2.000(Ft.)
Gutter hike from flowllne: 2.000(ln.)
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;
Depth of flow = 0.403(Ft.l
Average velocity: 6.735(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width: 13.823(Ft.)
Flow velocity = 6.74(Ft/s)
Travel time = 0.99 min.
Adding area flow to street
SINGLE FAMilY (1/4 Acre Lot)
Runoff Coefficient = 0.868
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 3) = 88.00
Rainfall intensity = 2.360(ln/Hr) for a 100.0 year storm
Subarea runoff = 8.396(CFS) for 4.100(Ac.)
Total runoff = 31.132(CFS) Total area = 14.000(Ac.)
Street flow at end of street = 31.132(CFS)
Half street flow at end of street 15.566(CFS)
Oepth of flow = 0.418(Ft.)
Average velocity = 6.941(Ft/S)
Flow width (from curb towards crown)=
End of computations, total study area =
The following figures may
be used for a unit hydrograph study of the same area.
27.443(CFS)
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TC =
14.98 min.
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14.546(Ft.)
72.31 (Ac.)
I
Area averaged pervious area fraction(Ap) 0.498
Area averaged RI index number = 75.7
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VI-K
DETERMINATION OF EXISTING FLOODPLAIN
FOR WEIR STRUCTURE @ SOUTHERN P.L.
The objective of the weir design is to approximate the 100 Year flow
conditions at the Southern PL of TT #25004, so that offsite easements or
letters of permission are not required. The natural area tributary to the
Southern PL is 39 Ac., and in the developed condition the area is 38.3 Ac.
which is within 1 Acz.
The existing 100 Year flow width and depth was determined from WSPG
analysis for cross-sections from surveyed field shots of the topography
in the area of the Southern PL. The proposed weir structure will closely
match this approximated 100 Year flow width.
The surveyed topography for this area is reflected on the rough
grading plan, and storm drain plans, where this weir structure is shown.
172
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LINE
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31.1
NODE
Q
52.5
VI-L
CONFLUENCE CALCULATIONS AT WEIR STRUCTURE
D (NODE #27)
Tc
14.98
#12
Tc
13 .46
AT WEIR STRUCTURE
Intensity
2.36
AT WEIR STRUCTURE
Intensity
2.50
Q confluence= 52.5 + 31.1 x (13.46+14.98)
= 80.4 CFS
182
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VI-MDEPTH OF FLOW FOR WEIR
Chapter 5 of King's Handbook deals with weir flow, and the formula
for Broad-crested weir flow is;
Where:
Q=CXLXH3/2
Q=Weir flow in CFS.
C=Coefficient for the given weir condition,
in this case from Table 5-3.
L=Length of weir in Ft.
H=Head or depth of flow.
Normal depth analysis showed that the existing 100 Year flow width
is 130 ':t at the Southern PL. The flow rate is the confluenced Q from
section VI.L of this report and is 80.4 CFS. The Coefficient is based on
a breadth of 2' and H between .2' and .4'.
Try H=.38', C=2.57
Q=2. 57x130x. 383/2
Q=78.3 CFS
Try H=.39', C=2.57
Q=2. 57x130x. 393/2
Q=81. 4 CFS
Depth of flow at the Southern PL is approximately .39' deep.
183
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VI-N
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VARIES
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/CAt.oTRJ\NS D89
(MOD:J:F:J:EO)
:1..5
SEE DETA~L SHEET 1. OF 6
GRADING PLAN
184
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VI-O
OVER THE SIDE DRAIN STA. 20+35.00 SERAPHINA
******** ********
*** ***
*** 1<-------------( 1.49')-------------->1 ***
***^^^^^^^^ Water Depth ( O.37')^^^^^^^^***
*** ***
*** ***
*** ***
***1<-----( 0.75')---->1***
************************
********************
Trapezoidal Channel
Trapezoidal Channel
Flowrate ..................
Veloci ty ..................
Depth of Flow.............
Critical Depth ............
Freeboard .................
Total Depth ...............
width at Water Surface ....
Top Width .................
Slope of Channel..........
Left Side Slope ...........
Right Side Slope ..........
Base Width ................
X-Sectional Area ..........
Wetted Perimeter ..........
AR^ (2/3) ..................
Mannings 'n' ..............
5.800
13.919
0.372
0.850
0.000
0.372
1. 493
1. 493
20.000
1.000
1. 000
0.750
0.417
1. 801
0.157
0.018
185
CFS
fps
feet
feet
feet
feet
feet
feet
%
: 1
: 1
feet
sq. ft.
feet
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VI-P
TAPEZOIDAL CHANNEL CAPACITY-DETAIL B-ROUGH GRADING PLAN
******** ********
*** ***
*** :<-------------( 6.12')-------------->: ***
***^^^^^^^^ Water Depth ( 1.04')^^^^^^^^***
*** ***
*** ***
*** ***
***i<-----( 3.00')---->1***
************************
********************
Trapezoidal Channel
Trapezoidal Channel
Flowrate ..................
Velocity ..................
Depth of Flow.............
critical Depth. ...........
Freeboard .................
Total Depth ...............
Width at Water Surface ....
Top width .................
Slope of Channel..........
Left Side Slope ...........
Right Side Slope ..........
Base Width ................
X-sectional Area ..........
Wetted Perimeter ..........
AR^ (2/3) ..................
Mannings 'n' ..............
52.500
11. 072
1. 040
1. 618
0.000
1. 040
6.120
6.120
2.000
1. 500
1. 500
3.000
4.742
6.749
3.747
0.015
186
CFS
fps
feet
feet
feet
feet
feet
feet
%
: 1
: 1
feet
sq. ft.
feet
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VI-O
TAPEZOIDAL CHANNEL CAPACITY-DETAIL F-ROUGH GRADING PLAN
******** ********
*** ***
*** : <-------------( 9.29')-------------->: ***
***^^^^^^^^ Water Depth ( O.76')^^^^^^^^***
*** ***
*** ***
*** ***
***i<-----( 7.00')---->:***
************************
********************
Trapezoidal Channel
Trapezoidal Channel
Flowrate ..................
Velocity................. .
Depth of Flow.............
Critical Depth .... ........
Freeboard .................
Total Depth ...............
width at Water Surface ....
Top Width .................
Slope of Channel..........
Left Side Slope ...........
Right Side Slope ..........
Base Width ................
X-sectional Area ..........
Wetted Perimeter ..........
AR^(2/3) ..................
Mannings 'n' ..............
52.500
8.460
0.762
1.108
0.000
0.762
9.286
9.286
1. 000
1.500
1.500
7.000
6.206
9.748
4.593
0.013
187
CFS
fps
feet
feet
feet
feet
feet
feet
%
: 1
: 1
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sq. ft.
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