HomeMy WebLinkAboutTract No. 17108 Hydrology StudyHYDROLOGY AND HYDRAULIC STUDY
FOR
TRACT 17108
SAN JACINTO AVENUE
EAST OF CITRUS AVENUE
THE CITY OF FONTANA
(COUNTY OF SAN BERNARDINO)
PREPARED FOR:
WALTON CONSTRUCTION. SERVICES
2001 E. FINANCIAL WAY, STE. 200
GLENDORA, CA 91741
(626) 963-8505
BY:
MARSHALL ENGINEERING GROUP, INC.
2001 E. FINANCIAL WAY STE. 104
GLENDORA, CA 91741
(626)914-5788
July 7, 2006
RECEIVED
JUL 1 0 2006
BUREAU VERITAS
SANTA ANA
HYDROLOGY REPORT.doc
3h✓
Table of Contents
Content
Page
Introduction
Hydrology Program Used and Conclusions
Hydrologic Soils Group Map
Rainfall Data/ Figure D-2
10, 100 Year 1, 24 Hour Isohyetals
Rational Hydrology Before Condition
Calculations 25 & 100 year
Rational Hydrology After Condition
Calculations 25 & 100 year
Rational Hydrology After Condition Baseline
Avenue to Miller Avenue
Calculations 25 & 100 year
11-16
18-21
24-29
32-43
Street Capacity Calculations 46-54
San Jacinto Avenue & Citrus Avenue
Hydrology Map - Before Condition Rear Pocket
Hydrology Map - After Condition Rear Pocket
Hydrology Map - After Condition Rear Pocket
Baseline to Miller Avenue
HYDROLOGY REPORT
Introduction
The area mentioned in this report is in the city of Fontana, which is located in
the county of San Bernardino. The extension of San Jacinto Avenue will be
improved. The site is located north of Elaine Dr. and south of Baseline Ave.
(See attached hydrology map.) The site (Tract 17108) is partially developed,
with five existing single-family dwellings on the west end of San Jacinto (three
on the north side of the street, 2 on the south side). Only the dwellings on the
north side of the street will be contributing to the on -site runoff for San
Jacinto Avenue. It is proposed that Tract 17108 will be developed for single-
family housing. The site is approximately 5.30 acres and naturally drains from
north to south and east to west. The improved San Jacinto Avenue will drain
east to west. The area applicable to this hydrology study is approximately 5.30
acres plus 0.08 acres of offsite land to the north of the site.
The site has been divided into 14 lots with the extension of one interior street
that ends in a cul-de-sac (San Jacinto Avenue). This interior street will drain
onto Citrus Avenue. Citrus is a secondary highway and is paved 64' in width.
The storm drain system is very sparse in this are of Fontana. The nearest
storm drain is collector is at the intersection of Citrus Avenue and Miller
Avenue. The drainage area for Citrus Avenue begins at Baseline Avenue. The
area north of Baseline will be picked up by a new storm drain system under
development by the City of Fontana. The impact to Citrus Avenue will be
considered in our study since the runoff from our site will have a small impact
on Citrus Avenue in the after developed condition then in the predeveloped
condition.
This report contains calculations for the street capacities of the interior tract
street San Jacinto Avenue and Citrus Avenue. The project will not have a
detention basin for the entire site, but the approved WQMP required that each
lot have small water quality basins built into the landscaping of each yard to
mitigate water quality requirements and storm runoff requirements. The
water quality basins will not be considered in the calculations for the
reduction of runoff.
HYDROLOGY REPORT
Hydrology
San Bernardino County Flood Control Manual (Aug 1986). Civildesign
Software (Rational Method, Unit Hydrograph Method, and Flood Routing
Programs) and Haestad Flowmaster. The above design references and
computer software were used to perform calculations for this project. The
Civildesign software is the approved software for use in San Bernardino
County by the County of San Bernardino.
Conclusions
Before development, the total on -site and off -site runoff for a 100-year storm is
12.23 cfs. The total on -site runoff after development for a 100-year storm is
16.94 cfs using the rational method. The difference between the before
condition and the after condition is 4.71 cfs. In order to comply with the
WQMP requirements as approved with the Tentative Map, individual water
quality mitigation basins will be constructed on each lot. Based on
calculations from the approved WQMP by the City of Fontana, the basins will
be approximately 250 cubic feet in capacity and will be constructed on either
sides of the driveway in the front yards. These basins will be 6" - 9" maximum
in depth and if they overflow will flow over the curb into the street. Each
Home Owner will be responsible for the inspection and maintenance of the
water quality mitigation basins within their respective front yards.
Citrus Avenue has enough capacity to carry the 25-year storm just above the
curbs and the 100-year storm within the right of way. Even though the
increase from the tract is 4.71 cfs at the peak the time of concentration for the
entire area is almost 6 minutes longer which will actually allow the peak to
reduce in the after condition to almost equal that same volume as the before
condition. The actual burden to Citrus Avenue will be small.
HYDROLOGY REPORT.doc
iP;BOUNOARY
IROUPtQESIONATION
OF.INDICATED SOURCE
t1/1
SCALE REDUCED BY 1/2
7
SCALE 148,000
HYDROLOGIC SOILS GROUP MAP
FOR
Cl11 �Tuuir�r c n � r-rLI A, r- (-T-
A A nr w
RAINFALL DATA
STORM YEAR
TIME
INTENSITY
****2
1 HR
2 6 HR
2 24HR
10 1 HR
****25 1 HR
****25 6 HR
****25 24 HR
100 1 HR
100 6 HR
100 24 HR
0.80
1.74
3.30
1.02
1.35
3.00
6.90
1.53
3.75
9.00
* * * * ESTIMATES BASED ON FIGURE D-2 OF THE SAN
BERNARDINO COUNTY HYDROLOGY MANUAL
SOIL TYPE - 'A' - C-24 FIG. C-11
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HYDROLOGY
RATIONAL HYDROLOGY
BEFORE CONDITION CALCULATIONS
HYDROLOGY REPORT 17
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1
Rational Hydrology Study Date: 06/01/06
TRACT 17108 - FONTANA CA
HYDROLOGY BEFORE CONDITION
Q100
Program License Serial Number 4078
*********
Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.530 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
1.000 to Point/Station 2.000
Process from Point/Station'
**** INITIAL AREA EVALUATION ****
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm) 0.578(In/Hr)
Initial subarea data:
Initial area flow distance = 729.000(Ft.)
Top (of initial area) elevation = 1380.000(Ft.)
Bottom (of initial area) elevation = 1370.000(Ft.)
Difference in elevation = 10.000(Ft.)
Slope = 0.01372 s(%)= 1.37
TC = k(0.525)*[(lengthA3)/(elevation change)]"0.2
Initial area time of concentration = 17.290 min.
Rainfall intensity = 3.228(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.739
Subarea runoff = 8.274(CFS)
Total initial stream area = 3.470(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.578(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.000(CFS)
Depth of flow = 0.480(Ft.), Average velocity = 2.231(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 10.00 18.00
3
Manning's 'N
20.00
' friction factor =
0.50
0.025
Sub -Channel
flow = 10.291(CFS)
flow top width = 19.210(Ft.)
velocity= 2.231(Ft/s)
area = 4.613(Sq.Ft)
Froude number = 0.802
Upstream point elevation = 1370.000(Ft.)
Downstream point elevation = 1368.500(Ft.)
Flow length = 158.650(Ft.)
Travel time = 1.19 min.
Time of concentration = 18.48 min.
Depth of flow = •0.480(Ft.)
Average velocity = 2.231(Ft/s)
Total irregular channel flow = 10.290(CFS)
Irregular channel normal depth above invert elev. = 0.480(Ft.)
Average velocity of channel(s) = 2.231(Ft/s)
Adding area flow to channel
RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr)
Rainfall intensity = 3.102(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.731
Subarea runoff = 3.953(CFS) for 1.920(Ac.)
Total runoff = 12.227(CFS)
Effective area this stream = 5.39(Ac.)
Total Study Area (Main Stream No. 1) = 5 39(Ac.)
Area averaged Fm value = 0.581(In/Hr)
Depth of flow = 0.510(Ft.), Average velocity = 2.352(Ft/s)
!!Warning: Water is above left or right bank elevations
End of computations, Total Study Area = 5.39 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.858
Area averaged SCS curve number = 54.5
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1
Rational Hydrology Study Date: 06/01/06
TRACT 17108 - FONTANA CA
HYDROLOGY BEFORE CONDITION
Q25
Program License Serial Number 4078
*********
Hydrology Study Control Information **********
Rational hydrology study storm event year is 25.0
Computed rainfall intensity:
Storm year = 25.00 1 hour rainfall = 1.350 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr)
Initial subarea data:
Initial area flow distance = 729.000(Ft.)
Top (of initial area) elevation = 1380.000(Ft.)
Bottom (of initial area) elevation = 1370.000(Ft.)
Difference in elevation = 10.000(Ft.)
Slope = 0.01372 s(%)= 1.37
TC = k(0.525)*[(length"3)/(elevation change)]"0.2
Initial area time of concentration = 17.290 min.
Rainfall intensity = 2.848(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.717
Subarea runoff = • 7.088(CFS)
Total initial stream area = 3.470(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.578(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.000(CFS)
Depth of flow = 0.453(Ft.), Average velocity = 2.145(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 10.00 20.00
3
Manning's 'N
20.00 •
' friction factor =
0.50
0.025
Sub -Channel
flow = 8.799(CFS)
flow top width = 18.114(Ft.)
velocity= 2.145(Ft/s)
area = 4.102(Sq.Ft)
Froude number = 0.795
Upstream point elevation = 1370.000(Ft.)
Downstream point elevation = 1368.500(Ft.)
Flow length = 158.650(Ft.)
Travel time = 1.23 min.
Time of concentration = 18.52 min.
Depth of flow = 0.453(Ft.)
Average velocity = 2.145(Ft/s)
Total irregular channel flow = 8.799(CFS)
Irregular channel normal depth above invert elev.
Average velocity of channels) = 2.145(Ft/s)
Adding area flow to channel
RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000,•
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for'soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.6000' Max loss rate(Fm)= 0.587(In/Hr)
Rainfall intensity = 2.733(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.709
Subarea runoff = 3.348(CFS) for 1.920(Ac.)
Total runoff = 10.437(CFS)
Effective area this stream = 5.39(Ac.)
Total Study Area (Main Stream No. 1) = 5.39(Ac.)
Area averaged FM value = 0.581(In/Hr)
Depth of flow = 0.483(Ft.), Average velocity = 2.239(Ft/s)
End of computations, Total Study Area = 5.39 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.'
Note: These figures do not consider reduced effective area,
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.858
Area averaged SCS curve number = 54.5
0.453(Ft.)
IMO NMI Mill =I = =I NMI =I I M NMI =
RATIONAL HYDROLOGY
AFTER CONDITION CALCULATIONS
HYDROLOGY REPORT 23
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1
Rational Hydrology Study Date: 06/01/06
Q100
TRACT 17108
AFTER CONDITION
SAN JACINTO AVENUE
Program License Serial Number 4078
*********
Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.530 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group.B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm) 0.587(In/Hr)
Initial subarea data:
Initial area flow distance = 143.120(Ft.)
Top (of initial area) elevation = 1375.800(Ft.)
Bottom (of initial area) elevation = 1373.870(Ft.)
Difference in elevation = 1.930(Ft.)
Slope = 0.01349 s(%)= 1.35
TC = k(0.412)*[(length"3)/(elevation change)]A0.2
Initial area time of concentration = 7.099 min.
Rainfall intensity = 5.506(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.804
Subarea runoff = 0.664(CFS)
Total initial stream area = 0.150(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.587(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1373.870(Ft.)
End of street segment elevation = 1371.130(Ft.)
Length of street segment = 274.100(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz)24 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning'.s N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 6.131(CFS)
Depth of flow = 0.356(Ft.), Average velocity = 2.345(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.975(Ft.)
Flow velocity = 2.35(Ft/s)
Travel time = 1.95 min. TC = 9.05 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr)
Rainfall intensity = 4.761(In/Hr) for a - 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.789
Subarea runoff = 10.794(CFS) for 2.900(Ac.)
Total runoff = 11.458(CFS)
Effective area this stream = 3.05(Ac.)
Total Study Area (Main Stream No. 1) = 3.05(Ac.)
Area averaged Fm value = 0.587(In/Hr)
Street flow at end of street = 11.458(CFS)
Half street flow at end of street = 5.729(CFS)
Depth of flow = 0.420(Ft.), Average velocity = 2.725(Ft/s)
Flow width (from curb towards crown)= 14.143(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1371.130(Ft.)
End of street segment elevation = 1366.500(Ft.)
Length of street segment = 463.460(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter .to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 14.257(CFS)
Depth of flow = 0.445(Ft.), Average velocity = 2.873(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.424(Ft.)
Flow velocity = 2.87(Ft/s)
Travel time = 2.69 min. TC = 11.74 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000 25
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr)
Rainfall intensity = 4.073(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.770
Subarea runoff = 5.484(CFS) for 2.350(Ac.)
Total runoff = 16.942(CFS)
Effective area this stream = 5.40(Ac.)
Total Study Area (Main Stream No. 1) = 5.40(Ac.)
Area averaged Fm value = 0.587(In/Hr)
Street flow at end of street = 16.942(CFS)
Half street flow at end of street = 8.471(CFS)
Depth of flow = 0.467(Ft.), Average velocity = 2.996(Ft/s)
Flow width (from curb towards crown)= 16.507(Ft.)
End of computations, Total Study Area = 5.40 (Ac.)
The following figures may
be used fora unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.600
Area averaged SCS curve number = 32.0
26
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1
Rational Hydrology Study Date: 06/01/06
Q25
TRACT 17108
AFTER CONDITION
SAN JACINTO AVENUE
Program License Serial. Number 4078
*********
Hydrology Study Control Information **********
Rational hydrology study storm event year is 25.0
Computed rainfall intensity:
Storm year = 25.00 1 hour rainfall = 1.350 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm) 0.587(In/Hr)
Initial subarea data:
Initial area flow distance = 143.120(Ft.)
Top (of initial area) elevation = 1375.800(Ft.)
Bottom (of initial area) elevation = 1373.870(Ft.)
Difference in elevation = 1.930(Ft.)
Slope = 0.01349 s(%)= 1.35
TC = k(0.412)*[(length"3)/(elevation change)]A0.2
Initial area time of concentration = 7.099 min.
Rainfall intensity = 4.858(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.791
Subarea runoff = 0.577(CFS)
Total initial stream area = 0.150(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.587(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1373.870(Ft.)
End of street segment elevation = 1371.130(Ft.)
Length of street segment = 274.100(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft )
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz)27= 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line =. 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.286(CFS)
Depth of flow = 0.343(Ft.), Average velocity = 2.265(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.317(Ft.)
Flow velocity = 2.27(Ft/s)
Travel time = 2.02 min. TC = 9.12 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number forsoil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr)
Rainfall intensity = 4.182(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.774
Subarea runoff = 9.291(CFS) for 2.900(Ac.)
Total runoff = 9.868(CFS)
Effective area this stream = 3.05(Ac.)
Total Study Area (Main Stream No. 1) = 3.05(Ac.)
Area averaged Fm value = 0.587(In/Hr)
Street flow at end of street = 9.868(CFS)
Half street flow at end of street = 4.934(CFS)
Depth of flow = 0.403(Ft.), Average velocity = 2.628(Ft/s)
Flow width (from curb towards crown) 13.323(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1371.130(Ft.)
End of street segment elevation = 1366.500(Ft.)
Length of street segment = 463.460(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown). = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 12.216(CFS)
Depth of flow = 0.427(Ft.), Average velocity = 2.767(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.510(Ft.)
Flow velocity = 2.77(Ft/s)
Travel time = 2.79 min. TC = 11.91 min.
Adding area flow to street
RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000.
Decimal fraction soil group C = 0.000 28
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr)
Rainfall intensity = 3.562(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.752
Subarea runoff = 4.593(CFS) for 2.350(Ac.)
Total runoff = 14.461(CFS)
Effective area this stream = 5.40(Ac.)
Total Study Area (Main Stream No. 1) = 5.40(Ac.)
Area averaged Fm value = 0.587(In/Hr)
Street flow at end of street = 14.461(CFS)
Half street flow at end of street = 7.231(CFS)
Depth of flow = 0.447(Ft.), Average velocity = 2.883(Ft/s)
Flow width (from curb towards crown)= 15.511(Ft.)
End of computations, Total Study Area = 5.40 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.600
Area averaged SCS curve number 32.0
RATIONAL HYDROLOGY
AFTER CONDITION. CALCULATIONS
BASELINE AVENUE TO MILLER AVENUE
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1
Rational Hydrology Study Date: 06/01/06
TRACT 17108 IN FONTANA
AFTER CONDITION
CITRUS AVENUE FROM BASELINE TO MILLER
Q100
Program License Serial Number 4078
*********
Hydrology Study, Control Information **********
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.530 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
RESIDENTIAL(2 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.7000 Max loss rate(Fm)= 0.684(In/Hr)
Initial subarea data:
Initial area flow distance = 208.000(Ft.)
Top (of initial area) elevation = 1403.000(Ft.)
Bottom (of initial area) elevation = 1400.000(Ft.)
Difference in elevation = 3.000(Ft.)
Slope = 0.01442 s(%)= 1.44
TC = k(0.438)*[(lengthA3)/(elevation change)]A0.2
Initial area time of concentration = 8.647 min.
Rainfall intensity = 4.892(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.774
Subarea runoff = 1.931(CFS)
Total initial stream area = 0.510(Ac.)
Pervious area fraction = 0.700
Initial area Fm value = 0.684(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1400.000(Ft.)
End of street segment elevation = 1386.000(Ft.)
Length of street segment = 1371.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from Crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz)32= 0.020
Street flow,ison [2] side(s) of the: street
Distance; from,curb'to,propertyline
Slope from curb to property 'line: (v/hz) ` = 0.020'.
Gutterwidth =
Gutter hike from`flowline =2.000(In.)
Manning.'s N:in 'gutter
= 0.0150
Manning's N'fromgutter to grade break = 0.0150•
Manning's,N from grade 'break to`Crown = 0 0150
Estimated mean flow rate at midpoint of street = 16.284(CFS)
Depth of flow 0.448(Ft.) Average velocity 3.000(Ft/s)
Streetflow hydraulics at midpoint ofstreet travel:
Halfstreet flow width=,:16.085(Ft.)
Flow velocity = 3.00(Ft/s)
Travel time = 7.62 min; TC = 16.26 min.
Adding area flow to street •
RESIDENTIAL(2 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B.= 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.7000 Max loss rate(Fm)= 0.684(In/Hr)
Rainfall intensity = 3.348(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0:716
Subarea runoff = 28.590(CFS) for 12.220(Ac.)
Total runoff = 30.521(CFS)
Effective area this stream = 12.73(Ac.)
Total Study Area (Main Stream No. 1) = 12.73(Ac.)
Area averaged Fm value = 0.684(In/Hr)
Street flow at end of street = 30.521(CFS)
Half street flow at end of street = 15.261(CFS)
Depth of flow = 0.536(Ft.), Average velocity = 3.551(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 1.82(Ft.)
Flow width (from curb towards crown) 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =. 1386.000(Ft.)
Downstream point/station elevation = 1382.000(Ft.)
Pipe length = 190.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 30.521(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 30.521(CFS)
Normal flow depth in pipe = 18.30(In.)
Flow top width inside pipe = 20.42(In.)
Critical Depth = 22.44(In.)
Pipe flow velocity = 11.87(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 16.53 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 4.000
**** SUBAREA FLOW ADDITION ****
RESIDENTIAL(2 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32330
Pervious ratio(Ap) = 0.7000 Max loss rate(Fm)= 0.684(In/Hr)
Time of concentration = 16.53 min.
Rainfall intensity = 3.316(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.714
Subarea runoff = 8.414(CFS) for 3.710(Ac.)
Total runoff = 38.935(CFS)
Effective area this stream = 16.44(Ac.)
Total Study Area (Main Stream No. 1) = 16.44(Ac.)
Area averaged Fm value = 0.684(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 4.000
**** SUBAREA FLOW ADDITION ****
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr)
Time of concentration = 16.53 min.
Rainfall intensity = 3.316(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total.area with modified
rational method)(Q=KCIA) is C = 0.722
Subarea runoff = 14.192(CFS) for 5.760(Ac.)
Total runoff = 53.127(CFS)
Effective area this stream = 22.20(Ac.)
Total Study Area (Main Stream No. 1) = 22.20(Ac.)
Area averaged Fm value = 0.657(In/Hr)
++++++++++++++++++++++++++++.++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION****
Top of street segment elevation = 1382.000(Ft.)
End of street segment elevation = 1376.000(Ft.)
Length of street segment = 334.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street. (curb to crown) = 44.000(Ft.)
Distance from crown to crossfall grade break = 30.000(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 = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from. grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 64.476(CFS)
Depth of flow = 0.619(Ft.), Average velocity = 5.202(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width, 24.638(Ft.)
Flow'velocity = 5.20(Ft/s)`
Travel time = 1.07 min.
Adding area "'flow to street
RESIDENTIAL(2 dwl/acre)
Decimal fraction soil. group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0:000
SCS curve number for soil(AMC'2) = 32340
Pervious ratio(Ap) = 0.7000 Max loss rate(Fm)= 0.684(In/Hr)
Rainfall intensity = 3.193(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational,i,method)(Q=KCIA) is C = 0.712
Subarea runoff = 22.573(CFS) for 11.080(Ac.)
Total runoff = 75.699(CFS)
Effective area this stream = 33.28(Ac.)
Total Study Area (Main Stream No. 1) = 33.28(Ac.)
Area averaged Fm value = 0.666(In/Hr)
Street flow at end of street = 75.699(CFS)
Half street flow ;at end .of, street =
37.850(CFS)
Depth of flow = 0.651(Ft.), Average velocity = 5.413(Ft/
Flow width (from curb towards crown)= 26.203(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 6.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1376.000(Ft.)
End of street segment elevation = 1370.000(Ft.)
Length of street segment = 336.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 44.000(Ft.)
Distance from crown to crossfall grade break = 30.000(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 = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.).
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 81.050(CFS)
Depth of flow = 0.665(Ft.), Average velocity = 5.493(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 26.928(Ft.)
Flow velocity = 5.49(Ft/s)
Travel time = 1.02 min. TC = 18.62 min.
Adding area flow to street
RESIDENTIAL(2 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.7000 Max loss rate(Fm)= 0.684(In/Hr)
Rainfall intensity = 3.087(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.705
Subarea runoff = 10.577(CFS) for 6.360(Ac.)
Total runoff = 86.276(CFS)
Effective area this stream = 39.64(Ac.)
Total Study Area (Main Stream No. 1) = 39.64(Ac.)
Area averaged Fm value = 0.669(In/Hr)
Street flow at end of street = 86.276(CFS)
Half street flow at end of street = 43.138(CFS)
Depth of flow = 0.682(Ft.), Average velocity = 5.509(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 0.75(Ft.)
Flow width (from curb towards crown)= 27.746(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.0035to Point/Station 7.000
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
0`.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.706(Ft.), Average velocity =
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 28.972(Ft.)
Flow velocity = 5.55(Ft/s)
Travel time = 2.01 min.
Adding area flow to street
RESIDENTIAL(2 dwl/acre)
Decimal fraction soil group
Decimal fraction soil group B=.0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil. group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap)•= 0.7000 Max loss rate(Fm)= 0.684(In/Hr)
Rainfall intensity = 2.903(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.691
Subarea runoff = 17.241(CFS) for 11.930(Ac.)
Total runoff = 103.517(CFS)
Effective area this stream = 51.57(Ac.)
Total Study Area (Main Stream No. 1) = 51.57(Ac.)
Area averaged Fm value = 0.673(In/Hr)
Street flow at end of street = 103.517(CFS)
Half street flow at end of street = 51.758(CFS)
Top of street segment elevation = 1370.000(Ft.)
End of street segment elevation = 1358.000(Ft.)
Length of street segment = 670.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 30.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
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 = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break =
TC =
A = 1.000
20.63
min.
94.966(CFS)
5.548(Ft/s)
1.97(Ft.)
Depth of flow = 0.728(Ft.), Average velocity = 5.591(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 3.06(Ft.).
Flow width (from curb towards crown)= 30.061(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
7.000 to Point/Station 8.000
Process from Point/Station
**** SUBAREA FLOW ADDITION ****
UNDEVELOPED (poorcover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)=
Time of concentration = 20.63 min.
Rainfall intensity = 2.903(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.694
Subarea runoff = 10.001(CFS) for
Total runoff = 113.518(CFS)
Effective., area this stream = 56.35(Ac.)
Total Study Area (Main Stream No. 1) = 56.35(Ac.)
Area averaged Fm value = 0.'665(In/Hr) .
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++:
Process from Point/Station 7.000 to Point/Station 8.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1358.000(Ft.)
End of street segment elevation = 1346.000(Ft.)
Length of street segment = 558.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 30.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
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 = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 113.881(CFS)
Depth of, flow = 0.729(Ft.), Average velocity = 6.129(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 3.11(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 30.111(Ft.)
Flow velocity = 6.13(Ft/s)
Travel time = 1.52 min. TC = 22.15 min.
Adding area flow to street
RESIDENTIAL(2 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.7000 Max loss rate(Fm)= 0.684(In/Hr)
Rainfall intensity'= 2.782(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.685
Subarea runoff = 0.622(CFS) for .3.580(Ac.)
Total runoff = 114.139(CFS)
Effective area this stream = 59.93(Ac.)
Total Study Area (Main Stream No. 1) = 59.93(Ac.)
Area averaged Fm value = 0.666(In/Hr)
Street flow at end of street = 114.139(CFS)
Half street flow at end of street = 57.070(CFS)
Depth of, flow = 0.729(Ft.), Average velocity = 6.131(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 3.14(Ft.)
Flow width (from curb towards crown)= 30.139(Ft.)
End of computations, Total Study Area = 59.93 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.753
Area averaged SCS curve number = 38.2
37
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c)1989-2005 Version 7.1
Rational Hydrology Study Date: 06/01/06
TRACT 17108 IN FONTANA
AFTER CONDITION
CITRUS AVENUE FROM BASELINE TO MILLER
Q25
Program License Serial Number 4078
*********
Hydrology Study Control Information**********
Rational hydrology study storm event year is 25.0
Computed rainfall intensity:
Storm year = 25.00 1 hour rainfall = 1.350 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station
**** INITIAL AREA EVALUATION ****
2.000
RESIDENTIAL(2 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.7000 Max loss rate(Fm) 0.684(In/Hr)
Initial subarea data:.
Initial area flow distance = 208.000(Ft.)
Top (of initial area) elevation = 1403.000(Ft.)
Bottom (of initial area) elevation = 1400.000(Ft.)
Difference in elevation = 3.000(Ft.)
Slope = 0.01442 s(%)= 1.44
TC = k(0.438)*[(length"3)/(elevation change)]A0.2
Initial area time of concentration = 8.647 min.
Rainfall intensity = 4.316(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.757
Subarea runoff = 1.667(CFS)
Total initial stream area = 0.510(Ac.)
Pervious area fraction = 0.700
Initial area Fm value = 0.684(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station • 2.000 to Point/Station• 3.000
*.*** STREET FLOW TRAVEL TIME +-SUBAREA FLOW:ADDITION ****
Top of street segment elevation = 1400.000(Ft.)
End of street segment elevation = 1386.000(Ft.)
Length of street segment = 1371.000(Ft.)
Heightof curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown '(v/hz)38= 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) _'
Gutter width 2 000(Ft.)
Gutter hike:from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter ta,grade.break = 00150''
Manning's N from grade break`to crown = 0.'0150
Estimated mean flow rate at midpoint of street = 13.7.38(CFS)
Depth of flow = .0.427,(Ft.), Average velocity = 2.879(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.030(Ft.).
Flow velocity = 2.88(Ft/s).
Travel time = 7.94 min. TC 16.58 min.
Adding area. flow to street
RESIDENTIAL(2 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000.
Decimal fraction soil group:C = 0.000.
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.7000 Max loss rate(Fm)= 0.684(In/Hr)
Rainfall intensity '= 2.920(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.689
Subarea runoff = 23.948(CFS) for 12.220(Ac.)
Total runoff = 25.615(CFS)
Effective area this stream = 12.73(Ac.)
Total Study Area (Main Stream No. 1) = 12.73(Ac.)
Area averaged Fm value = 0.684(In/Hr)
Street flow at end of street = 25.615(CFS)
Half street flow at end of street = 12.808(CFS)
Depth of flow = 0.508(Ft.), Average velocity = 3.407(Ft/s)
Warning: depth Of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 0.42(Ft.)
Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1386.000(Ft.)
Downstream point/station elevation = 1382.000(Ft.)
Pipe length = 190.00(Ft.) Manning's N = 0.013
No. of pipes = 1 .Required pipe flow = 25.615(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 25.615(CFS)
Normal flow depth in pipe = 15.94(In.)
Flow top width inside pipe = 22.67(In.)
Critical Depth = 21.32(In.)
Pipe flow velocity = 11.55(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 16.86 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 4.000
**** SUBAREA FLOW ADDITION ****
RESIDENTIAL(2 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32390
Pervious ratio(Ap) = 0.7000 Max loss rate(Fm)= 0.684(In/Hr)
Time of concentration = 16.86.min.
Rainfall intensity = 2.892(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.687
Subarea runoff = 7.042(CFS) for 3.710(Ac.)
Total runoff.= 32.658(CFS)
Effective area this stream = 16.44(Ac.)
Total Study Area (Main Stream No. 1) = 16.44(Ac.)
Area averaged Fm value = 0.684(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 4.000
**** SUBAREA FLOW ADDITION****
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr)
Time of concentration = 16.86 min.
Rainfall intensity = 2.892(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total.area with modified
rational method)(Q=KCIA) is C = 0.696
Subarea runoff = 11.992(CFS) for 5.760(Ac.)
Total runoff = 44.650(CFS)
Effective area this stream = 22.20(Ac.)
Total Study Area (Main Stream No. 1) = 22.20(Ac.)
Area averaged Fm value = 0.657(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station • 4.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
5.000
Top of street segment elevation = 1382.000(Ft.)
End of street segment elevation = 1376.000(Ft.)
Length of street segment = 334.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 44.000(Ft.)
Distance from crown to crossfall grade break = 30.000(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 = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N .from.grade break to crown = 0.0150
Estimated mean flow rate• at midpoint .of street = 54.076(CFS)
_Depth of'flow = 0.587(Ft.), Average velocity = 4.981(Ft/s)
Streetflow hydraulics at midpoint of..street-travel:
Halfstreet flow width = 23.025(Ft.)
Flow velocity = 4.98(Ft/s)
Travel time = 1.12.mn.
Adding area .flow to street
RESIDENTIAL(2 dwl/acre)
Decimal '°fraction soil group A` = 1.000
Decimal fraction.soil group'B='.0.000
Decimal.'fract'ion soil group'C O.000
Decimal fraction soil roup D'= 0,000
SCS curve number for soil(AMC 2) 32400
1
1
Pervious ratio(Ap) = 0.7000 Max loss rate(Fm)= 0.684(In/Hr)
Rainfall intensity = 2.782(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational 'method) (Q=KCIA)- .is ' C = 0.685
Subarea runoff = 18.738(CFS) for 11.080(Ac.)
Total runoff = 63.388(CFS)
Effective area this stream= 33.28(Ac.)
Total Study Area (Main Stream No. 1) = 33.28(Ac.
Area averaged Fm value = 0.666(In/Hr)
Street flow at end of street = 63.388(CFS)
Half street flow at end of street = 31.694(CFS)
Depth of flow = 0.616(Ft.), Average velocity = 5.180(Ft/s)
Flow width (from curb towards crown)= 24.477(Ft.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 6.•000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1376.000(Ft.)
End of street segment elevation = 1370.000(Ft.)
Length of street segment = 336.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 44.000(Ft.)
Distance from crown to crossfall grade break = 30.000(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 = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 67.762(CFS)
Depth of flow = 0.629(Ft.), Average velocity = 5.255(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Half street flow width = 25.142(Ft.)
Flow velocity = 5.25(Ft/s)
Travel time = 1.07 min. TC = 19.04 min.
Adding area flow to street
RESIDENTIAL(2 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.7000 Max loss rate(Fm)= 0.684(In/Hr)
Rainfall intensity =. 2.688(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.676
Subarea runoff .= 8.637(CFS) for 6.360(Ac.)
Total runoff = 72.025(CFS)
Effective area this stream = 39.64(Ac.)
Total Study Area (Main Stream No. 1) = 39.64(Ac.)
Area averaged Fm value = 0.669(In/Hr)
Street flow at end of street = 72.025(CFS)
Half street flow at end of street = 36.012(CFS)
Depth of flow = 0.641(Ft.), Average velocity = 5.335(Ft/s)
Flow width (from curb towards crown)= 25.737(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 7.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
41
Top of street segment elevation = 1370.000(Ft.)
End of street segment elevation = 1358.000(Ft.)
Length of street segment = 670.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 30.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
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 = 12.000(Ft )
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 79.142(CFS)
Depth of flow = 0.660(Ft.), Average velocity= 5.467(Ft/s)
Streetflow hydraulics at midpoint of street travel:.
Halfstreet flow width = 26.668(Ft.)
Flow velocity = 5.47(Ft/s)
Travel time = 2.04 min. TC = 21.08 min.
Adding area flow to street
RESIDENTIAL(2 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.7000 Max loss rate(Fm) 0.684(In/Hr)
Rainfall intensity = 2.528(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.661
Subarea runoff = 14.111(CFS) for 11.930(Ac.)
Total runoff = 86.136(CFS)
Effective area this stream = 51.57(Ac.)
Total Study Area (Main Stream No. 1) = 51.57(Ac.)
Area averaged Fm value =, 0.673(In/Hr)
Street flow at end of street = 86.136(CFS)
Half street flow at end of street = 43.068(CFS)
Depth of flow = 0.681(Ft.), Average velocity = 5.516(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 0.70(Ft.)
Flow width (from curb towards crown)= 27.705(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.000 to Point/Station 8.000
**** SUBAREA FLOW ADDITION ****
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 67.00.
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)
Time of concentration = 21.08 min.
Rainfall intensity = 2.528(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for"area,(total area with modified
rational method)(Q=KCIA) is C = 0.663
Subarea runoff = 8.390(CFS) for 4.780(Ac.)
Total runoff = 94.526(CFS)
Effective area this stream = 56.35(Ac.)
Total Study Area (Main Stream No. 1) 56.35(Ac)
Area averaged Fm value = 0.665(In/Hr)
1
1
1
1
1
1
1
1
1
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from"Point/Station 7..000to Point/Station' ,8.000
**** STREET, FLOW TRAVEL TIME + SUBAREA FLOW ADDITION.****.
Top of street segment elevation = 135.8'.000(Ft.)
End of street segment elevation=,.1346.000(Ft.)
Length of street segment = 558.000(Ft :)
Height of curb above -gutter. flowline = :8.0(In.)
Width of half street (curb to crown) 32.000(Ft.)
Distance from crown to crossfall grade break 30:000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
.Street flow is on [2] side(sr of the street
Distance from curb to property. line = 12.000(Ft.) -
Slope from curb to property line (v/hz) = 0.7020
.Gutter width,= 2.000(Ft.')
Gutter hike from flowline=
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 =H 0.0150
,Estimated mean flow.: rate at midpoint'•of,street
Depthof..flow .0.682(Ft':),.Average velocity =
Warning:- depth of flow exceeds ,t'op'of
Distance ,that_'.curb 'overfl'ow';reaches'_into property. _:
Streetflow hydraulics at midpoint of;.street travel: :,
Half street, :flow ,width •_ 27..758'(Ft: )�
Flow velocity '= 6'.05' .(Ft/s),'
Travel time =. 1.54 'min: TC = 22,.62
Adding.'. area „flow, tostreet'
RESIDENTIAL(2� dwl/acre).,
Decimal fraction soil group A = 1.000
Decimal fraction:soil group B = 0.000
Decimal fraction soil group.0 = 0.000
Decimal fraction soil'group D = 0.000
SCS.curve number.for soil (AMC 2) = 32.00.
Pervious,.ratio,(Ap) ,= 0.'7000.. VAX, .loss ;rate`(Fm)= 0..684 (In�,Hr)
Rainfall"' intensity = ' 2.424 (In/Hr)'for a " 25'.0year stor[ri'•
Effective runoff coefficient used for'.area,:,(total area,with modified
rational method) (Q=KCIA) is. C 0.653
Subarea 'runoff = 0.299(CFS); .for 3,580.(Ac
Total runoff
Effective', area-thisstream59 93(Ac.
Total Study Area (Main Stream No:'',-1); _
Area averaged' Fm :value' _" 0.666„'-
Street. flow.' at': end of;;,s,treet
Half:h°st'ree,t, flo
u'•, r' l t Fo r 3,i �, ?� • ib
De' t:''of.'"flow`'- w
Warning: deptYi'". fl'ow''exceeds 'to ' of.:curb•,
.;.,
istanoe that;�.'cirboverflow„.reachea ';2ntoproper
l'ow', widti"d.(°f,rom curb" 'towardsNcrown
nd'':of'r,`computat'i'on's, Total' °'Stud ""Area"
he followin`. f.ig ures" ma '' "
used "•; f.o�r.aun �t;:x,hydro,graph;;:study;,;>�ofy";thesame' are
1'. a.. in;.
ot.e': These,fi0'ure'sdoi"-""notconsider,; reducedef`feetivear
ffects.caused:•!by.;:c.onf,luences'' in".%the:r:rational'��:�•egization. r..
rea P, avexage,tt;°;;.P
rea averaged(;;S
INN NMI INN
MN Mil MI IIINN
Irregular Section
Manning Formula
Normal Depth
0.01800
114.14
ImprovedLotters
ImprovedLotters
Hortons
0.016
0.76
0.00 to 0.91 ft
20.86
73.99
72.63
0.76
0.91
0.00507
5.47
0.47
1.23
1.80
Supercritical
ft/ft
ft3/s
ft
ft2
ft
ft
ft
ft
ft/ft
ft/s
ft
ft
Worksheet for Typical Street Section - Citrus Avenue
Project,QeSCripti
Flow Element:
Friction Method:
Solve For:
Input0attaa ` w'
Channel Slope:
Discharge:
Current Roughness Weighted Meth(
Open Channel Weighted Roughnes:
Closed Channel Weighted Roughne
Results
Roughness Coefficient:
Water Surface Elevation:
Elevation Range:
Flow Area:
Wetted Perimeter:
Top Width:
Normal Depth:
Critical Depth:
Critical Slope:
Velocity:
Velocity Head:
Specific Energy:
Froude Number:
Flow Type:
(0+00, 0.91) , (0+12, 0.67) : 0.020
(0+12' 0.67) (0+44 0 77) 0.0
(0+44,0 77) ^ (0+76, 0.67) 0.015
(0+760 67) (0+88 0 91) 0.0
$Octlon Geotn
Worksheet for, Typical Street Section - Citrus Avenue
o+od
:0+12
0+44
„0414
•
0j1-76.1,;
• --; 19I7tac
10.00
' ••
47
CITRUS AVE. 100 YEAR STORM
Cross Section for Typical Street Section - Citrus Avenue
Proje t Desc h
Flow Element:
Friction Method:
Solve For:
Sebtion Da',
Roughness Coefficient:
Channel Slope:
Normal Depth:
Elevation Range:
Discharge:
Irregular Section
Manning Formula
Normal Depth
0.016
0.01800
0.76
0.00 to 0.91 ft
114.14
64' CURB TO CURB
ft'/s
RlA
T
0.76 ft
Worksheet for Typical Street Section - Citrus Avenue
Project-Descnption'
Flow Element:
Friction Method:
Solve For:
' ,;Input Data —
Channel Slope:
Discharge:
Options
Current Roughness Weighted Methc ImprovedLotters
Open Channel Weighted Roughnes: ImprovedLotters
Closed Channel Weighted Roughne Hortons
Irregular Section
Manning Formula
Normal Depth
0.01800
94.83
Results
Roughness Coefficient:
Water Surface Elevation:
Elevation Range:
Flow Area:
Wetted Perimeter:
Top Width:
Normal Depth:
Critical Depth:
Critical Slope:
Velocity:
Velocity Head:
Specific Energy:
Froude Number:
Flow Type:
(0+00, 0.91) (0+12, 0.67)
(0+12, 0.67) (0+44 0,77)
(0+44, 0.77) (0+76, 0.67)
(0+76, 0.67) (0+88, 0.91
0.020
0.01
0.015
0.015
0.71
0.00 to 0.91 ft
17.35
63.62
62.26
0.71
0.86
0.00501
5.47
0.46
1.18
1.83
Supercritical
ft/ft
ft3/s
ft
ft2
ft
ft
ft
ft
ft/ft
ft/s
ft
ft
49
Worksheet for Typical Street Section - Citrus Avenue
0+12 ,.
0+12
0+14;"
0+44
0+74 =~ 016
0+76 0.00
0.67
0.00
0.77
0+76 0.67
0+88 0.91
50
CITRUS 25 YEAR STORM
Cross Section for Typical Street Section - Citrus Avenue
Project Description;';
Flow Element:
Friction Method:
Solve For:
Section I'Data
Roughness Coefficient: 0.015
Channel Slope: 0.01800
Normal Depth: 0.71
Elevation Range: 0.00 to 0.91 ft
Discharge: 94.83
Irregular Section
Manning Formula
Normal Depth
64' CURB TO CURB
6426 ft
ft/ft
ft
ft'/s
T
0.71 ft
via
H;1.
51
Worksheet for Typical Street Section - San Jacinto Avenue
Project Descry p ior,
Flow Element:
Friction Method:
Solve For:
Input Data,
Channel Slope:
Discharge:
Optionsf
Current Roughness Weighted Methc
Open Channel Weighted Roughnes:
Closed Channel Weighted Roughne
x
Results
Roughness Coefficient: 0.015
Water Surface Elevation: 0.51
Irregular Section
Manning Formula
Normal Depth
0.00500
16.94
ImprovedLotters
ImprovedLotters
Hortons
Elevation Range:
Flow Area:
Wetted Perimeter:
Top Width:
Normal Depth:
Critical Depth:
Critical Slope:
Velocity:
Velocity Head:
Specific Energy:
Froude Number:
Flow Type:
Segment'Roughne
Start Statior
0.00 to 0.74 ft.
7.25
37.61
36.59
0.51
0.49
0.00591
2.34
0.08
0.59
0.93
Subcritical
toughness''
oefticient;,
(0+00, 0.74) . (0+12, 0.50) 0.015
(0+12 0.50) (0+14 016),
(0+14, 0.16) (0+47, 0.16) 0.015
(0+47 016) (0+48, 0.50) 0 015
(0+48, 0.50) (0+60, 0.74) 0.015
ft/ft
ft3/s
ft2
ft
ft
ft
ft
ft/ft
ft/s
ft
ft
52
Worksheet for Typical Street Section - San Jacinto Avenue
0+00
0+12
0+12
0+14
0.74
0.00
0.16
0+30 0.49
0+47 ' ' 0.16 ,
0+48
0+48 0.50
0+60 0.74
0.00
53
SAN JACINTO AVENUE
Cross Section for Typical Street Section - San Jacinto Avenue
Project Description
Flow Element:
Friction Method:
Solve For:
Section Data
Roughness Coefficient:
Channel Slope:
Normal Depth:
Elevation Range:
Discharge:
Irregular Section
Manning Formula
Normal Depth
0.015
0.00500
0.51
0.00 to 0.74 ft
16.94
36' CURB TO CURB
ft/ft
ft
ft3/s
V:.10
H: 1
54
1
1_
1
1
1
1
1
1
1
1
1
1
lW
0
DRO
OG'
AP
BASELINE AVENUE
S1i"f��I�I�I,.
1
1
5.25 ACRES
1 3.25 ACRES I_1-a ma ®INem1immiIan 1t la moor'
1
1
LI
1
1
1
1
1,<
11,
�INimmi
•1382',
13=71
11:2.22 .. ACRES
JACKSON DRIVE
SITE
SAN JACINTO AVE. 6.36 ACRES
ELAINE DRIVE
4
1.93 ACRES
1
1
1
;1,I
I -�11111111•1 1 I NMI 1■MI 1SS I re 14k
1
1
4.78 ACRES
1
1
1
I Sill IINS I. AMINI N 11NINN-
3.58, ACRES 1
1346'
Und.ergrounc Service Alert
SECTION 4216/4217 OF THE GOVERNMENT
CODE REQUIRES A DIG ALERT IDENTIFICATION
NUMBER BE ISSUED BEFORE A PERMIT TO
EXCAVATE WILL BE VALID FOR YOUR DIG
ALERT I.D. NUMBER CALL UNDERGROUND
SERVICE ALERT TOLL FREE
1-800-277-2600 TWO WORKING DAYS
BEFOR YOU DIG
REV.
albr
Mimi1 M l a MIN
OR HAC
SAN JACINTO AVE.
MILLER AVENUE
REVISION DISCRIPTION
DATE
ENGR.
CITY
DATE
/O8
A R D
�I
oPv
LEGEND
0.00 INDICATES AREA AT LOCATION (ACRES)
INDICATES NODE
INDICATES SUBAREA BOUNDARY
STREAM PATH
160
`1,
0
HO\
A
HYDROLOGY SUMMARY TABLES:
BASELINE AVENUE TO
MILLER AVENUE
Q 25
NODE
SUBAREA
(AC.)
AREA
(AC.)
PEAK
025
(C.F.S.)
TIME OF
CONCEN-
TRATION
1
0.51
0.51
2
1.67
8.65
12.22
12.73
3
25.62
16.58
9.45
22.20
4
44.65
16.86
11.08
33.28
5
63.39
17.98
6.36
39.64
6
72.03
19.04
11.93
51.57
7
86.14
21.08
8.36
59.93
8
94.83
22.62
Q 100
NODE
SUBAREA
(AC.)
AREA
(AC.)
PEAK
Q100
(C.F.S.)
TIME OF
CONCEN-
TRATION
1
0.51
0.51
2
1.93
8.65
12.22
12.73
3
30.52
16.26
9.45
22.20
4
53.13
16.53
11.08
33.28
5
75.70
17.60
6.36
39.64
6
86.28
18.62
11.93
51.57
7
103.52
20.63
8.36
59.93
8
114.14
22.15
NOTE:
ALL SOILS GROUP ARE GROUP A
VICINITY MAP
N.T.S.
FONTANA
BASELINE
AVENUE
210
SAN JACINTO
w
a
cn
JACKSON DR
MONTGOMERY AVE
AVE.
!ELAINE DR.
MILLER AVENUE
SITE
PRIVATE ENGINEER'S NOTICE TO CONTRACTOR
CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE
RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF
CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND
PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE
LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND,
INDEMNIFY AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY AND
ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF
WORK ON THIS PROJECT, EXEPTING FOR LIABILITY ARISING FROM THE SOLE
NEGLIGENCE OF THE OWNER OR THE ENGINEER.
SHOULD THE CONSTRUCTION OF THE
REQUIRED IMPROVEMENTS NOT
COMMENCE WITHIN TWO YEARS OF
THE DATE OF APROVAL SHOWN
HEREON AND CARRIED FORTH IN A
DILIGENT MANNER, THE CITY
ENGINEER MAY REQUIRE REVISIONS
TO THE PLANS TO BRING THEM INTO
CONFORMANCE WITH CONDITIONS AND
STANDARDS IN EFFECT.
BASIS OF BEARING:
GRID NORTH
BENCH MARK
CITY OF FONTANA BM#407
PK NAIL IN WEST END OF SOUTHWEST CURB
RETURN CYPRESS AND MILLER.SEPTEMBER
1967
ELEVATION: 1356.59
CITY OF FO\TANA, CALIFORNIA
SAN JACINTO AVENUE
DRAWN BY:
KLM
DESIGN BY:
KLM
TRACT 17108
HYDROLOGY MAP
BASELINE TO MILLER
CITRUS AVENUE
SCALE:
1"; 40'
DATE:
CHECKED BY:
WMRJ
APPROVED BY:
CITY ENGINEER RCE NO. 51152
DWG. NO. 1 1
V
t''1 till J ./
r
t.-i,N, V
DHO
ICI a la ! )
/
EX:
HOUSE
oGy
EX
HOUSE
463.46 • / ^ .ti'i?:
0.50% Dirlylg, pet4
L_�
74.70 PAD
75.20 FF
r
Emma
4
75-15--PAD
75.65 FF
A
75.30 PAD
75.80 FF
L.I
75.75 PAD
76.25 FF
OR
A
1►1 0
I
I
I
15 I / 5
75,95 PAD
\ 76.45 FF
76.05 PAD
76.55 FF
J
AC
D
t31_4.i c
76.25 PAD
76.75 FF
76.20 PAD
76.70 FF
EL=1373.
r-�
08
OP
BOUNDARY
L ....,\ .La 1!•4�-4 J ..�1)®": ' 1 1"1 "1 a,1�� 1 ,1-!•J �
� `
�5 Ir... `� ° - J1.1.1.0 ,�\q
=,0-Thi
.1
0.00
I INM IMEI I=NI II
L
LEGEND
INDICATES AREA AT LOCATION (ACRES)
INDICATES NODE
INDICATES SUBAREA BOUNDARY
STREAM PATH
oLr
VI
cl
rI
70.4
N,
I 1�
I
10 ~ '
I I
a
40
0
40
t_
A-
80
Scale 1 " = 40'
76..3
F r I
120
VI
I
I
J
�.�.,..i
V
0
0\
A\A
HYDROLOGY SUMMARY TABLES:
SAN JACINTO AVENUE
Q 25
NODE
SUBAREA
(AC.)
AREA
(AC.)
PEAK
Q25
(C.F.S.)
TIME OF
CONCEN-
TRATION
1
0.15
0.15
2
0.58
7.10
2,90
3,05
3
9.87
9.12
2.35
5,40
4
14.46
11.91
Q 100
NODE
SUBAREA
(AC.)
AREA
(AC.)
PEAK
Q100
(C.F.S.)
TIME OF
CONCEN-
TRATION
1
0,15
0.15
2
0.66
7.10
2,90
3.05
3
11,46
9.05
2.35
5,40
4
16.94
11,74
NOTE:
ALL SOILS GROUP ARE GROUP A
VICINITY MAP
N. T, S.
FONTANA
BASELINE
AVENUE
15
w
Q
SAN JACINTO
JACKSON DR
MONTGOMERY AVE
AVE
In
D
I-
U
/.
IELAINE DR.
MILLER AVENUE
SITE
10
PRIVATE ENGINEER'S NOTICE TO CONTRACTOR
CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE
RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF
CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND
PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE
LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND,
INDEMNIFY AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY AND
ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF
WORK ON THIS PROJECT, EXEPTING FOR LIABILITY ARISING FROM THE SOLE
NEGLIGENCE OF THE OWNER OR THE ENGINEER.
BASIS OF BEARING:
GRID NORTH
BENCH MARK
CITY OF FONTANA BM#407
PK NAIL IN WEST ND OF SOUTHWEST CURB
RETURN CYPRESS ND MILLER.SEPTEMBER
1967
ELEVATION: 1356.59
Underground Service Alert
SECTION 4216/4217 OF THE GOVERNMENT
CODE REQUIRES A DIG ALERT IDENTIFICATION
NUMBER BE ISSUED BEFORE A PERMIT TO
EXCAVATE WILL BE VALID FOR YOUR DIG
ALERT I.D. NUMBER CALL UNDERGROUND
SERVICE ALERT TOLL FREE
1-800-277-2600 TWO WORKING DAYS
BEFOR YOU DIG
REV.
REVISION DISCRIPTION
DATE
ENGR.
CITY
DATE
SHOULD THE CONSTRUCTION OF THE
REQUIRED IMPROVEMENTS NOT
COMMENCE WITHIN TWO YEARS OF
THE DATE OF APROVAL SHOWN
HEREON AND CARRIED FORTH IN A
DILIGENT MANNER, THE CITY
ENGINEER MAY REQUIRE REVISIONS
TO THE PLANS TO BRING THEM INTO
CONFORMANCE WITH CONDITIONS AND
STANDARDS IN EFFECT.
CITY OF FONTANA, CALIFORNIA
SAN JACINTO AVENUE
DRAWN BY:
KLM
DESIGN BY:
KLM
TRACT 17108
HYDROLOGY MAP
SAN JACINTO AVENUE
AFTER DEVELOPMENT
SCALE:
1": 40'
DATE:
CHECKED BY:
WMRJ
APPROVED BY:
CITY ENGINEER RCE NO, 51152
DWG. NO. I 1
�1.1
I�iI
t
f
I'
/
J'
7
r t`ZM7r
T
DRO
T
Jr
�. 1.
✓") r
75,4
i
EX.
I HOUSE
EX.
•
5S. 9R1
4.1174UTY/EA
C
r
0 G
EX.
HOUSE
ACCEfl
EMEN ,1
----,2.50
\\`Aiv;,: fRACT ARY r-!
L
�—W 1
EX,
HOUSE JI
.158
I —I—I fl I —I I �
0� /
J2 J
°Cti
O
n
r ?^
N
'I
68.
VA
1 /
� R
Iv
TRACT/YBD19ND AI RY
CX
7
E
NA
1
1
-1404
C
OR
Ci
IN
\ \ N
N
3.47
XTG. MASONRYIwit "
f
5
--r
0.00
�II11I�I—I—I
7
--if
G.N. V,
TR&CT__BOUNDAR* _-_
_ J I
�OH
N
SITE
729'
in .- _ `- — 7
2
LEGEND
4=TOn}�.;
13
G.N.1
J
08
OP
TRACT BOUNDARY
N
I Emu 4 ill Ji F1MIE1NIONI1 l__
I'
-4440
INDICATES AREA AT LOCATION (ACRES)
INDICATES NODE
INDICATES SUBAREA BOUNDARY
STREAM PATH
-6\c&r
/
I / 0
,
I
40
0
1
1
40
\ ,.,
;I V
1).
\
80
t?O,4
ARY
S
r
T'
120
III MI
MI I■ MI
Scale 1" = 40'
f
^Te
f
L
r--. .1
1
7.6
1
it
68.8
444-4-444.
V
0\
A
\A
U
HYDROLOGY SUMMARY TABLES:
SAN JACINTO AVENUE
NODE
SUBAREA
AREA
PEAK
TIME
OF
3.47
3,47
1.92
5.39
NODE
SUBAREA
AREA
PEAK
TIME OF
3,47
3.47
2
8.27
17.29
1.92
5,39
3
12.23
18.48
NOTE:
ALL SOILS GROUP ARE GROUP A
VICINITY MAP
BASELINE
AVENUE
15
SAN JACINTO
JACKSON DR
MONTGOMERY AVE.
'ELAINE DR.
MILLER AVENUE
SITE
PRIVATE ENGINEER'S NOTICE TO CONTRACTOR
CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE
RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF
CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND
PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE
LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND,
INDEMNIFY AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY AND
ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF
WORK ON THIS PROJECT, EXEPTING FOR LIABILITY ARISING FROM THE SOLE
NEGLIGENCE OF THE OWNER OR THE ENGINEER.
BASIS OF BEARING:
GRID NORTH
BENCH MARK
CITY OF FON TAN A BM #407
PK NAIL IN WEST END OF SOUTHWEST CURB
RETURN CYPRESS AND MILLER ,SEPTEMBER
1967
ELEVATION: 1356.5S
nderground Service Alert
SECTION 4216/4217 OF THE GOVERNMENT
CODE REQUIRES A DIG ALERT IDENTIFICATION
NUMBER BE ISSUED BEFORE A PERMIT TO
EXCAVATE WILL BE VALID FOR YOUR DIG
ALERT I.D. NUMBER CALL UNDERGROUND
SERVICE ALERT TOLL FREE
1-800-277-2600 TWO WORKING DAYS
BEFOR YOU DIG
REV,
REVISION DISCRIPTION
i
DATE
ENGR. CITY
DATE
SHOULD THE CONSTRUCTION OF THE
REQUIRED IMPROVEMENTS NOT
COMMENCE WITHIN TWO YEARS OF
THE DATE OF APROVAL SHOWN
HEREON AND CARRIED FORTH IN A
DILIGENT MANNER, THE CITY
ENGINEER MAY REQUIRE REVISIONS
TO THE PLANS TO BRING THEM INTO
CONFORMANCE WITH CONDITIONS AND
STANDARDS IN EFFECT.
CITY OF FONTANA, CALIFORNIA
SAN JACINTO AVENUE
DRAWN BY:
KLM
DESIGN BY:
KLM
TRACT 17108
HYDROLOGY MAP
SAN JACINTO AVENUE
BEFORE DEVELOPMENT
SCALE:
DATE:
CHECKED BY:
APPROVED BY:
CITY ENGINEER RCE NO. 51152
DWG. NO