HomeMy WebLinkAboutTract 16583HYDROLOGY & HYDRAULIC STUDY
FOR
TRACT 16583
NORTH SIDE OF MILLER AVENUE BETWEEN EMERALD AVE AND MANGO AVE
CITY OF FONTANA
COUNTY OF SAN BERNARDINO, CALIFORNIA
Prepared For Owner/Developer.-
TOWN HOUSE LAND (USA)
227 West Valley Blvd.
San Gabriel, CA 91776
(626) 281-5700
Prepared By.
SD ENGINEERING AND ASSOCIATES, INC.
723 N. "D" Street, Suite 1
San Bernardino, CA 92401
(909) 884-7090
August 21, 2007
Revised on February 11, 2008
Project job No. 726
HYDROLOGY STUDY
TABLE OF CONTENTS
Section I Introduction
Section II Hydrology Methodology
Section III Project Description
Existing Site Conditions
Proposed Site Conditions
Findings
Appendix A Vicinity Map
TRACT 16583 -
Appendix B Reference
(Based on San Bernardino County Hydrology Manual):
Hydrologic Soils Group Map for Southwest -B Area (C-5)
SBFCD Valley Isohyetals 10 Year 1 Hour (B-3)
SBFCD Valley Isohyetals 100 Year 1 Hour (B-4)
D -load table - County of Los Angeles
Appendix C Existing Hydrology Map
Proposed Hydrology Map
Appendix D Hydrology Study of 25 -year and 100 -year
Existing Conditions -25 year storm event
Existing Conditions -100 year storm event
Appendix E Hydrology Study of 25 -year and 100 -year
Proposed Conditions -25 year storm event
Proposed Conditions -100 year storm event
Appendix F Hydraulic Calculations
Catch Basin Calculations
WSPG Calculations for Storm Drain Line A
26Hy rology Report
HYDROLOGY STUDY TRACT 16583
Section I Introduction
The following hydrology study has been prepared for Tract 16583 is residential
subdivision site. The site is approximately 3.80 acres and is located on the north side of
Miller Avenue between Mango Avenue & Emerald Avenue in City of Fontana, County of
San Bernardino, California. The general location of the site is illustrated on the Vicinity
Map, included as Figure 1 in Appendix A of this report.
Section II Methodology
For both, the existing and proposed conditions, the peak storm discharge for the
drainage sub -areas (see Hydrology Map in the pocket in Appendix C of this report) were
calculated using the San Bernardino County Hydrology Manual. Rational Method
Equation, using CIVILD software, was used to calculate the 25 -year and 100 -year storm
event. The peak 100 -year storm runoff is calculated to demonstrate the runoff from 100 -
year storm event is contained within the street right-of-way and to size the sump catch _
basin and storm drain pipes. The parkway culvert capacities calculations are calculated
by using Flowmaster software.
Section III Project Description
Existing site conditions
The existing site is approximately 3.59 acres of natural land. This hydrology study will
consider about 0.21 acre offsite drainage area from northerly adjacent Tract 13246 slope
runoff. The site drains overland to the southwest in the existing condition. Sub area E-1
drains southwesterly to existing Public Street — Miller Avenue. Refer to the "Existing
Hydrology Map" in Appendix C for an illustration of the existing drainage zones.
The following table illustrates the data and results for the existing 25 -year and 100 -year
storm events. All calculations can be found in Appendix C of this report.
Drainage
Area
Area
(Ac.)
25 Year Peak
Flow (CFS)
100 Year Peak
Flow (CFS)
Time of
Concentration (Min.)
E-1
3.80
4.57
7.96
21.6 Min.
Proposed site Conditions
In the proposed condition, all sub areas A will drain to proposed storm drain system
along in -tract interior streets through two open curb catch basins. The proposed storm
drain pipe will be connected to a proposed parkway drain at Miller Avenue. Sub area B-1
drains to Miller Street as typical single family residential lot; sub area B-2 drain to Mango
Street through an onsite catch basin and curb drain; sub area B-3 sheet flow drains to
Mango Avenue. Refer to the "Proposed Hydrology Map" in Appendix "C" of this report for
an illustration of the proposed drainage zones.
The following table illustrates the data and results for the proposed 25 -year and 100 -year
storm events. All calculations can be found in Appendix D of this report.
Drainage Area 25 Year Peak Flow 1 100 Year Peak Time of
726Hydrology Report
HYDROLOGY STUDY TRACT 16583
Area
(Ac.)
(CFS)
Flow (CFS)
Concentration (Min.)
A-1 & A-2
1.37
4.05
5.37
8.1 Min.
A-1 To A-4
3.22
9.60
12.72
8.8 Min.
B-1
0.35
1.19
1.56
6.6 Min.
B-2
0.10
0.36
0.47
6.1 Min.
B-3
0.03
---
---
---
Total Area
3.80
1 ---
---
The top of curb elevation at proposed parkway drain was used as water surface
elevation (W.S.) of proposed storm drain. The hydraulic analysis of storm drain line A is
performed for the 100 -year peak runoff of 12.72 cfs from the site.
The following table illustrates the data and results for the proposed catch basin size
perl00-year storm events. All calculations can be found in Appendix F of this report.
Catch Basin/
Parkway Drain/
Curb Drain
Design
Width/Size
100 Year Peak
Flow (CFS)
CB #1
7.0 FT
5.37
CB #2
14.0 FT
7.41
CB #3
12" x 12"
0.47
Parkway Drain #1
6.0 FT
12.72
Curb Drain for Lot 13
2 - 3" PVC Pipe
0.47
Findings
After development, more impervious surface will cover the proposed site than before. A
proposed onsite storm drain systems will be constructed to convey the runoff produced
by the proposed development project. Fossil Filter inserts will be installed into all
proposed catch basins, which will treat the first flush of runoff. The calculations within
this report substantiate that the development can be constructed as shown on the
proposed plans with no detrimental effect to surrounding properties.
726Hydrology Report
HYDROLOGY STUDY
6Hydrology Report
TRACT 16583
APPEND/X A
VICINITY MAP
z
cn
Gi
r
r
m
SIERRA AVENUE I ;u
C
n ACACIA AVE
z_
D NEWPORT CT
D
EMERALD AVE
� x
cn
D EMERALD CT
MANGO AVENUE
D
C
m
z
c
m
KEMPSTER AVENUE
Fri
HYDROLOGY STUDY TRACT 16583
APPENDIX B
Reference
(Based on San Bernardino County Hydrology Manual):
Hydrologic Soils Group Map for Southwest -B Area (C-5)
SBFCD Valley lsohyetals 10 Year 1 Hour (B-3)
SBFCD Valley Isohyetals 100 Year 1 Hour (B-4)
D -load table - County of Los Angeles
6 y ro ogy Report
p
RAW F-1 71m
i r
...................
RIi
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
INDEX MAP
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A SOIL GROUP DESIGNATION SCALE 1,48,000
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FIGU€ t B-4
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�I
HYDROLOGY STUDY
726Hydrology keport
TRACT 16583
APPENDIX C
Existing Hydrology Map
Proposed Hydrology Map
EXISTING HYDROLOGY MAP
FOR TRACT 16583
ELEV=13",3
TRACT
RArr .e O J JQts=4.57
Qioo=7.96
'
GES
Tc=21.6 MIDI.
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C,68�
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E
ELEV.
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n _ -
�j-C L MANGO AVENUE
n
Y
LEGEND
TRACT BOUNDARY
DRAINAGE AREA BOUNDARY
DRAINAGE SUBAREA BOUNDARY
g_7
DRAINAGE AREA NUMBER
t0.3
DRAINAGE AREA ACREAGE
10
NODE NUMBER
Qtm
100 YEAR STORM EVENT
010
10 YEAR STORM EVENT
TC
TIME OF CONCENTRA11ON
CB #2
CATCH BASIN #2
SCALE: 1 "=60'
CITY OF FONTANA
COUNTY OF SAN BERNARDINO
00
0
0
N
N
0
E
2
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N
/
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In
41
0
J
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o'
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0
0
N
Ll
ELEV=1368.3 22
Qts=1.19 CFS
Q1oo=1.56 CFS
w
J
J
ELEV=1367.0 151
Qts=9.60 CFS
Qioo=12.72 CFS
PARKWAY DRAIN #1
PROPOSED HYDROLOGY MAP
FOR TRACT 16583
TRACT -140SE3
HOLGUIN CT
w
Q
0
J
Q
W
w
!DL1386=0, I MILLER
i 1 1
,�
rA 4 A _ 3
Ql .3% C/L JUDITH ICT �.f 0.58
ELEV= 21 r
1375.3 ELEV= 0
L= 218 15 1372.4 f '00
B-2
0.1 C
DELEV=1373.0
Qzs=0.36 CFS
Qloo=0.47 CFS
CB #3
CURB DRAIN
—�
4
�.._-�
KA-1
CD 2EL- 0.6
01373.7
&ELEV=1370.0S=Cz
Qloo=7.41 CFS + �`
♦ r9s;.� .
CB #?
L=58' ' ELEV=1�75S�A— 2Qzs=4.0,
' Qloo=5.37 CFS
Q.
_ 60'� CB #1
ELE
V— '
L=83' ' r ` 111381.5
LLL- v —
23 1373.8
�-C/L MANGO: AVENUE
LAND USE NOTE:
LAND USE FOR ALL SUB AREAS IS CATEGORIZED UNDER
RESIDENTIAL 3�4 DWELLINGS PER ACRE
L�
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Q
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Q
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Q
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FAIRFAX ST
VICINITY MAP
N.T.S.
LEGEND
AVENUE
TRACT BOUNDARY
DRAINAGE AREA BOUNDARY
DRAINAGE SUBAREA BOUNDARY
g_T DRAINAGE AREA NUMBER
10.3 DRAINAGE AREA ACREAGE
10 NODE NUMBER
Qtoo 100 YEAR STORM EVENT
Q10 10 YEAR STORM EVENT
TC TIME OF CONCENTRATION
CB #2 CATCH BASIN /2
SCALE: 1"=60'
w
z
ujQ
CITY OF FONTANA
COUNTY OF SAN BERNARDINO
S.D. ENGINEERING AND ASSOCIATES
LAND PLANNING AND CIVIL ENGINEERING
723 N. -D- STREET, SUITE 1 - SAN BERNARDINO, CALIF. 92401
PHONE (909) 884-7090 FAX (909) 884-0124
HYDROLOGY STUDY TRACT 16583
APPENDIX D
Hydrology Study of 25 -year and 100 -year
Existing Conditions — 25 -Year Storm Event
Existing Conditions — 100 -Year Storm Event
726Hydrology Report
25E
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: 02/11/08
------------------------------------------------------------------------
726 SD FONTANA TRACT 16583
EXISTING CONDITION
25 YEAR STORM EVENT
-----------------------------------------------------------
Program License Serial Number 6069
-----------------------------------------------------------
********* Hydrology Study Control Information
Rational hydrology study storm event year is 25.0
10 Year storm 1 hour rainfall = 0.980(In.)
100 Year storm 1 hour rainfall = 1.440(In.)
Computed rainfall intensity:
Storm year = 25.00 1 hour rainfall = 1.163 (in.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 101.000 to Point/Station 102.000
*** INITIAL AREA EVALUATION ****
UNDEVELOPED (average 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) = 50.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr)
Initial subarea data:
Initial area flow distance = 681.000(Ft.)
Top (of initial area) elevation = 1380.000(Ft.)
Bottom (of initial area) elevation = 1368.300(Ft.)
Difference in elevation = 11.700(Ft.)
Slope = 0.01718 s(%)= 1.72
TC = k(0.706)*[(len9thA3)/(elevation change)]A0.2
Initial area time of concentration = 21.630 min.
Rainfall intensity = 2.145(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.560
subarea runoff = 4.568(CFS)
Total initial stream area = 3.800(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.810(In/Hr)
End of computations, Total study Area = 3.80 (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) = 1.000
Area averaged SCS curve number = 50.0
Page 1
100E
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: 02/11/08
------------------------------------------------------------------------
726 SD FONTANA TRACT 16583
EXISTING CONDITION
100 YEAR STORM EVENT
Program License serial Number 6069
------------------------------------------------------------------------
**** ** Hydrology study Control Information
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
10 Year storm 1 hour rainfall = 0.980(In.)
100 Year storm 1 hour rainfall = 1.440(In.)
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.440 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
** INITIAL AREA EVALUATION ** ••
UNDEVELOPED (average 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) = 50.00
Adjusted scs curve number for AMC 3 = 70.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr)
Initial subarea data:
Initial area flow distance = 681.000(Ft.)
Top (of initial area) elevation = 1380.000(Ft.)
Bottom (of initial area) elevation = 1358.300(Ft.)
Difference in elevation = 21.700(Ft.)
slope = 0.03186 s(%)= 3.19
TC = k(0.706)*[(lengthA3)/(elevation change)]A0.2
Initial area time of concentration = 19.116 min.
Rainfall intensity = 2.860(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.732
Subarea runoff = 7.961(CFS)
Total initial stream area = 3.800(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.532(In/Hr)
End of computations, Total study Area = 3.80 (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) = 1.000
Area averaged SCS curve number = 50.0
Page 1
HYDROLOGY STUDY TRACT 16583
APPENDIX E
Hydrology Study of 25 -year and 100 -year
Proposed Conditions — 25 -Year Storm Event
Proposed Conditions —100 -Year Storm Event
726Hydrology Report
25A
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: 02/11/08
------------------------------------------------------------------------
726 SD FONTANA TRACT 16583
PROPOSED CONDITION
25 YEAR STORM EVENT
SUBAREA A
------------------------------------------------------------------------
Program License serial Number 6069
------------------------------------------------------------------------
********* Hydrology study Control Information
------------------------------------------------------------------------
Rational hydrology study storm event year is 25.0
10 Year storm 1 hour rainfall = 0.980(In.)
100 Year storm 1 hour rainfall = 1.440(In.)
computed rainfall intensity:
Storm year = 25.00 1 hour rainfall = 1.163 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 12.000
**** 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 = 195.000(Ft.)
Top (of initial area) elevation = 1381.500(Ft.)
Bottom (of initial area) elevation = 1373.700(Ft.)
Difference in elevation = 7.800(Ft.)
slope = 0.04000 s(%)= 4.00
TC = k(0.412)*[(lengthA3)/(elevation change)]A0.2
Initial area time of concentration = 6.464 min.
Rainfall intensity = 4.428(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is c = 0.781
subarea runoff = 2.074(CFS)
Total initial stream area = 0.600(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.587(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/station 13.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **
Top of street segment elevation = 1373.700(Ft.)
End of street segment elevation = 1370.500(Ft.)
Length of street segment = 252.000(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) = 0.020
street flow is on [1] side(s) of the street
Page 1
25A
Distance from curb to property line = 12.000(Ft.)
slope from curb toproperty line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.107(CFS)
Depth of flow = 0.334(Ft.), Average velocity = 2.594(Ft/s)
streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.349(Ft.)
Flow velocity = 2.59(Ft/s)
Travel time = 1.62 min. TC = 8.08 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 = 3.872(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.764
subarea runoff = 1.977(CFS) for 0.770(Ac.)
Total runoff = 4.051(CFS)
Effective area this stream = 1.37(Ac.)
Total Study Area (Main Stream No. 1) = 1.37(Ac.)
Area averaged Fm value = 0.587(In/Hr)
street flow at end of street = 4.051(CFS)
Half street flow at end of street = 4.051(CFS)
Depth of flow = 0.358(Ft.), Average velocity = 2.759(Ft/s)
Flow width (from curb towards crown)= 11.583(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 150.000
**** PIPEFLOW TRAVEL TIME (Program estimated size)
upstream point/station elevation = 1370.500(Ft.)
Downstream point/station elevation = 1370.000(Ft.)
Pipe length = 58.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.051(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 4.051(CFS)
Normal flow depth in pipe = 9.04(In.)
Flow top width inside pipe = 14.68(In.)
critical Depth = 9.77(In.)
Pipe flow velocity = 5.25(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 8.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 13.000 to Point/Station 150.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main stream is listed:
In Main Stream number: 1
stream flow area = 1.370(Ac.)
Runoff from this stream = 4.051(CFS)
Time of concentration = 8.27 min.
Rainfall intensity = 3.820(In/Hr)
Area averaged loss rate (Fm) = 0.5867(In/Hr)
Area averaged Pervious ratio (Ap) = 0.6000
Program is now starting with Main stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process -from Point/Station 14.000 to Point/Station 15.000
Page 2
25A
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 = 271.000(Ft.)
Top (of initial area) elevation = 1386.000(Ft.)
Bottom (of initial area) elevation = 1372.400(Ft.)
Difference in elevation = 13.600(Ft.)
Slope = 0.05018 s(%)= 5.02
TC = k(0.412)*[(lengthA3)/(elevation change)]A0.2
Initial area time of concentration = 7.046 min.
Rainfall intensity = 4.204(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.774
Subarea runoff = 1.888(CFS)
Total initial stream area = 0.580(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.587(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 15.000 to Point/station 150.000
** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1372.400(Ft.)
End of street segment elevation = 1370.000(Ft.)
Length of street segment = 218.000(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 = 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
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 tograde break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.786(CFS)
Depth of flow = 0.359(Ft.), Average velocity = 2.571(Ft/s)
streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.600(Ft.)
Flow velocity = 2.57(Ft/s)
Travel time = 1.41 min. TC = 8.46 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 = 3.768(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.760
subarea runoff = 3.694(CFS) for 1.370(Ac.)
Total runoff = 5.583(CFS)
Effective area this stream = 1.95(Ac.)
Total Study Area (Main Stream No. 2) = 3.32(Ac.)
Area averaged Fm value = 0.587(In/Hr)
street flow at end of street = 5.583(CFS)
Half street flow at end of street = 5.583(CFS)
Depth of flow = 0.399(Ft.), Average velocity = 2.819(Ft/s)
Page 3
25A
Flow width (from curb towards crown)= 13.615(Ft
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 15.000 to Point/Station 150.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.950(Ac.)
Runoff from this stream = 5.583(CFS)
Time of concentration = 8.46 min.
Rainfall intensity = 3.768(In/Hr)
Area averaged loss rate (Fm) = 0.5867(In/Hr)
Area averaged Pervious ratio (Ap) = 0.6000
Summary of stream data:
Stream
Flow rate Area TC
Fm
Rainfall Intensity
No.
(CFS) (Ac.)
(min)
(In/Hr)
(In/Hr)
1
4.05 1.370
8.27
0.587
3.820
2
5.58 1.950
8.46
0.587
3.768
Qmax(1)
_
1.000 *
1.000 *
4.051) +
1.016 *
0.977 *
5.583) +
= 9.597
Qmax(2)
_
0.984 *
1.000 *
4.051) +
1.000 *
1.000 *
5.583) +
= 9.568
Total of 2 main streams to confluence:
Flow rates before confluence point:
5.051 6.583
Maximum flow rates at confluence using above data:
9.597 9.568
Area of streams before confluence:
1.370 1.950
Effective area values after confluence:
3.276 3.320
Results of confluence:
Total flow rate = 9.597(CFS)
Time of concentration = 8.267 min.
Effective stream area after confluence = 3.276(Ac.)
Study area average Pervious fraction(Ap) = 0.600
study area average soil loss rate(Fm) = 0.587(In/Hr)
study area total = 3.32(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 150.000 to Point/Station 151.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
upstream point/station elevation = 1370.000(Ft.)
Downstream point/station elevation = 1367.000(Ft.)
Pipe length = 248.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.597(CFS)
Nearest computed pipe diameter = 18.00(In.)
calculated individual pipe flow = 9.597(CFS)
Normal flow depth in pipe = 12.52(In.)
Flow top width inside pipe = 16.57(In.)
Critical Depth = 14.36(In.)
Pipe flow velocity = 7.31(Ft/s)
Travel time through pipe = 0.57 min.
Time of concentration (TC) = 8.83 min.
End of computations, Total study Area = 3.32 (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
Page 4
25A
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.600
Area averaged 5C5 curve number = 32.0
Page 5
100A
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: 02/11/08
------------------------------------------------------------------------
726 SD FONTANA TRACT 16583
PROPOSED CONDITION
100 YEAR STORM EVENT
SUBAREA A
------------------------------------------------------------------------
Program License Serial Number 6069
------------------------------------------------------------------------
********* Hydrology Study Control Information
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
10 Year storm 1 hour rainfall = 0.980(In.)
100 Year storm 1 hour rainfall = 1.440(In.)
computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.440 (In.)
slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/station 12.000
** 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
Adjusted scs curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr)
Initial subarea data:
Initial area flow distance = 195.000(Ft.)
Top (of initial area) elevation = 1381.500(Ft.)
Bottom (of initial area) elevation = 1373.700(Ft.)
Difference in elevation = 7.800(Ft.)
Slope = 0.04000 s(%)= 4.00
TC = k(0.412)*[(lengthA3)/(elevation change)]A0.2
Initial area time of concentration = 6.464 min.
Rainfall intensity = 5.482(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is c = 0.823
subarea runoff = 2.706(CFS)
Total initial stream area = 0.600(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.471(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/station 13.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1373.700(Ft.)
End of street segment elevation = 1370.500(Ft.)
Length of street segment = 252.000(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 tograde break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Page 1
100A
street flow is on [1] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
slope from curb toproperty 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 = 4.067(CFS)
Depth of flow = 0.359(Ft.), Average velocity = 2.762(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.601(Ft.)
Flow velocity = 2.76(Ft/s)
Travel time = 1.52 min. TC = 7.98 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
Adjusted scs curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(FM)= 0.471(In/Hr)
Rainfall intensity = 4.829(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.812
subarea runoff = 2.668(CFS) for 0.770(Ac.)
Total runoff = 5.374(CFS)
Effective area this stream = 1.37(Ac.)
Total study Area (Main stream No. 1) = 1.37(Ac.)
Area averaged Fm value = 0.471(In/Hr)
street flow at end of street = 5.374(CFS)
Half street flow at end of street = 5.374(CFS)
Depth of flow = 0.387(Ft.), Average velocity = 2.949(Ft/s)
Flow width (from curb towards crown)= 13.020(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 13.000 to Point/station 150.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) **
upstream point/station elevation = 1370.500(Ft.)
Downstream point/station elevation = 1370.000(Ft.)
Pipe length = 58.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.374(CFS)
Nearest computed pipe diameter = 15.00(In.)
calculated individual pipe flow = 5.374(CFS)
Normal flow depth in pipe = 11.09(In.)
Flow top width insidepipe = 13.17(In.)
Critical Depth = 11.27(In.)
Pipe flow velocity = 5.53(Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 8.16 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 13.000 to Point/station 150.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
stream flow area = 1.370(AC.)
Runoff from this stream = 5.374(CFS)
Time of concentration = 8.16 min.
Rainfall intensity = 4.767(In/Hr)
Area averaged loss rate (Fm) = 0.4711(In/Hr)
Area averaged Pervious ratio (AP) = 0.6000
Program is now starting with Main Stream No. 2
Page 2
100A
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 14.000 to Point/Station 15.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr)
Initial subarea data:
Initial area flow distance = 271.000(Ft.)
Top (of initial area) elevation = 1386.000(Ft.)
Bottom (of initial area) elevation = 1372.400(Ft.)
Difference in elevation = 13.600(Ft.)
slope = 0.05018 s(%)= 5.02
TC = k(0.412)*[(lengthA3)/(elevation change)]A0:2
Initial area time of concentration = 7.046 min.
Rainfall intensity = 5.206(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.819
subarea runoff = 2.471(CFS)
Total initial stream area = 0.580(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.471(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 15.000 to Point/Station 150.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1372.400(Ft.)
End of street segment elevation = 1370.000(Ft.)
Length of street segment = 218.000(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 = 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
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.)
Mannings N in gutter = 0.0150
Manning s N from gutter tograde break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 4.971(CFS)
Depth of flow = 0.386(Ft.), Avera e velocity = 2.742(Ft/s)
streetflow hydraulics at midpoint street travel:
Halfstreet flow width = 12.986(Ft.)
Flow velocity = 2.74(Ft/s)
Travel time = 1.33 min. TC = 8.37 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(FM)= 0.471(In/Hr)
Rainfall intensity = 4.694(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.810
subarea runoff = 4.940(CFS) for 1.370(Ac.)
Total runoff = 7.412(CFS)
Effective area this stream = 1.95(Ac.)
Total study Area (Main stream No. 2) = 3.32(Ac.)
Page 3
100A
Area averaged Fm value = 0.471(In/Hr)
street flow at end of street = 7.412(CFS)
Half street flow at end of street = 7.412(CFS)
Depth of flow = 0.432(Ft.), Average velocity = 3.017(Ft/s)
Flow width (from curb towards crown)= 15.263(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 15.000 to Point/Station 150.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.950(Ac.)
Runoff from this stream = 7.412(CFS)
Time of concentration = 8.37 min.
Rainfall intensity = 4.694(In/Hr)
Area averaged loss rate (Fm) = 0.4711(In/Hr)
Area averaged Pervious ratio (Ap) = 0.6000
summary of stream data:
Stream
Flow rate
Area TC
Fm
Rainfall Intensity
No.
(CFS)
(Ac.)
(min)
(In/Hr)
(In/Hr)
1
5.37
1.370
8.16
0.471
4.767
2
7.41
1.950
8.37
0.471
4.694
Qmax(1)
_
1.000
*
1.000 *
5.374) +
1.017
*
0.975 *
7.412) +
= 12.722
Qmax(2)
_
0.983
*
1.000 *
5.374) +
1.000
*
1.000 *
7.412) +
= 12.695
Total of 2 main streams to confluence:
Flow rates before confluence point:
6.374 8.412
Maximum flow rates at confluence using above data:
12.722 12.695
Area of streams before confluence:
1.370 1.950
Effective area values after confluence:
3.271 3.320
Results of confluence:
Total flow
rate =
12.722(CFS)
Time of concentration = 8.160 min.
Effective
stream area after confluence =
3.271(Ac.)
study area
average
Pervious fraction(Ap)
= 0.600
study area
averagesoil
loss rate(Fm) =
0.471(In/Hr)
study area
total =
3.32(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 150.000 to Point/station 151.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****"
Upstream point/station elevation = 1370.000(Ft.)
Downstream point/station elevation = 1367.000(Ft.)
Pipe length = 248.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.722(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 12.722(CFS)
Normal flow depth in pipe = 13.31(In.)
Flow top width insidepipe = 20.23(In.)
Critical Depth = 15.95(In.)
Pipe flow velocity = 7.91(Ft/s)
Travel time through pipe = 0.52 min.
Time of concentration (TC) = 8.68 min.
Page 4
100A
End of computations, Total study Area = 3.32 (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
Page 5
2581
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: 02/11/08
------------------------------------------------------------------------
726 SD FONTANA TRACT 16583
PROPOSED CONDITION
25 YEAR STORM EVENT
SUBAREA B-1
------------------------------------------------------------------------
Program License Serial Number 6069
------------------------------------------------------------------------
********* Hydrology study control Information
------------------------------------------------------------------------
Rational hydrology study storm event year is 25.0
10 Year storm 1 hour rainfall = 0.980(in.)
100 Year storm 1 hour rainfall = 1.440(In.)
Computed rainfall intensity:
Storm year = 25.00 1 hour rainfall = 1.163 (In.)
Slope used for rainfall intensity curve b = 0.6000
soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 21.000 to Point/Station 22.000
**** 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 = 195.000(Ft.)
Top (of initial area) elevation = 1375.300(Ft.)
Bottom (of initial area) elevation = 1368.300(Ft.)
Difference in elevation = 7.000(Ft.)
slope = 0.03590 s(%)= 3.59
TC = k(0.412)*[(1engthA3)/(elevation change)]A0:2
Initial area time of concentration = 6.605 min.
Rainfall intensity = 4.371(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.779
subarea runoff = 1.192(CFS)
Total initial stream area = 0.350(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.587(In/Hr)
End of computations, Total Study Area = 0.35 (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
Page 1
100B1
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: 02/11/08
------------------------------------------------------------------------
726 SD FONTANA TRACT 16583
PROPOSED CONDITION
100 YEAR STORM EVENT
SUBAREA B-1
------------------------------------------------------------------------
Program License serial Number 6069
------------------------------------------------------------------------
******* Hydrology Study Control Information
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
10 Year storm 1 hour rainfall = 0.980(In.)
100 Year storm 1 hour rainfall = 1.440(In.)
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.440 (In.)
Slope used for rainfall intensity curve b = 0.6000
soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 21.000 to Point/station 22.000
**** 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
Adjusted scs curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr)
Initial subarea data:
Initial area flow distance = 195.000(Ft.)
Top (of initial area) elevation = 1375.300(Ft.)
Bottom (of initial area) elevation = 1368.300(Ft.)
Difference in elevation = 7.000(Ft.)
slope = 0.03590 s(%)= 3.59
TC = k(0.412)*[(len9thA3)/(elevation change)]A0.2
Initial area time of concentration = 6.605 min.
Rainfall intensity = 5.411(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is c = 0.822
Subarea runoff = 1.556(CFS)
Total initial stream area = 0.350(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.471(In/Hr)
End of computations, Total study Area = 0.35 (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
Page 1
25B2
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: 02/11/08
------------------------------------------------------------------------
726 SD FONTANA TRACT 16583
PROPOSED CONDITION
25 YEAR STORM EVENT
SUBAREA B-2
------------------------------------------------------------------------
Program License Serial Number 6069
------------------------------------------------------------------------
********* Hydrology Study control Information
------------------------------------------------------------------------
Rational hydrology study storm event year is 25.0
10 Year storm 1 hour rainfall = 0.980(In.)
100 Year storm 1 hour rainfall = 1.440(In.)
Computed rainfall intensity:
Storm year = 25.00 1 hour rainfall = 1.163 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 23.000 to Point/Station 24.000
**** 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 = 83.000(Ft.)
Top (of initial area) elevation = 1373.800(Ft.)
Bottom (of initial area) elevation = 1373.000(Ft.)
Difference in elevation = 0.800(Ft.)
Slope = 0.00964 s(%)= 0.96
TC = k(0.412)*[(lengthA3)/(elevation change)]A0:2
Initial area time of concentration = 6.106 min.
Rainfall intensity = 4.582(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is c = 0.785
Subarea runoff = 0.360(CFS)
Total initial stream area = 0.100(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.587(In/Hr)
End of computations, Total study Area = 0.10 (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
Page 1
100B2
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: 02/11/08
------------------------------------------------------------------------
726 SD FONTANA TRACT 16583
PROPOSED CONDITION
100 YEAR STORM EVENT
SUBAREA B-2
Program License serial Number 6069
------------------------------------------------------------------------
********* Hydrology study Control Information
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
10 Year storm 1 hour rainfall = 0.980(In.)
100 Year storm 1 hour rainfall = 1.440(In.)
computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.440 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 23.000 to Point/Station 24.000
** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr)
Initial subarea data:
Initial area flow distance = 83.000(Ft.)
Top (of initial area) elevation = 1373.800(Ft.)
Bottom (of initial area) elevation = 1373.000(Ft.)
Difference in elevation = 0.800(Ft.)
Slope = 0.00964 s(%)= 0.96
TC = k(0.412)*[(lengthA3)/(elevation change)]A0.2
Initial area time of concentration = 6.106 min.
Rainfall intensity = 5.673(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.825
subarea runoff = 0.468(CFS)
Total initial stream area = 0.100(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.471(In/Hr)
End of computations, Total study Area = 0.10 (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
Page 1
HYnROLOGY STUDY
—726Hydrology Report
TRACT 16583
APPENDIX F
Hydraulic Calculations:
Catch Basin Calculations
WSPG Calculations for Storm Drain Line A
FONTANA TRACT 16583 - JUDITH COURT
726
CURB OPENING CATCH BASIN IN SUMP CONDITION CAPACITY CALCULATIONS
* PER NOMOGRAPH FOR CAPACITY OF CURB OPENING INLETS AT LOW POINTS
USE P=L+1.8W (W=2.0')
WIDTH OF
HEIGHT
PONDING
MAX. PONDING
DEPTH (FT) (H)
WATER
DESIGN
P
DESIGN
LENGTH
CB NO.
CB TYPE
CATCH BASIN
OPENING (
(hh)
ELEVATIONS
PER GRADING
H/h
DEPTH
RUNOFF: Qloo
(FT)
L (FT)
OF CB
(FT)
HIGH AND LOW
PLAN WITH MAX.
(F�
(CFS)
(LF)
DEPTH = 0.5'
CB #1
SUMP
7.0
0.67
70.76
1 70.09
1 0.67 ___11.001
0.44
1 4.06
17.00
13.40
1 7.00
CB #2
SUMP
14.0
0.67
71.24
1 70.57
1 0.67
1.00
0.44
1 6.65
14.00
10.40
14.00
* PER NOMOGRAPH FOR CAPACITY OF CURB OPENING INLETS AT LOW POINTS
USE P=L+1.8W (W=2.0')
726 FONTANA 15 LOTS - TRACT 16583 - LOT 13
SUSMP CONDITION
Grated Inlet Weir Condition at Sum
Catch Basin # Perimeter Feet Allowed Depth Inches % opening of Grate Full Capacity cfs Half -Clogged Capacity cfs Design 0.100 cfs pli2�
CB #3 4 3 0.75 1.13 0.56 0.47
USE WEIR FORMULA Q = cb 2gH'1z
(PER HIGHWAY DESIGN MANUAL -LA COUNTY ROAD DEPARTMENT) (C=0.373, RECTANGULAR SHAPE)
Curb Drain for Lot 13
Worksheet for Circular Channel
Project Description
Project File
c:\haestad\fmw\726.fm2
Worksheet
Curb Drain
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Mannings Coefficient 0.009
Channel Slope 0.020000 ft/ft
Depth 0.25 ft
Diameter 4.00 in
Results
Discharge
0.35
cfs
Flow Area
0.07
ft❑
Wetted Perimeter
0.70
ft
Top Width
0.29
ft
Critical Depth
0.31
ft
Percent Full
75.00
Critical Slope
0.014373 ft/ft
Velocity
5.05
ft/s
Velocity Head
0.40
ft
Specific Energy
0.65
ft
Froude Number
1.81
Maximum Discharge
0.42
cfs
Full Flow Capacity
0.39
cfs
Full Flow Slope
0.016630 ft/ft
Flow is supercritical.
02/11/08 FlowMaster v5.15
06:32:46 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
FILE: 726LINE-A.WSW
W S P G
W - EDIT LISTING - Version 14.06
Date:
2-11-2008
Time: 8:51:25
WATER SURFACE PROFILE -
CHANNEL DEFINITION LISTING
PAGE
1
CARD SECT
CHN
NO OF AVE PIER HEIGHT
1 BASE
ZL ZR
INV Y(1) Y(2) Y(3) Y(4)
Y(5) Y(6)
Y(7) Y(8)
Y(9)
Y(10)
CODE
NO
TYPE
PIER/PIP WIDTH DIAMETER
WIDTH
DROP
CD
1
3
0 .000 .330
6.000
.000 .000
.00
CD
2
4
1 2.000
CD
3
4
1 1.500
CD
4
3
0 .000 1.000
6.000
.000 .000
.00
W S P G W
PAGE NO
1
WATER SURFACE
PROFILE
- TITLE CARD LISTING
HEADING
LINE
NO
1
IS
-
726 SD FONTANA TRACT
16853
HEADING
LINE
NO
2
IS
-
100 YEAR STORM
HEADING
LINE
NO
3
IS
-
STROM DRAIN
LINE A
W S P G W
PAGE NO
2
WATER SURFACE
PROFILE
- ELEMENT CARD
LISTING
ELEMENT
NO
1
IS
A
SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
W
S ELEV
1000.000
66.620
1
67.330
ELEMENT
NO
2
IS
A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1008.490
66.790
1
.013
.000
.000
.000
0
ELEMENT
NO
3
IS
A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1016.490
66.950
1
.013
.000
.000
-45.000
0
ELEMENT
NO
4
IS
A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1037.490
67.060
1
.013
.000
.000
.000
0
ELEMENT
NO
5
IS
A
TRANSITION
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
1041.490
67.080
2
.013
.000
.000
ELEMENT
NO
6
IS
A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1143.470
67.580
2
.013
.000
.000
.000
0
ELEMENT
NO
7
IS
A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1259.520
68.170
2
.013
.000
.000
23.000
0
ELEMENT
NO
8
IS
A
JUNCTION
U/S DATA STATION
INVERT
SECT LAT -1 LAT -2 N Q3 Q4
INVERT -3 INVERT -4 PHI
3 PHI 4
1263.190
68.440
4 3
0 .013 7.350 .000
90.000
.000
90.000
.000
RADIUS
ANGLE
.000
.000
ELEMENT
NO
9
IS
A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1318.920
68.720
4
.013
.000
.000
13.000
0
ELEMENT
NO
10
IS
A
SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W
S ELEV
1318.920
68.720
4
68.720
FILE: 726LINE-A.WSW
W S P
G W- CIVILDESIGN Version
14.06
PAGE 1
Program
Package Serial Number: 1725
WATER
SURFACE
PROFILE LISTING
Date: 2-11-2008
Time:
8:51:29
726
SD FONTANA TRACT 16853
100 YEAR STORM
STROM DRAIN
LINE A
I Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight/[Base
Wt1
INo Wth
Station
I Elev I
(FT) I
Elev I
(CFS) I
(FPS)
Head I
Grd.E1.1
Elev
I Depth
I Width
IDia.-FTIor
-I-
I.D.1
-i-
ZL
IPrs/Pip
-I
-I-
L/Elem
-I-
ICh Slope I
-I-
I
-I-
I
-I-
I
-I-
-I-
SF Avel
-I-
HF ISE
-I-
DpthlFroude
-I-
NINorm
-I-
Dp
I "N"
I X-Fa111
ZR
(Type Ch
I I
I
1000.000
i I
66.620
I
.710
I
67.330
I
12.72
6.42
I
.64
I
67.97
.00
I
.33
I
6.00
I
.330
6.000
.00
0 .0
-I-
8.490
-I-
.0200
-I-
-I-
-I-
-I-
-I-
.0375
-I-
.32
-I-
.71
-I-
1.97
-I-
.31
-I-
.013
-I-
.00
.00
1-
BOX
1008.490
I I
66.790
I
.858
I
67.648
I
12.72
6.42
I
.64
I
68.29
-I-
.00
I
.33
I
6.00
-I-
I
.330
-I-
I I
6.000
-I-
.00
I
0 .0
1-
-I-
8.000
-I-
.0200
-I-
-I-
-I-
-I-
-I-
.0375
.30
-I-
.86
-I-
1.97
.31
.013
.00
.00
BOX
1016.490
I I
66.950
1.093
I I
68.043
I
12.72
6.42
I
.64
I
68.68
.00
I
.33
I
6.00
I
.330
i I
6.000
.00
I
0 .0
-I-
21.000
-I-
.0052
-I-
-I-
-I-
-I-
-I-
.0375
-I-
.79
-I-
1.09
-I-
1.97
-I-
.33
-I-
.013
-I-
.00
.00
1-
BOX
1037.490
I I
67.060
I
1.770
I
68.830
I
12.72
6.42
I
.64
I
69.47
.00
I
.33
I
6.00
I
.330
I I
6.000
.00
I
0 .0
TRANS STR
.0050
.0203
.08
1.77
1.97
.013
.00
.00
BOX
1041.490
I I
67.080
I
2.315
I
69.395
I
12.72
4.05
I
.25
I
69.65
.00
I
1.28
I
.00
I
2.000
I I
.000
.00
I
1 .0
-I-
101.980
-I-
.0049
-I-
-I-
-I-
-I-
-I-
.0032
-i-
.32
-I-
2.31
-I-
.00
-I-
1.36
-I-
.013
-I-
.00
.00
1-
PIPE
1143.470
I I
67.580
I
2.137
I
69.717
I
12.72
4.05
I
.25
I
69.97
.00
I
1.28
I
.00
I
2.000
-I-
i i
.000
-I-
.00
I
1 .0
1-
-I-
81.330
-I-
.0051
-I-
-I-
-i-
-I-
-I-
.0031
-I-
.25
-I-
2.14
-i-
.00
-I-
1.34
.013
.00
.00
PIPE
1224.800
I I
67.993
I
2.000
I
69.993
I
12.72
4.05
I
.25
I
70.25
.00
I
1.28
I
.00
I
2.000
I i
.000
-I-
.00
I
1 .0
-I-
34.720
-I-
.0051
-I-
-I-
-I-
-I-
-I-
.0029
-I-
.10
-I-
2.00
-I-
.00
-I-
1.34
-I-
.013
.00
.00
1-
PIPE
1259.520
I I
68.170
I
1.917
I
70.087
I
12.72
4.11
I
.26
i
70.35
.00
I
1.28
i
.80
-I-
I
2.000
-I-
I I
.000
-I-
.00
I
1 .0
I-
-I-
JUNCT STR
-I-
.0736
-I-
-I-
-I-
-I-
-I-
.0002
-I-
.00
-I-
1.92
-I-
.37
.013
.00
.00
PIPE
FILE: 726LINE-A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2
Program Package Serial Number: 1725
WATER SURFACE PROFILE LISTING Date: 2-11-2008 Time: 8:51:29
726 SD FONTANA TRACT 16853
100 YEAR STORM
STROM DRAIN LINE A
I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip
-I- -i- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I
L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR ]Type Ch
I I I I I I I I I I I I I
1263.190 68.440 1.976 70.416 5.37 .89 .01 70.43 .00 .29 6.00 1.000 6.000 .00 0 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
55.730 .0050 .0002 .01 1.98 .16 .28 .013 .00 .00 BOX
I I I I I I I I I I I I I
1318.920 68.720 1.708 70.428 5.37 .89 .01 70.44 .00 .29 6.00 1.000 6.000 .00 0 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-