HomeMy WebLinkAboutJurupa Business Park Bldg Apm
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PROPOSED HYDROLOGY AND HYDRAULICS REPORT
FOR
PHELAN BUSINESS PARK - BULDING A
BOUNDED By JURUPA AVENUE (SOUTH), HEMLOCK AVE. (WEST)
(EAST), BEECH AVENUE (EAST) AND SANTA ANA AVENUE
(FARTHER NORTH)
CITY OF FONTANA
SAN BERNARDINO COUNTY
CALIFORNIA
PREPARED FOR:
SP U.S. OPPORTUNITY 5 JURUPA, L.P.
515 S. Flower Street
Suite #3100
Los Angeles, CA 90071
(213) 683-4326
JANUARY 2006
APPROVED BY:
ALBERT A. WEBB ASSOCIATES
PREPARED BY:
Tesfaye Demissie
Assistant Engineer
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SECTION 1 - SUMMARY
INTRODUCTION
METHODOLOGY
PROPOSED DRAINAGE CONDITIONS
HYDRAULIC CALCULATIONS
FINDINGS
SECTION 2 - PROPOSED HYDROLOGY- RATIONAL METHOD
10 -YEAR STORM
tOO-YEAR STORM
SECTION 3 - PROPOSED HYDRAULICS
WSPG FOR PROPOSED STORM DRAINS
LINE Al AND LINE A.1-1
LINE A2
CATCH BASIN AND INLET SIZING CALCULATIONS
HYDRAULIC ROUTING FOR LINE Al AND LINE A2
STORmTECH CHAMBER (LINE Al)
STORmTECH CHAMBER (LINE A2)
APPENDIX A - LOCATION MAP
APPENDIX B - REFERENCES
HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A. AREA (C-5)
SBFCD VALLEY AREA ISOHYETALS 10 YEAR 1 HOUR (B-3)
SBFCD VALLEY AREA ISOHYETALS 100 YEAR I HOUR (B-4)
SOIL PERCOLATION INVESTIGATION
BACK POCKETS
PROPOSED HYDROLOGY MAP
A L BE R T A.WEBBASSOCIATES
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SECTION I - SUMMARY
INTRODUCTION
The following hydrology study has been prepared for Building A of Phelan Business Park
located in the City of Fontana in San Bernardino County, CA. The project site is bounded by
Jurupa Ave. in the south, Hemlock Avenue in the west and Beech Avenue. in the east as shown
in Appendix A of this report. The approximate hydrologic area of the project site is 20.91 acres.
This project site does not receive any offsite runoff in the proposed condition (i.e. the drainage
so beyond the limits of the property line of this project is away from the project itself). There are
three drainage zones for this project: Subareas At and A2 that drain toward the StormTech
am chamber System at the northwest comer of the project, Subarea A3 that drains towards the
aw StormTech Chamber System at southwest corner and subareas that drain away from the project
along landscaped portion (A4 and A5). The latter comprises a total of 1.43 acres that is densely
Im vegetated with less runoff potential along the periphery of the project (west, south and east).
IN Subareas that drain toward the StormTech chambers consisted of roof drainage (9.15 acres),
me parking lots, landscaped area, etc. From StormTech Chamber Systems at both locations, treated
BMP runoff water and/or runoff during higher storm events will be discharged to a 30" storm
40 drain for ultimate discharge into an existing 66" Storm Drain (see Onsite Drainage Plan or
Hydrology Map) at approximate SD stations of 0+64± and 7+29± in Hemlock Avenue. The
objective of this report is to present the method used and engineering calculations carried out to
size onsite storm drain systems for safe runoff conveyance without affecting the surrounding
properties.
No METHODOLOGY
an For the proposed conditions, the 10 and 100 -year peak storm discharges of the sub -areas were
calculated using Civil Design Computer Software, which incorporates the San Bernardino
County Flood Control District (SBCFCD) Rational Method. Although the calculation included
both 10 and 100 year storm events, it is the 100 -year peak storm runoff that was used to size
storm drain system. The Los Angeles County Water Surface Pressure Gradient Program
(WSPGW) was utilized to evaluate the water surface elevation of the proposed storm drain
facilities. Unit Hydrograph (which is also incorporated SBCFCD methods) and routing
calculations were carried out using Unit Hydrograph and Flood Hydrograph Routing Programs
of the Civil Design Computer Software for SormTech Chamber Systems equipped with Rock
Filtration System (Subsurface Stormwater Management System).
W PROPOSED DRAINAGE CONDITIONS
As The proposed Building A of Phelan Business Park has three drainage zones. Subareas that drain
C,
to toward the StormTech Chamber System at the northwest corner (Subareas At and A2), Subarea
A3 that drain to the StormTech Chamber at the southwest corner, and subareas that drain away
from the project along landscaped portion (A4 and A5). The latter comprises a total of 1.43 acres
that is densely vegetated with less runoff potential along the periphery of the project (west, south
and east). Subareas that drain toward the StormTech chambers at the northwest and southwest
corner of the project consisted of roof drainage, parking lots, landscaped area, etc. The combined
roof drainage area is 9.15 acres which generates relatively clean runoff water. Runoff generated
from subareas At, A2 and A3 is conveyed to the StormTech Chamber where the BMP design
runoff is treated by the proposed Underground Stormwater Management System equipped with
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Filtration/Infiltration System. As stated above, there are two StormTech chamber locations for
this project: northwest and southwest corner of the project as shown on the hydrology map or
onsite drainage plans. These chambers (SC -740) are equipped with filtration system thereby
providing detention/retention and filtration function.
The 100 -year peak flow was utilized in the hydraulic analysis of the storm drain analysis
including the StormTech chamber system. The output obtained from the Rational Method of
SBCFCD is summarized in the table below for both 10 -year and 100 -year storm events under
proposed conditions. All calculations can be found in Section 2 of this report.
SUMMARY OF PEAK FLOw RATES FOR BUILDING A - PHELAN BUSINESS PARK
(RATIONAL METHOD)
Sub Area
Area
(Acres)
Storm Runoff (cfs)
Time of Concentration (Minutes)
10 -year
100 -year
I 0 -year
100 -year
A 1
8.58
16.5
25.1
13.2
13.2
A2
1.76
4.5
6.9
8.2
8.2
Drainage Zone 1
Subtotal
19.9
30.3
13.7
13.6
A3
9.15
19.0
28.9
11.7
11.7
Drainage Zone 2
Subtotal
19.0
28.9
11.7
11.7
A4
1.15
0.4
1.1
30
30
A5
0.32
0.1
0.4
27
27
Drainage Zone 3
Subtotal
0.5
1.5
30
30
Total
20.91
39.4
60.7
No HYDRAULIC CALCULATIONS
MM As stated earlier, WSPGW Program is utilized to evaluate the water surface pressure gradient for
the proposed storm drains. For storm drain Line A I system (Subareas A I and A2), a downstream
water surface elevation (W.S.) of 964.5± was utilized for the hydraulic analysis as obtained from
Jurupa Industrial Park Storm Drain Plans for Hemlock Avenue (Drawing 1788 at approximate
to SD Station of 7+28.65). The 100 year peak flow of 30.3 cfs was used to size the storm drains
that discharged to and from the StormTech Chamber System. The maximum water surface
elevation in the system obtained by this analysis during a 100 -year storm event is 967.4± which
is below the elevation of any opening in the system. This indicates that the proposed storm drain
system conveys the 100 -year storm event without inundating the surrounding or ponding. The
routed peak outflow for this storm drain system is 28.5 cfs due to the peak flow attenuation
capacity of the StormTech Chamber System (see routing calculations for Line Al system:
RoutBIdAnw.out). Similarly, for stormdrain Line A2 system (draining Subarea A3), a
40 downstream water surface elevation of 958.5± was utilized in the hydraulic analysis as obtained
from the same drawing mentioned above (Sheet 2 of 9: SD Station 0+64±). The maximum water
surface elevation obtained by this analysis is 964.4± which is below the elevation of any opening
am ALBERT A.WEBBASSOCIATES
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in the system. The system is designed for unrouted 100 -year peak flow rate of 28.9 cfs. The
routed peak flow is much less due attenuation by the proposed StormTech Chamber System.
Hydrologic Routing for Conveyance
(100 -year Storm)
Flood hydrograph routing method based on unit hydrograph for the contributing drainage area
was utilized to determine if the proposed stormdrain systems (Line Al and Line A2) are capable
of conveying 100 -year storm. The input data used in the analysis and outlet obtained from the
analysis are included in Section 3, and shown in the tables below. The analysis was carried out
using Civil Design Computer Software that incorporates SBCFCD methods. An average porosity
of 40% was used in the determination of the volume of the filter rock media beneath the
StormTech chambers. The routing indicated that the proposed BMPs are capable of conveying
the 100 year storm without inundating the surrounding properties. The percolation test result
obtained from Soil Percolation Investigation (see Reference Section) is utilized to determine the
infiltration rate of the rock filter media for the proposed BMP site as shown at the end of this
section.
StormTech Chamber System at
the northwest portion of Building A
(Tine A I Svstem)
Depth
(feet)
Volume
(Ac. Ft.)
Outflow
(Cf S)
0.00
0.00
0.00
1.00
0.04
0.40
2.00
0.08
0.41
3.00
0.12
0.50
4.00
0.15
0.55
5.00
0.19
0.60
6.00
0.25
1.00
7.50
0.33
28.50
StormTech Chamber System at
the southwest portion of Building A
(Line A2 Svstem)
Depth
(feet)
Volume
(Ac. Ft.)
Ouff low
(Cf S)
0.00
0.00
0.00
1.00
0.05
0.50
2.00
0.09
0.51
3.00
0.14
0.60
4.00
0.19
0.70
5.00
0.24
0.75
6.00
0.29
1.00
7.50
0.37
17.50
WM FINDINGS
am The hydrology and hydraulic analyses prepared in this report are comprehensive and evaluate the
drainage impacts associated with the development of this project. More impervious surface will
cover the proposed site under proposed condition than the existing condition. Onsite proposed
stormdrain systems will be constructed to convey the runoff generated after development of the
proposed project. The proposed subsurface Stormwater management system (StormTech
Chambers with Rock Filter System) will be constructed to treat the first flush of runoff via.
filtration system. At each location of the StormTech Chamber system, there is one row of
StormTech Isolator which receives BMP runoff to intercept sediments, trashes, etc. prior to other
rows of chambers. This row is provided with AASHTO Class I woven geotextile over the rock
filter system to keep the trashes or sediments for required maintenance works. The sole purpose
of the isolator row is for regular maintenance and regular inspection of trash, debris, sediments,
etc. (See details of the StormTech System on onsite drainage plan). Higher storm events from the
project site will be safely conveyed to the existing storm drains (66" RCP storm drain along
Hemlock Avenue) for further conveyance. The calculations (hydrolocric and hydraulic analyses)
within this report substantiate that this project can be developed as proposed with no detrimental
effect to the surrounding properties.
ALBERT AWEBBASSOCIATES
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Building A (Northern Portion)
Subrareas All and A2
BMP bottom area
0.08 Acre
Infiltration rate
20
Inches/hr (see soil report dated January 9, 2007)
Safety Factor
4.0
Qinfiftration
0.4
CFS
Vinfiltration (24 hours)
0.80
Ac. Ft.
Calculated BMP Design Volume
BMP design volume
1.00
Ac. Ft.
Required BMP Volume
0.20
Ac. Ft.
Provided BMP Design
Roch Filter Depth, D
5.0
Feet
Provided BMP Volume
0.23
Ac. Ft. (which meets or exceeds BMP requirement)
F7Total BMP volume provided
1.0
Ac.Ft. (which meets or exceeds BMP volume requirement)
Building A (Southern Portion)
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Subrareas A3
BMP bottom area
0.10 Acre
Infiltration rate
20
Inches/hr (see soil report dated January 9, 2007)
Safety Factor
5.00
Oinfiftration
0.50
CFS
Vinfiltration (24 hours)
0.80
Ac. - Ft
Calculated BMP Design Volume
BMP design volume
0.89
Ac. Ft.
Required BMP Volume
0.10
Ac. Ft.
Provided BMP Design
Roch Filter Depth, D
4.00
Feet
Provided BMP Volume
0.20
Ac. Ft.
Total Provided including Filtration
1.0
acre-foot (which meets or exceeds BMP volume requirement
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SECTION 2 - PROPOSED HYDROLOGY (RATIONAL METHOD)
10 -YEAR STORM
100 -YEAR STORM
ALBERT A.WEBBASSOCIATES
RATIONAL METHOD - 10 -YEAR STORm EVENT
aw BUILDING A
(BUILDING, PARKING LOTS, LANDSCAPING, ETC.)
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06386HYDlOA1.oUt
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: 01/1S/07
------------------------------------------------------------------------
PROPOSED HYDROLOGY FOR JURUPA BUSINESS PARK
W.O. 06-0386
TD 15 JAN 2007
ft BUILDING A
------------------------------------------------------------------------
Program License Serial Number 4010
-----------------------------------------------------------------------
********* Hydrology Study Control Information
-------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall 0.900 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
......................................................................
Process from Point/Station 10.000 to Point/Station 11.000
**** INITIAL AREA EVALUATION ****
60
......................................................................
Im Process from Point/Station 11.000 to Point/Station 14.000
do **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 63.000(Ft.)
M Downstream point/station elevation 62.500(Ft.)
Pipe length = 85.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 16.464(CFS)
Given pipe size 30.00(In.)
Calculated individual pipe flow 16.464(CFS)
Normal flow depth in pipe 15.41(In.)
Flow top width inside pipe 29.99(In.)
Critical Depth = 16.45(In.)
Pipe flow velocity = 6.48(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) 13.44 min.
"a
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Page 1
COMMERCIAL subarea type
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) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Initial subarea data:
Initial area flow distance 995.000(Ft.)
Top (of initial area) elevation = 75.000(Ft.)
Bottom (of initial area) elevation 68.680(Ft.)
Difference in elevation = 6.320(Ft.)
Slope = 0.00635 s(%)= 0.64
No
TC = k(O.304)*[(length'3)/(elevation change)1^0.2
Initial area time of concentration = 13.226 min.
Rainfall intensity = 2.230(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C 0.861
Subarea runoff = 16.464(CFS)
Total initial stream area = 8.580(Ac.)
Pervious area fraction 0.100
Initial area Fm value 0.098(In/Hr.)
60
......................................................................
Im Process from Point/Station 11.000 to Point/Station 14.000
do **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 63.000(Ft.)
M Downstream point/station elevation 62.500(Ft.)
Pipe length = 85.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 16.464(CFS)
Given pipe size 30.00(In.)
Calculated individual pipe flow 16.464(CFS)
Normal flow depth in pipe 15.41(In.)
Flow top width inside pipe 29.99(In.)
Critical Depth = 16.45(In.)
Pipe flow velocity = 6.48(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) 13.44 min.
"a
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Page 1
06386HYDlOA1.out
......................................................................
W Process from Point/Station 11.000 to Point/Station 14.000
im **** PIPEFLOW TRAVEL TIME (Program estimated size) ****
am ......................................................................
of Process from Point/Station 14.000 to Point/Station 14.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream nu er 1
Stream flow area = 8.580(Ac.)
Runoff from this stream 16.464(CFS)
Time of concentration 13.67 min.
Rainfall intensity = 2.186(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
am Area averaged Pervious ratio (Ap) = 0.1000
aw
am
am
......................................................................
Process from Point/Station 12.000 to Point/Station 13.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
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) = 0.1000 Max loss rate(Fm)=
Initial subarea data:
Initial area flow distance 350.000(Ft.)
Top (of initial area) elevation = 71.650(Ft.)
Bottom (of initial area) elevation 68.700(Ft.)
Difference in elevation = 2.950(Ft.)
Slope = 0.00843 s(%)= 0.84
TC = k(O.304)*((length'3)/(elevation change)1^0.2
Initial area time of concentration = 8.229 min.
Rainfall intensity = 2.964(In/Hr) for a 10.
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff = 4.541(CFS)
Total initial stream area = 1.760(Ac.)
Pervious area fraction 0.100
Initial area Fm value 0.098(In/Hr)
0.098(In/Hr)
0 year storm
is C = 0.870
......................................................................
Process from Point/Station 13.000 to Point/Station 14.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 63.700(Ft.)
Downstream point/station elevation 63.500(Ft.)
Pipe length = 8S.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.541(CFS)
Nearest computed pipe diameter 18.00(In.)
Calculated individual pipe flow 4.541(CFS)
Normal flow depth in pipe 13.24(In.)
Flow top width inside pipe 15.87(In.)
Critical Depth = 9.82(In.)
Pipe flow velocity = 3.26(Ft/s)
Travel time through pipe 0.43 min.
Page 2
Upstream point/station elevation = 63.000(Ft.)
Downstream point/station elevation 62.500(Ft.)
Pipe length = 85.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 16.464(CFS)
Nearest computed pipe diameter 24.00(In.)
Calculated individual pipe flow 16.464(CFS)
Normal flow depth in pipe 18.66(In.)
so
Flow top width inside pipe 19.97(In.)
Critical Depth = 17.55(In.)
Pipe flow velocity = 6.28(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) 13.67 min.
am ......................................................................
of Process from Point/Station 14.000 to Point/Station 14.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream nu er 1
Stream flow area = 8.580(Ac.)
Runoff from this stream 16.464(CFS)
Time of concentration 13.67 min.
Rainfall intensity = 2.186(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
am Area averaged Pervious ratio (Ap) = 0.1000
aw
am
am
......................................................................
Process from Point/Station 12.000 to Point/Station 13.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
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) = 0.1000 Max loss rate(Fm)=
Initial subarea data:
Initial area flow distance 350.000(Ft.)
Top (of initial area) elevation = 71.650(Ft.)
Bottom (of initial area) elevation 68.700(Ft.)
Difference in elevation = 2.950(Ft.)
Slope = 0.00843 s(%)= 0.84
TC = k(O.304)*((length'3)/(elevation change)1^0.2
Initial area time of concentration = 8.229 min.
Rainfall intensity = 2.964(In/Hr) for a 10.
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff = 4.541(CFS)
Total initial stream area = 1.760(Ac.)
Pervious area fraction 0.100
Initial area Fm value 0.098(In/Hr)
0.098(In/Hr)
0 year storm
is C = 0.870
......................................................................
Process from Point/Station 13.000 to Point/Station 14.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 63.700(Ft.)
Downstream point/station elevation 63.500(Ft.)
Pipe length = 8S.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.541(CFS)
Nearest computed pipe diameter 18.00(In.)
Calculated individual pipe flow 4.541(CFS)
Normal flow depth in pipe 13.24(In.)
Flow top width inside pipe 15.87(In.)
Critical Depth = 9.82(In.)
Pipe flow velocity = 3.26(Ft/s)
Travel time through pipe 0.43 min.
Page 2
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Page 3
06386HYDlOA1.out
Time of concentration (TC) 8.66 min.
go
......................................................................
Process from Point/station 14.000 to Point/Station 14.000
**** CONFLUENCE OF MI14OR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.760(Ac.)
Runoff from this stream = 4.541(CFS)
Time of concentration 8.66 min.
Rainfall intensity = 2.874(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
60
1 16.46 8.580 13 .67 0.098 2.186
2 4.54 1.760 8.66 0.098 2.874
PM
Qmax(l) =
1.000 * 1.000 * 16.464) +
aw
0.752 * 1.000 * 4.541) + = 19.879
Qmax(2) =
1.329 * 0.634 * 16.464) +
am
1.000 * 1.000 * 4.541) + = 18.413
Total of 2 streams to confluence:
Flow rates before confluence point:
16.464 4.541
Maximum flow rates at confluence using above data:
kow
19.879 18.413
Area of streams before confluence:
8.580 1.760
Effective area values after confluence:
10.340 7.198
Results of confluence:
Total flow rate = 19.879(CFS)
Time of concentration = 13.670 min.
Effective stream area after confluence 10.340(Ac.)
Study area average Pervious fraction(Ap) 0.100
Study area average soil loss rate(Fm) = 0.098(In/Hr)
Study area total (this main stream) = 10.34(Ac.)
End of computations, Total Study Area = 10.34 (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) = 0.100
Area averaged SCS curve number = 32.0
1W
0
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1W
Page 3
AW
......................................................................
Process from Point/Station 18.000 to Point/Station 19.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 59.000(Ft.)
go Downstream point/station elevation 58.500(Ft.)
Pipe length = 25.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.968(CFS)
Nearest computed pipe diameter 21.00(In.)
Calculated individual pipe flow 18.968(CFS)
Normal flow depth in pipe 14.84(In.)
Flow top width inside pipe 19.13(In.)
Critical Depth = 18.87(In.)
Pipe flow velocity = 10.45(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) 11.73 min.
End of computations, Total Study Area 9.15 (Ac.)
The following figures may
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Page I
COMMERCIAL subarea type
06386HYD10A3.out
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: 01/1S/07
------------------------------------------------------------------------
we
PROPOSED HYDROLOGY FOR JURUPA BUSINESS PARK
W.O. 06-0386
so
15 JAN 2007
BUILDING A
------------------------------------------------------------------------
am
Difference in elevation = 10.190(Ft.)
MP
Program License Serial Number 4010
------------------------------------------------------------------------
********* Hydrology Study Control Information
------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall 0.900 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
Initial area Fm value 0.098(In/Hr)
......................................................................
Process from Floint/Station 17.000 to Point/Station 18.000
INITIAL AREA EVALUATION
AW
......................................................................
Process from Point/Station 18.000 to Point/Station 19.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 59.000(Ft.)
go Downstream point/station elevation 58.500(Ft.)
Pipe length = 25.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.968(CFS)
Nearest computed pipe diameter 21.00(In.)
Calculated individual pipe flow 18.968(CFS)
Normal flow depth in pipe 14.84(In.)
Flow top width inside pipe 19.13(In.)
Critical Depth = 18.87(In.)
Pipe flow velocity = 10.45(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) 11.73 min.
End of computations, Total Study Area 9.15 (Ac.)
The following figures may
XM
aw
Page I
COMMERCIAL subarea type
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) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
we
Initial subarea data:
Initial area flow distance 950.000(Ft.)
so
Top (of initial area) elevation = 77.300(Ft.)
Bottom (of initial area) elevation 67.110(Ft.)
am
Difference in elevation = 10.190(Ft.)
Slope = 0.01073 s(%)= 1.07
TC = k(O.304)*[(length'3)/(elevation change)1'0.2
Initial area time of concentration = 11.692 min.
Rainfall intensity = 2.401(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C 0.863
Subarea runoff = 18.968(CFS)
Total initial stream area = 9.150(Ac.)
Pervious area fraction 0.100
Initial area Fm value 0.098(In/Hr)
AW
......................................................................
Process from Point/Station 18.000 to Point/Station 19.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 59.000(Ft.)
go Downstream point/station elevation 58.500(Ft.)
Pipe length = 25.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.968(CFS)
Nearest computed pipe diameter 21.00(In.)
Calculated individual pipe flow 18.968(CFS)
Normal flow depth in pipe 14.84(In.)
Flow top width inside pipe 19.13(In.)
Critical Depth = 18.87(In.)
Pipe flow velocity = 10.45(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) 11.73 min.
End of computations, Total Study Area 9.15 (Ac.)
The following figures may
XM
aw
Page I
06386HYDlOA3.out
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) 0.100
OR Area averaged SCS curve number 32.0
so
No
am
No
m-
ow
00
Page 2
"M
06386HYDlOA4.out
M San Bernardino County Rational Hydrology Program
W (Hydrology Manual Date - August 1986)
In CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1
Rational Hydrology Study Date: 01/1S/07
so------------------------------------------------------------------------
Program License Serial Number 4010
------------------------------------------------------------------------
********* Hydrology Study Control Information
------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall 0.900 (In.)
Slope used for rainfall intensity curve b = 0.6000
aw Soil antecedent moisture condition (AMC) = 2
MM
......................................................................
400 Process from Point/Station 20.000 to Point/Station 21.000
**** INITIAL AREA EVALUATION ****
4M
AW
4"
do
Page 1
UNDEVELOPED (dense 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
aw
SCS curve number for soil(AMC 2) = 38.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.934(In/Hr)
Initial subarea data:
Initial area flow distance 580.000(Ft.)
Top (of initial area) elevation = 70.190(Ft.)
Bottom (of initial area) elevation 64.400(Ft.)
Difference in elevation = 5.790(Ft.)
Slope = 0.00998 s(%)= 1.00
TC = k(O.935)*[(length'3)/(elevation change)]^0.2
*a
Initial area time of concentration = 29.946 min.
Rainfall intensity = 1.366(In/Hr) for a 10.0 year storm
an
Effective runoff coefficient used for area (Q=KCIA) is C = 0.284
Subarea runoff = 0.427(CFS)
low
Total initial stream area = 1.100(Ac.)
Pervious area fraction 1.000
Initial area Fm value 0.934(In/Hr)
oft
End of computations, Total Study Area 1.10 (Ac.)
"W
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 = 38.0
4M
AW
4"
do
Page 1
40 06386HYDlOA5.out
40 San Bernardino County Rational Hydrology Program
W (Hydrology Manual Date - August 1986)
PM CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1
Rational Hydrology Study Date: 01/15/07
to----------------------------------- ------------------------------------
am
Program License Serial Number 4010
aw
------------------------------------------------------------------------
********* Hydrology Study Control Information
6W------------------------------------------------------------------------
Rational hydrology study storm event year is 10.0
om
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall 0.900 (In.)
Slope used for rainfall intensity curve b = 0.6000
aw
Soil antecedent moisture condition (AMC) = 2
.................................................................
Process from Point/Station 22.000 to Point/Station 23.000
**** INITIAL AREA EVALUATION ****
UNDEVELOPED (dense 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) = 38.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.934(In/Hr)
Initial subarea data:
Initial area flow distance 528.000(Ft.)
4W
Top (of initial area) elevation = 75.500(Ft.)
Bottom (of initial area) elevation 68.200(Ft.)
Difference in elevation = 7.300(Ft.)
Slope = 0.01383 s(%)= 1.38
TC = k(0.935)*[(length'3)/(elevation change)]^0.2
Initial area time of concentration = 27.023 min.
Rainfall intensity = 1.452(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C 0.321
Subarea runoff = 0.149(CFS)
Total initial stream area = 0.320(Ac.)
Pervious area fraction 1.000
Initial area Fm value 0.934(In/Hr)
End of computations, Total Study Area 0.32 (Ac.)
MW
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
an
effects caused by confluences in the rational equation.
ft
Area averaged pervious area fraction(Ap) = 1.000
Area averaged SCS curve number = 38.0
4W
1W
MM Page 1
ow
on
4W
iew
mom
vo
om
aw
am
bw
am
40
4W
fw
an
RATIONAL METHOD - 100 -YEAR STORm EVENT
BUILDING A
(BUILDING, PARKING LOTS, LANDSCAPING, ETC.)
06386HYD10OAl.out'
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1
so Rational Hydrology Study Date: 01/15/07
------------------------------------------------------------------------
PROPOSED HYDROLOGY FOR JURUPA BUSINESS PARK
W.O. 06-0386
TD 15 JAN 2007
BUILDING A
------------------------------------------------------------------------
em
Program License Serial Number 4010
to
------------------------------------------------------------------------
0M ********* Hydrology Study Control Information
No------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 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 10.000 to Point/Station 11.000
INITIAL AREA EVALUATION
......................................................................
Process from Point/station 11.000 to Point/station 14.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
so Upstream point/station elevation = 63.000(Ft.)
Downstream point/station elevation 62.500(Ft.)
40 Pipe length = 85.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 25.073(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow 2S.073(CFS)
Normal flow depth in pipe 20.25(In.)
Flow top width inside pipe 28.10(In.)
Critical Depth = 20.46(In.)
Pipe flow velocity = 7.12(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) 13.42 min.
Page 1
bw
COMMERCIAL subarea type
MW
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
OM
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
40
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Initial subarea data:
an
Initial area flow distance 995.000(Ft.)
IN
Top (of initial area) elevation = 75.000(Ft.)
Bottom (of initial area) elevation 68.680(Ft.)
Difference in elevation = 6.320(Ft.)
on
Slope = 0.00635 s(%)= 0.64
TC = k(O.304)*[(lengthA3)/(elevation change)]AO.2
so
Initial area time of concentration = 13.226 min.
Rainfall intensity = 3.345(In/Hr) for a 100.0 year storm
am
Effective runoff coefficient used for area (Q=KCIA) is C 0.874
Subarea runoff = 25.073(CFS)
so
Total initial stream area = 8.580(Ac.)
Pervious area fraction 0.100
an
Initial area Fm value 0.098(In/Hr)
......................................................................
Process from Point/station 11.000 to Point/station 14.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
so Upstream point/station elevation = 63.000(Ft.)
Downstream point/station elevation 62.500(Ft.)
40 Pipe length = 85.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 25.073(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow 2S.073(CFS)
Normal flow depth in pipe 20.25(In.)
Flow top width inside pipe 28.10(In.)
Critical Depth = 20.46(In.)
Pipe flow velocity = 7.12(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) 13.42 min.
Page 1
bw
am Along Main Stream number: 1 in normal stream number 1
Stream flow area = 8.580(Ac.)
No Runoff from this stream = 25.073(CFS)
Time of concentration 13.62 min.
Rainfall intensity = 3.286(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
......................................................................
06386HYD10OAl.out
law
......................................................................
an
Process from Point/station 11.000 to Point/Station 14.000
PIPEFLOW TRAVEL TIME (Program estimated size)
to
Decimal fraction soil group B = 0.000
Upstream point/station elevation 63.000(Ft.)
Downstream point/station elevation 62.500(Ft.)
go
Pipe length = 85.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 25.073(CFS)
Nearest computed pipe diameter 30.00(In.)
Calculated individual pipe flow 25.073(CFS)
Normal flow depth in pipe 20.25(In.)
Flow top width inside pipe 28.10(In.)
Critical Depth = 20.46(In.)
Pipe flow velocity = 7.12(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) 13.62 min.
dw
Rainfall intensity = 4.446(In/Hr) for a 100.0 year storm
......................................................................
go
Process from Point/Station 14.000 to Point/Station 14.000
aw
**** CONFLUENCE OF MINOR STREAMS ****
am Along Main Stream number: 1 in normal stream number 1
Stream flow area = 8.580(Ac.)
No Runoff from this stream = 25.073(CFS)
Time of concentration 13.62 min.
Rainfall intensity = 3.286(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
tw
......................................................................
Process from Point/Station 12.000 to Point/Station 13.000
law
INITIAL AREA EVALUATION
an
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
to
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
on
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 max loss rate(Fm)= 0.098(In/Hr)
Initial subarea data:
Initial area flow distance 350.000(Ft.)
Top (of initial area) elevation = 71.650(Ft.)
Bottom (of initial area) elevation = 68.700(Ft.)
Difference in elevation = 2.950(Ft.)
Slope = 0.00843 s(%)= 0.84
TC = k(O.304)*[(length^3)/(elevation change)]'0.2
Initial area time of concentration = 8.229 min.
dw
Rainfall intensity = 4.446(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.880
go
Subarea runoff = 6.888(CFS)
Total initial stream area = 1.760(Ac.)
Pervious area fraction 0.100
Initial area Fm value 0.098(In/Hr)
4ft
1W
......................................................................
Process from Point/Station 13.000 to Point/Station 14.000
PIPEFLOW TRAVEL TIME (Program estimated size)
am
Upstream point/station elevation 63.700(Ft.)
1W
Downstream point/station elevation 63.500(Ft.)
Pipe length = 85.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.888(CFS)
Nearest computed pipe diameter 21.00(In.)
Calculated individual pipe flow 6.888(CFS)
Normal flow depth in pipe 15.52(In.)
Flow top width inside pipe 18.4S(In.)
Critical Depth = 11.63(In.)
too
Pipe flow velocity = 3.61(Ft/s)
Travel time through pipe 0.39 min.
WM
Page 2
tw
Wo
IN
am Page 3
VAW
06386HYD10OAl.out
Time of concentration (TC) 8.62 min.
......................................................................
Process from Point/Station 14.000 to Point/station 14.000
M
**** CONFLUENCE OF MINOR STREAMS ****
1W
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.760(Ac.)
40
Runoff from this stream = 6.888(CFS)
Time of concentration 8.62 min.
1W
Rainfall intensity = 4.324(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 25.07 8.580 13.62 0.098 3.286
2 6.89 1.760 8.62 0.098 4.324
Qmax(V =
1.000 * 1.000 * 25.073) +
0.754 * 1.000 * 6.888) + = 30.270
Qmax(2) =
1.326 * 0.633 * 2S.073) +
1.000 * 1.000 * 6.888) + = 27.921
aw
Total of 2 streams to confluence:
Flow rates before confluence point:
oft
25.073 6.888
so
Maximum flow rates at confluence using above data:
30.270 27.921
Area of streams before confluence:
so
8.580 1.760
Effective area values after confluence:
SW
10.340 7.189
Results of confluence:
on
Total flow rate = 30.270(CFS)
Time of concentration = 13.624 min.
Effective stream area after confluence 10.340(Ac.)
Study area average Pervious fraction(Ap) 0.100
Study area average soil loss rate(Fm) = 0.098(In/Hr)
Study area total (this main stream) = 10.34(Ac.)
End of computations, Total Study Area = 10.34 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
go
Note: These figures do not consider reduced effective area
10
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.100
on
Area averaged SCS curve number = 32.0
4W
Wo
IN
am Page 3
VAW
06386HYD10OA3.out
so 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: 01/15/07
- ----------------------------------------------------------------------
PROPOSED HYDROLOGY FOR JURUPA BUSINESS PARK
oft W.O. 06-0386
15 JAN 2007
No BUILDING A
------------------------------------------------------------------------
am
ON Program License Serial Number 4010
------------------------------------------------------------------------
an ********* Hydrology Study Control Information
No------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
am Computed rainfall intensity:
to Storm year = 100.00 1 hour rainfall 1.350 (In.)
Slope used for rainfall intensity curve b = 0,6000
Soil antecedent moisture condition (AMC) = 2
am
IN ......................................................................
Process from Point/Station 17.000 to Point/Station 18.000
oft **** INITIAL AREA EVALUATION ****
ow
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group 3 = 0.000
po
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
00
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 max loss rate(Fm)= 0.098(In/Hr)
am
Initial subarea data:
Initial area flow distance 950.000(Ft.)
No
Top (of initial area) elevation = 77.300(Ft.)
Bottom (of initial area) elevation 67.110(Ft.)
am
Difference in elevation = iO.190(Ft.)
Slope = 0.01073 s(%)= 1.07
(AW
TC = k(0.304)*[(length'3)/(elevation change)1'0.2
Initial area time of concentration = 11.692 min.
Rainfall intensity = 3.602(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.876
Subarea runoff = 28.854(CFS)
Total initial stream area = 9.150(Ac.)
Pervious area fraction 0.100
Initial area Fm value 0.098(In/Hr)
......................................................................
Process from Point/Station 18.000 to Point/Station 19.000
do **** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 59.000(Ft.)
M Downstream point/station elevation 58.500(Ft.)
Pipe length = 25.00(Ft.) Manning's N = 0.013
W No. of pipes = 1 Required pipe flow = 28.854(CFS)
Nearest computed pipe diameter 24.00(In.)
so Calculated individual pipe flow 28.854(CFS)
Normal flow depth in pipe 17.84(In.)
a Flow top width inside pipe 20.97(In.)
Critical Depth = 22.13(In.)
40 Pipe flow velocity = 11.53(Ft/s)
Travel time through pipe = 0.04 min.
No Time of concentration (TC) 11.73 min.
End of computations, Total Study Area = 9.15 (Ac.)
am The following figures may Page 1
0W
06386HYD10OA3.out
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) = 0.100
Area averaged SCS curve number = 32.0
am
Ow
4M
40
No
to
OM
No
oft
low
Ow.
kw
OM
Ow
oft
kw
on
w
4"
w
am Page 2
Ow
06386HYD10OA4.out
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
am CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1
Rational Hydrology Study Date: 01/15/07
1W------------------------------------------------------------------------
no
Program License Serial Number 4010
to
------------------------------------------------------------------------
oft ********* Hydrology Study Control Information
#MO ------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
On Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall 1.350 (In.)
4W Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
ow
......................................................................
we Process from Point/Station 20.000 to Point/Station 21.000
**** INITIAL AREA EVALUATION ****
Oft
UNDEVELOPED (dense cover) subarea
1W
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
OM
Decimal fraction soil group D = 0.000
low
SCS curve number for soil(AMC 2) = 38.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.934(In/Hr)
Initial subarea data:
MM
Initial area flow distance 580.000(Ft.)
Top (of initial area) elevation = 70.190(Ft.)
Bottom (of initial area) elevation 64.400(Ft.)
Difference in elevation = 5.790(Ft.)
Slope = 0.00998 s(%)= 1.00
TC = k(O.935)*[(length A 3)/(elevation change) ]A0 .2
Initial area time of concentration = 29.946 min.
Rainfall intensity = 2.048(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C 0.489
Subarea runoff = 1.103(CFS)
Total initial stream area = 1.100(Ac.)
Pervious area fraction 1.000
Initial area Fm value 0.934(In/Hr)
End of computations, Total Study Area 1.10 (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) = 1.000
Area averaged SCS curve number = 38.0
GN
1W
Page 1
06386HYD10OA5.out
40 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: 01/15/07
------------------------------------------------------------------------
0
go
do
No Page 1
1W
Program License Serial Number 4010
------------------------------------------------------------------------
Hydrology Study Control Information
ow
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
PM
Storm year = 100.00 1 hour rainfall 1.350 (In.)
Slope used for rainfall intensity curve b = 0.6000
No
Soil antecedent moisture condition (AMC) = 2
am
......................................................................
im
Process from Point/Station 22.000 to Point/Station 23.000
INITIAL AREA EVALUATION
oft
UNDEVELOPED (dense cover) subarea
to
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) = 38.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.934(In/Hr)
Initial subarea data:
Initial area flow distance 528.000(Ft.)
Top (of initial area) elevation = 75.500(Ft.)
aw
Bottom (of initial area) elevation 68.200(Ft.)
Difference in elevation = 7.300(Ft.)
om
Slope = 0.01383 s (96) = 1.38
] A0
TC = k(O.935)*[(length�3)/(elevation change) .2
ow
Initial area time of concentration = 27.023 min.
Rainfall intensity = 2.179(In/Hr) for a 100.0 year storm
OM
Effective runoff coefficient used for area (Q=KCIA) is C 0.514
Subarea runoff = 0.358(CFS)
6W
Total initial stream area = 0.320(Ac.)
Pervious area fraction 1.000
PM
Initial area Fm value 0.934(In/Hr)
End of computations, Total Study Area 0.32 (Ac.)
#No
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
4M
effects caused by confluences in the -rational equation.
4W
Area averaged pervious area fraction(Ap) = 1.000
Area averaged SCS curve number = 38.0
0
go
do
No Page 1
1W
m
ON
11w
'am
so
0,
41W
low
SECTION 3 - ONSITE PROPOSED HYDRAULICS
WSPG FOR PROPOSED STORM DRAINS
LINE Al AND LINE Al- I
LINE A2
CATCH BASIN AND INLET SIZING CALCULATIONS
HYDRAULIC ROUTING FOR LINE Al AND LINE A2
STORmTECH CHAMBER (LINE A 1)
STORmTECH CHAMBER (LINE A2)
ALBERT A.WEBBASSOCIATES
4m
m
go
ow
WSPG FOR PROPOSED STORM DRAINS
LINE Al AND LINE AM
LINE A2
ALBERT A.WEBBASSOCIATES
I I I I a I a I a i a I I I I I I I I I I I I I I I I I I I I I I I a j a I
Tl
HYDRAULIC ANALYSIS
FOR STORM DRAIN IN THE NORTH EASTERN PORTION 0
T2
BUILDING A,
JURUPA
BUSINESS PARK, W.O. 06-0386
T3
01/22/07; LINE
Al
(NW CORNER); TD; LINE-Al.OUT
so
100.000
960.540
1 964.540
*
144.440
961.050
1 .013
.000 45.000 0
*
196.480
961.560
1 .012
.000 45.000 0
TS
202.480
961.850
4 .015
.000
R
323.480
962.000
4 .015
.000 45.000 0
TS
329.480
962.100
1 .012
.000
R
333.480
962.250
1 .012
.000 45.000 0
ix
339.270
962.310
1 2 .012 5.200 965.300
90.0 45.000
R
412.990
964.180
1 .012
.000 45.000 0
TS
418.990
965.680
2 .012
-45.000
SH
418.990
965.680
2 965.680
CD
1 4 1
.000
2.500 .000 .000 .000 .00
CD
2 4 1
.000
2.000 .000 .000 .000 .00
CD
3 4 1
.000
1.500 .000 .000 .000 .00
CD
4 3 3
2.000
2.500 27.000 .000 .000 .00
Q
25.100
.0
FILE:
LINE-Al.WSW
W S P G W - EDIT LISTING - Version 14.06
Date: 1-22-2007
Time: 9:33:26
WATER SURFACE PROFILE -
CHANNEL DEFINITION LISTING
PAGE 1
CARD SECT
CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR
INV Y(l) 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
4
1 2.500
CD 2
4
1 2.000
CD 3
4
1 1.500
CD 4
3
3 2.000 2.500 27.000 .000 .000
.00
W S P G W
PAGE NO 1
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING
LINE
NO 1 IS
-
HYDRAULIC ANALYSIS FOR STORM DRAIN
IN THE NORTH EASTERN PORTION
HEADING
LINE
NO 2 IS
-
BUILDING A, JURUPA BUSINESS PARK,
W.O. 06-0386
HEADING
LINE
NO 3 IS
-
01/22/07; LINE Al (NW CORNER); TD;
LINE-Al.OUT
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
100.000 960.540 1
964.540
ELEMENT NO
2 IS A
REACH
U/S DATA STATION INVERT SECT
N
RADIUS
ANGLE ANG PT MAN H
144.440 961.050 1
.013
.000
.000 45.000 0
ELEMENT NO
3 IS A
REACH
U/S DATA STATION INVERT SECT
N
RADIUS
ANGLE ANG PT MAN H
196.480 961.560 1
.012
.000
.000 45.000 0
I I a I a I a I a I a I I I I I I I I I I I a i a I I I I I I I I I a I I I
ELEMENT
NO
4
IS
A TRANSITION
U/S DATA
STATION
INVERT
SECT
N
202.480
961.850
4
.015
ELEMENT
NO
5
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
323.480
962.000
4
.015
ELEMENT
NO
6
IS
A TRANSITION
U/S DATA
STATION
INVERT
SECT
N
329.480
962.100
1
.012
ELEMENT
NO
7
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
333.480
962.250
1
.012
ELEMENT
NO
8
IS
A JUNCTION
UIS DATA
STATION
INVERT
SECT LAT -1 LAT -2
N Q3
339.270
962.310
1 2 0
.012 5.200
ELEMENT
NO
9
IS
A REACH
U/S DATA
STATION
INVERT
SECT
412.990
964.180
1
.012
ELEMENT
NO
10
IS
A TRANSITION
U/S DATA
STATION
INVERT
SECT
N
418.990
965.680
2
.012
ELEMENT
NO
11
IS
A SYSTEM HEADWORKS
U/S DATA
STATION
INVERT
SECT
-418.990
965.680
2
RADIUS ANGLE
.000 .000
RADIUS ANGLE ANG PT MAN H
.000 .000 45.000 0
RADIUS ANGLE
.000 .000
RADIUS ANGLE ANG PT MAN H
.000 .000 45.000 0
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.000 965.300 .000 90.000 .000
RADIUS ANGLE
7.372 45.000
RADIUS ANGLE ANG PT MAN H
.000 .000 45.000 0
RADIUS ANGLE
7.639 -45.000
W S ELEV
965.680
I I a i a I a I k I # I I I I I I I I I I I I I I I I I I I I I a I I I a I
FILE: LINE-Al.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1
Program Package Serial Number: 1585
WATER SURFACE PROFILE LISTING Date: 1-22-2007 Time: 9:33:27
HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE NORTH EASTERN PORTION
BUILDING A, JURUPA BUSINESS PARK, W.O. 06-0386
01/22/07; LINE Al (NW CORNER); TD; LINE Al.OUT
Invert Depth Water Q Vel Vel I Energy I super ICriticallFlow ToplHeight/lBase Wtj INo Wth
Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D,I ZL IPrs/Pip
L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch
100.000 960.540 4.000 964.540 30.30 6.17 .59 965.13 .00 1.88 .00 2.500 .000 .00 1 .0
44.440 .0115 .0055 .24 4.00 .00 1.53 .013 .00 .00 PIPE
144.440 961.050 3.820 964.870 30.30 6.17 .59 965.46 .00 1.88 .00 2.500 .000 .00 1 .0
52'. 040 .0098 .0046 .24 3.82 .00 1.52 .012 .00 .00 PIPE
196.480 961.560 3.640 965.200 30.30 6.17 .59 965.79 .00 1.88 .00 2.500 .000 .00 1 .0
TRANS STR .0483 .0000 .00 3.64 .00 .015 .00 .00 PIPE
202.480 961.850 4.105 965.955 30.30 .58 .01 965.96 .00 .40 27.00 2.500 27.000 .00 3 2.0
121.000 .0012 .0000 .01 4.11 .07 .64 .015 .00 .00 BOX
323 .480 962.000 3.961 965.961 30.30 .58 .01 965.97 .00 .40 27.00 2.500 27.000 .00 3 2.0
TRANS STR .0167 .0023 .01 3.96 .07 .012 .00 .00 BOX
329.480 962.100 3.582 965.682 30.30 6.17 .59 966.27 .00 1.88 .00 2.500 .000 .00 1 .0
4.000 .0375 .0046 .02 3.58 .00 1.02 .012 .00 .00 PIPE
333.480 962.250 3.538 965.788 30.30 6.17 .59 966.38 .00 1.88 .00 2.500 .000 .00 1 .0
JUNCT STR .0104 .0039 .02 .00 .00 .012 .00 .00 PIPE
339.270 962.310 3.872 966.182 25.10 5.11 .41 966.59 .00 1.71 .00 2.500 .000 .00 1 .0
50.421 .0254 .0032 .16 3.87 .00 1.03 .012 .00 .00 PIPE
389.691 963.589 2.801 966.390 25.10 5.11 .41 966.80 .00 1.71 .00 2.500 .000 .00 1 .0
HYDRAULIC JUMP
a I a I I I a I a I a I I I a i I I IF I I I I I I I I I I I a I I I I I a I
FILE: LINE Al.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2
Program Package Serial Number: 1585
WATER SURFACE PROFILE LISTING Date: 1-22-2007 Time: 9:33:27
HYDRAULIC ANALYSIS"FOR STORM DRAIN IN THE NORTH EASTERN PORTION
BUILDING A, JURUPA BUSINESS PARK, W.O. 06-0386
01/22/07; LINE Al (NW CORNER); TD; LINE Al.OUT
Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth
Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip
L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm, Dp I 'IN" I X-Fallj ZR IType Ch
389.691 963.589 .987 964.576 25.10 13.93 3.01 967.59 .00 1.71 2.44 2.500 .000 .00 1 .0
23.299 .0254 .0301 .70 99 2.86 1.0 012 00 00 PIPE
412.990 964.180 .976 965.156 25.10 14.14 3.10 968.26 2.50 1.71 2.44 2.500 .000 .00 1 .0
TRANS STR .2500 .0201 .12 2.50 2.92 .012 .00 .00 PIPE
418 .990 965.680 1.764 967.444 25.10 8.56 1.14 968.58 2.00 1.76 1.29 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
I a I a I a I a I a I I 'I I I a I a I I I I I f I I I a I I I a I I I I I
Tl HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE NORTH EASTERN PORTION 0
T2 BUILDING A, JURUPA BUSINESS PARK, W.O. 06-0386
T3 LINE_Al-l.OUT; 01/18/07; TD
so 333 .460 963.500 1 966.182
* 349.000 963.700 1 .012 .000 45.000 0
* 420.700 964.200 1 .012 .000 45.000 0
SH 420.700 964.200 1 966.200
CD 1 4 1 '000 2.00 .000 .000 .000 .00
Q 6.900 .0
FILE: LINE Al-l.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 1-22-2007 Time: 9:40: 4
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) 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 4 1 2.000
W S P G W PAGE NO 1
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE NORTH EASTERN PORTION
HEADING LINE NO 2 IS -
BUILDING A, JURUPA BUSINESS PARK, W.O. 06-0386
HEADING LINE NO 3 IS -
LINE-Al-l.OUT; 01/18/07; TD
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
333.480 963.500 1 966.182
ELEMENT NO 2 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
349.000 963.700 1 .012 .000 .000 45.000 0
ELEMENT NO 3 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
420.700 964.200 1 .012 .000 .000 45.000 0
ELEMENT NO 4 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT W S ELEV
420.700 964.200 1 966.200
FILE: LINE-A1-1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1
Program Package Serial Number: 1585
WATER SURFACE PROFILE LISTING Date: 1-22-2007 Time: 9:40: 6
HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE NORTH EASTERN PORTION
BUILDING A, JURUPA BUSINESS PARK, W.O. 06-0386
LINE-A1-1.OUT; 01/18/07; TD
Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase WtI INo Wth
Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip
L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch
333.480 963.500 2.682 966.182 6.90 2.20 .07 966.26 .00 .93 .00 2.000 .000 .00 1 .0
15.520 .0129 .0008 .01 2.68 .00 .68 .012 .00 .00 PIPE
349.000 963.700 2.505 966.205 6.90 2.20 .07 966.28 .00 .93 .00 2.000 .000 .00 1 .0
71.700 .0070 .0008 .06 2.51 .00 .80 .012 .00 .00 PIPE
420.700 964.200 2.073 966.273 6.90 2.20 .07 966.35 .00 .93 .00 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
I I I I a I a I I I I I I I I I I I I I I I a I I I a I I I f I I I I I a I
Tl
HYDRAULIC ANALYSIS
FOR
STORM DRAIN IN
THE
NORTH
EASTERN PORTION
0
T2
BUILDING A, JURUPA
BUSINESS
PARK, W.O.
06-0386
T3
01/18/07; LINE A2
(SW
CORNER); TD; LINE-A2.OUT
so
100.000 955.960
1
958.500
R
149.640 958.400
1
.013
.000
45.000 0
R
206.740 959.570
1
.012
.000
45.000 0
TS
210.740 959.850
2
.015
.000
R
333.740 960.000
2
.015
.000
.000 0
TS
339.740 960.150
1
.012
.000
R
343.740 960.200
1
.012
.000
-45.000 0
R
361.090 962.610
1
.012
.000
-45.000 0
SH
361.090 962.610
1
965.680
CD
1 4 1 .000
2.500
.000
.000
.000
.00
CD
2 3 4 2.000
2.500
27.000
.000
.000
.00
Q
28.900
.0
I I I I a i a I a I a I
FILE: LINE-A2.WSW
W S P G
W - EDIT LISTING - Version 14.06
Date: 1-24-2007
Time: 1:42:52
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
PAGE
1
CARD SECT
CHN
NO OF AVE PIER HEIGHT
1 BASE
ZL ZR
INV Y(l) 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
4
1 2.500
CD 2
3
4 2.000 2.500
27.000
.000 .000
.00
W S P G W
PAGE NO
1
WATER SURFACE
PROFILE
- TITLE CARD LISTING
HEADING LINE
NO
1
IS
-
HYDRAULIC ANALYSIS
FOR STORM DRAIN
IN THE NORTH EASTERN PORTION
HEADING LINE
NO
2
IS
-
BUILDING A,
JURUPA BUSINESS PARK, W.O. 06-0386
HEADING LINE
NO
3
IS
-
01/18/07; LINE
A2 (SW CORNER); TD;
LINE-A2.OUT
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
100.000
955.960
1
958.500
ELEMENT NO
2
IS
A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
149.640
958.400
1
.013
.000
.000
45.000
0
ELEMENT NO
3
IS
A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
206.740
959.570
1
.012
.000
.000
45.000
0
ELEMENT NO
4
IS
A
TRANSITION
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
210.740
959.850
2
.015
.000
.000
ELEMENT NO
5
IS
A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
333.740
960.000
2
.015
.000
.000
.000
0
ELEMENT NO
6
IS
A
TRANSITION
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
339.740
960.150
1
.012
.000
.000
ELEMENT NO
7
IS
A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
343.740
960.200
1
.012
.000
.000
-45.000
0
ELEMENT NO
8
IS
A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
361.090
962.610
1
.012
.000
.000
-45.000
0
ELEMENT NO
9
IS
A
SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W
S ELEV
361.090
962.610
1
965.680
I I a I a I a I I I I I I I t I I I I I I I I I I I f I t I I I I I I I I I
FILE: LINE-A2.WSW
W S P
G W -
CIVILDESIGN Version 14.06
PAGE
Program
Package Serial
Number: 1585
WATER
SURFACE
PROFILE LISTING
Date: 1-24-2007
Time:
1:43:
3
HYDRAULIC
ANALYSIS
FOR STORM DRAIN IN THE
NORTH EASTERN
PORTION
BUILDING
A,
JURUPA BUSINESS PARK, W.O.
06-0386
01/18/07;
LINE A2 (SW
CORNER);
TD; LINE
A2.OUT
Invert
Depth
water
Q
Vel
Vel I
Energy I
Super
ICriticalIFlow ToplHeight/lBase
Wtj
INQ Wth
Station
I Elev
(FT)
Elev
(CFS) I
(FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
IDia.-FTIor
I.D.1
ZL
IPrs/Pip
L/Elem
ICh Slope I
I
I
I
SF Avel
HF ISE DpthIFroude
NINorm
Dp
I 'IN"
I X-Fallj
ZR
IType
Ch
100.000
955.960
1.064
957.024
28.90
14.51
3.27
960.29
.00
1.83
2.47
2.500
.000
.00
1
.0
9.252
.0492
.0337
.31
1.06
2.85
.97
.013
.00
.00
PIPE
109.252
956.415
1.085
957.500
28.90
14.13
3.10
960.60
.00
1.83
2.48
2.500
.000
.00
1
.0
12.951
.0492
.0305
.39
1.09
2.74
.97
.013
.00
.00
PIPE
122.202
957.051
1.125
958.176
28.90
13.47
2.82
961.00
.00
1.83
2.49
2.500
.000
.00
1
.0
9.539
.0492
.0268
.26
1.13
2.56
.97
.013
.00
.00
PIPE
131.741
957.520
1.168
958.688
28.90
12.85
2.56
961.25
.00
1.83
2.49
2.500
.000
.00
1
.0
7.426
.0492
.0236
.18
1.17
2.38
.97
.013
.00
.00
PIPE
139.167
957.885
1.211
959.096
28.90
12.25
2.33
961.43
.00
1.83
2.50
2.500
.000
.00
1
.0
5.801
.0492
.0207
.12
1.21
2.22
.97
.013
.00
.00
PIPE
144.968
958.170
1.258
959.428
28.90
11.68
2.12
961.55
.00
1.83
2.50
2.500
.000
.00
1
.0
4.672
.0492
.0183
.09
1.26
2.07
.97
.013
.00
.00
PIPE
149.640
956.400
1.306
959.706
28.90
11.14
1.93
961.63
.00
1.83
2.50
2.500
.000
.00
1
.0
6.334
.0205
.0143
.09
1.31
1.93
1.18
.012
.00
.00
PIPE
155.974
958.530
1.321
959.851
28.90
10.98
1.87
961.72
.00
1.83
2.50
2.500
.000
.00
1
.0
16.369
.0205
.0132
.22
1.32
1.88
1.18
.012
.00
.00
PIPE
172.343
958.865
1.372
960,237
28.90
10.47
1.70
961.94
.00
1.83
2.49
2.500
.000
.00
1
.0
11.288
0205
.0117
.13
1.37
1.75
1.18
.012
.00
.00
PIPE
9 1 1 1 a I a I a I a 1 9 1 f I IF I I I I I IF I If I IF I I I a I a I a I K I
PILE:
LINE-A2.WSW
W S P
G W - CIVILDESIGN Version
14.06
PAGE 2
Program
Package Serial Number: 1585
WATER SURFACE PROFILE
LISTING
Date: 1-24-2007
Time:
1:43: 3
HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE
NORTH EASTERN PORTION
BUILDING A,
JURUPA BUSINESS
PARK, W.O.
06-0386
01/18/07;
LINE A2 (SW CORNER); TD; LINE-A2.OUT
Invert
Depth
Water
Q
Vel Vel I
Energy I
Super
ICriticallFlow
TopiHeight/lBase
Wtj
INo Wth
Station I
Elev
(PT)
Elev
(CPS) I
(FPS) Head I
Grd.El.1
Elev
I Depth
I Width
IDia.-FTIor
I.D.1
ZL
jPrs/Pip
L/Flem ICh
Slope I
SF Avel
HF ISE
DpthIFroude
NINorm
Dp
I "N"
I X-Fallj
ZR
IType Ch
1B3.630
959.096
1.427
960.524
28.90
9.98 1.55
962.07
.00
1.83
2.47
2.500
.000
.00
1 .0
8.207
.0205
.0103
.08
1.43
1.63
1.18
.012
.00
.00
PIPE
191.838
959.265
1.484
960.749
28.90
9.52 1.41
962.15
.00
1.83
2.46
2.500
.000
.00
1 .0
5.874
.0205
.0091
.05
1.48
1.51
1.18
.012
.00
.00
PIPE
197.712
959.385
1.545
960.930
28.90
9.07 1.28
962.21
.00
1.83
2.43
2.500
.000
.00
1 .0
4.205
.0205
.0081
.03
1.55
1.40
1.18
.012
.00
.00
PIPE
201.917
959.471
1.609
961.080
28.90
8.65 1.16
962.24
.00
1.83
2.39
2.500
.000
.00
1 .0
2.750
.0205
.0072
.02
1.61
1.29
1.18
.012
.00
.00
PIPE
204.667
959.528
1.678
961.206
28.90
8.25 1.06
962.26
.00
1.83
2.35
2.500
.000
.00
1 .0
1.561
.0205
.0064
.01
1.68
1.19
1.18
.012
.00
.00
PIPE
206.228
959.560
1.752
961.312
28.90
7.86 .96
962.27
.00
1.83
2.29
2.500
.000
.00
1 .0
.512
.0205
.0057
.00
1.75
1.09
1.18
.012
.00
.00
PIPE
206.740
959.570
1.833
961.403
28.90
7.49 .87
962.27
.00
1.83
2.21
2.500
.000
.00
1 .0
TRANS
STR
.0700
.0001
.00
1.83
1.00
.015
.00
.00
PIPE
210.740
959.850
2.652
962.502
28.90
.61 .01
962.51
.00
.42
27.00
2.500
27.000
.00
4 2.0
123.000
.0012
.0001
.01
2.65
.08
.69
.015
.00
.00
BOX
333
.740
960.000
2.509
962.509
28.90
.61 .01
962.51
.00
.42
27.00
2.500
27.000
.00
4 2.0
TRANS
STR
.0250
2.51
.08
.012
.00
.00
BOX
I I a I I I a I a I a I If I I I I I I I I I I I I I I I I I I I a I 1A a I
FILE:
LINE
A2.WSW
W S P
G W -
CIVILDESIGN Version
14.06
PAGE
3
Program
Package Serial
Number: 15B5
WATER
SURFACE PROFILE
LISTING
Date: 1-24-2007
Time:
1:43:
3
HYDRAULIC ANALYSIS FOR STORM DRAIN IN THE
NORTH EASTERN
PORTION
BUILDING A,
JURUPA BUSINESS
PARK, W.O.
06-0386
01/18/07;
LINE A2 (SW CORNER); TD; LINE-A2.OUT
Invert
Depth
Water
Q
Vel
vel I
Energy I
super ICriticallFlow
ToplHeight/lBase
Wtj
INo Wth
Station
I
Elev
(FT)
Elev
(CFS) I
(FPS)
Head I
Grd.El.1
Elev I
Depth
I Width
jDia.-FTIor
I.D.1
ZL
jPrs/Pip
L/Elem ICh Slope I
I I
I
SF Avel
HF ISE
DpthIFroude
NINorm
Dp
I "N" I
X-Fallj
ZR
IType Ch
339.740
960.150
1.024
961.174
28.90
15.27
3.62
964.80
.00
1.83
2.46
2.500
.000
.00
1
.0
4.000
.0125
.0348
.14
1.02
3.07
1.37
.012
.00
.00
PIPE
343.740
960.200
1.013
961.213
26.90
15.49
3.72
964.94
.00
1.83
2.45
2.500
.000
.00
1
.0
.665
.1389
.0350
.02
1.01
3.13
.71
.012
.00
.00
PIPE
344.405
960.292
1.021
961.313
28.90
15.32
3.65
964.96
.00
1.83
2.46
2.500
'000
.00
1
.0
2.764
.1389
.0324
.09
1.02
3.08
.71
.012
.00
.00
PIPE
347.170
960.676
1.05B
961.734
28.90
14.61
3.31
965.05
.00
1.83
2.47
2.500
.000
.00
1
.0
2.375
.1389
.02B4
.07
1.06
2.88
.71
.012
.00
.00
PIPE
349.544
961.006
1.097
962.103
28.90
13.93
3.01
965.12
.00
1.83
2.48
2.500
.000
.00
1
.0
2.045
.1389
.0250
.05
1.10
2.68
.71
.012
.00
.00
PIPE
351.589
961.290
1.138
962.428
28.90
13.28
2.74
965.17
.00
1.83
2.49
2.500
.000
.00
1
.0
1.762
.1389
.0220
.04
1.14
2.50
.71
.012
.00
.00
PIPE
353.352
961.535
1.181
962.716
28.90
12.66
2.49
965.21
.00
1.83
2.50
2.500
.000
.00
1
.0
1.
525
13B9
.0193
.03
1.18
2.33
.71
.012
.00
.00
PIPE
354.877
961.747
1.225
962.972
28.90
12.08
2.26
965.24
.00
1.83
2.50
2.500
.000
.00
1
.0
1.303
.1389
.0170
.02
1.23
2.17
.71
.012
.00
.00
PIPE
356.180
961.928
1.272
963.200
28.90
11.51
2.06
965.26
.00
1.83
2.50
2.500
.000
.00
1
.0
1.115
.1389
.0150
.02
1.27
2.02
.71
.012
.00
.00
PIPE
I I I I a I a I a III a I I I I I I I I I I I I I I I a I I I a I a I I I I I
FILE: LINE-A2.WSW
W S P
G W - CIVILDESIGN Version
14.06
PAGE
4
Program
Package Serial
Number: 1585
WATER
SURFACE PROFILE LISTING
Date: 1-24-2007
Time:
1:43:
3
HYDRAULIC ANALYSIS
FOR STORM
DRAIN IN THE
NORTH EASTERN PORTION
BUILDING
A,
JURUPA BUSINESS
PARK, W.O.
06-0386
01/18/07;
LINE A2 (SW
CORNER); TD; LINE-A2.OUT
invert
Depth
water
Q
Vel
Vel I
Energy I
Super
IcriticallFlow
ToplHeight/lBase
Wtj
INo Wth
Station I
Elev
(FT)
Elev
(CFS) I
(FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
IDia.-FTIor
I.D.1
ZL
IPrs/Pip
L/Elem ICh
Slope
I I
I I
SF Avel
HF ISE DpthlFroude
NINorm
Dp
I 'IN"
I X-Fallj
ZR
IType
Ch
357.295
962.083
1.321
963.404
28.90
10.98
1.87
965.28
.00
1.83
2.50
2.500
.000
.00
1
.0
.948
.1369
.0132
.01
1.32
1.88
.71
.012
.00
.00
PIPE
358.242
962.214
1.372
963.586
28.90
10.47
1.70
965.29
.00
1.83
2.49
2.500
.000
.00
1
.0
.783
.1389
.0117
.01
1,37
1.75
.71
.012
.00
.00
PIPE
359.025
962.323
1.427
963.750
28.90
9.98
1.55
965.30
.00
1.83
2.47
2.500
'000
.00
1
.0
.650
.1389
.0103
.01
1.43
1.63
.71
.012
.00
.00
PIPE
359.675
962.413
1.484
963.898
28.90
9.52
1.41
965.30
.00
1.83
2.46
2.500
.000
.00
1
.0
.515
.1389
.0091
.00
1.48
1.51
.71
.012
.00
.00
PIPE
360.190
962.485
1.545
964.030
28.90
9.07
1,28
965.31
.00
1.83
2.43
2.500
.000
.00
1
.0
.399
.1389
.0081
.00
1.55
1.40
.71
.012
.00
.00
PIPE
360.589
962.540
1.609
964.149
28.90
6.65
1.16
965.31
.00
1.83
2.39
2.500
.000
.00
1
.0
.278
.1389
.0072
.00
1.61
1.29
.71
.012
.00
.00
PIPE
360.867
962.579
1.678
964.257
28.90
8.25
1.06
965.31
.00
1.83
2.35
2.500
.000
.00
1
.0
.166
.1389
.0064
.00
1.68
1.19
.71
.012
.00
.00
PIPE
361.033
962.602
1.752
964.354
28.90
7.86
.96
965.31
.00
1.83
2.29
2.500
.000
.00
1
.0
.057
.1389
.0057
.00
1.75
1.09
.71
.012
.00
.00
PIPE
361.090
- I-
962.610
-I-
1.833
-I-
964.443
-I-
28.90
-I-
7.49
-I-
.87
-I-
965.31
-I-
.00
-I-
1.83
-I-
2.21
-I-
2.500
-I-
.000
-I-
.00
1
I-
.0
CATCH BASIN AND INLET SIZING CALCULATIONS
am
lav
an
so
so
go
am
omw
am
am
an
No
m
im
on
ow
am
ALBERT AWEBBASSOCIATES
aw
W.O. 2006-0386
40 Storm Drain Inlets Design at Selected Nodes - Building A
M Discharge Coefficient, C 0.6
am Clogging Factor*, f 0.5 C2
Gravity Acceleration, 9 32.2 ft/se
11w
PM
ow Use
dwft
faw
ow
Im
on
to
owa
1w
4M
40
4"
M
am
Im
am
ow
Inlet #
y e #
Node #
m rology
on =Hydrology
map
Design
Storm
(CFS)
Grate Inlet
Number
of
Inlets
Gross
�S Area
Q. T.
F
Opening or
Grate
0
Ponding
Depth
(FT)
Length
(FT)
Width
(FT)
Q100
--T--5o
-1
1 & 2 F-11
25.1
3 2
12
0.75
010
1 &2 1 11
16.5
3 2
2
50
33
)rifice Formula: Q
H 1 2
2gC A P
Other storm drain inlets for this building are catch basins #1 and #2 located at Nodes 13 and 18 per
Hydgrology Map, respectively. See sizing calculations for the catch basins in this section.
CB@18.RES
-----------
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
W (C) Copyright 1982-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1238
4M Analysis prepared by:
so Albert A. Webb Associates
3788 McCray Street
MW Riverside, CA 92506
Phone (951) 686-1070 Fax (951) 788-1256
No
----------------------------------------------------------------------------
am TIME/DATE OF STUDY: jo:15 01/18/2007
NO
DESCRIPTION OF STUDY
* JURUPA BUSINESS CENTER - BUILDING A - CATCH BASIN AT NODE 18
4W * W.O. 06-0386
* 01/18/07 TD
>>>>SUMP TYPE BASIN INPUT INFORMATION<<<<
---------------------------------------------------- ---------
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) 28.90
BASIN OPENING(FEET) = 0.50
DEPTH OF WATER(FEET) = 1.10
>>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) 13.28
am
to A CATCH BASIN OF WDITH, W = 14' IS PROPOSED.
am
AW
Page I
6W
BLDA@13.RES
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1238
Analysis prepared by:
Albert A. Webb Associates
4ft 3788 McCray Street
Riverside, CA 92506
Phone (951) 686-1070 Fax (951) 788-1256
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 09:30 01/18/2007
DESCRIPTION OF STUDY
JURUPA BUSINESS PARK - BUILDING A - CATCH BASIN @ NODE 13
W.O. 06-0386
01/15/07 TD
>>>>SUMP TYPE BASIN INPUT INFORMATION<<<<
----------------------------------------------------------------------------
14W
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) 6.90
BASIN OPENING(FEET) 0.50
DEPTH OF WATER(FEET) 0.60
do >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) 5.21
No A CATCH BASIN OF WIDTH, W = 7' IS PROPOSED
dM
aw
0-
4W
M
do
M
io
4W
No
am Page 1
i2w
m
aw
W.P
a—
No
HYDRAULIC ROUTING FOR LINE Al AND LINE A2
STORmTECH CHAMBER (LINE A 1)
STORMTECH CHAMBER (LINE A2)
ALBERT XWEBBASSOCIATES
routbldanw.out
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004
Study date: 01/18/07
HYDRAULIC ROUTING OF PROPOSED STORMTECH CHAMBERS DURING A 100 -YEAR
STORM EVENT, JURUPA BUSINESS PARK, BUILDING A - NORWEST PORTION
W.O. 06-0386
01/18/07 TD
--------------------------------------------------------------------
No Program License Serial Number 4010
MW
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
HYDROGRAPH INFORMATION
From study/file name: LINEA.rte
****************************HYDROGRAPH DATA****************************
Number of intervals = 305
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 30.785 (CFS)
Total volume = 6.276 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
......................................................................
Process from Point/Station 14.000 to Point/Station 15.000
**** RETARDING BASIN ROUTING ****
Graph values: III= unit inflow; 101=outflow at time shown
---------------------------------------------------------------------
Time Inflow Outflow Storage Depth
ow (Hours) (CFS) (CFS) (Ac.Ft) .0 7.7 15.39 23.09 30.79 (Ft.)
0.083 0.07 0.00 0.000 0 1 1 1 1 0.01
Page I
M
User entry of
depth -outflow
-storage data
--------------------------------------------------------------------
Total number of inflow
hydrograph intervals =
305
Hydrograph time unit =
5.000 (Min.)
Initial depth
in storage
basin = 0.00(Ft.)
--------------------------------------------------------------------
--------------------------------------------------------------------
Initial basin
depth =
0.00 (Ft.)
Initial basin
storage
= 0.00 (Ac.Ft)
Initial basin
outflow
= 0.00 (CFS)
---------------------------------------------------------------------
--------------------------------------------------------------------
Depth vs. Storage
and
Depth vs. Discharge data:
Basin Depth
Storage
Outflow (S-0-dt/2)
(S+O*dt/2)
(Ft.)
(Ac.Ft)
(CFS) (AC.Ft)
(Ac.Ft)
---------------------------------------------------------------------
0.000
0.000
0.000 0.000
0.000
1.000
0.040
0.400 0.039
0.041
2.000
0.080
0.405 0.079
0.081
3.000
0.120
0.500 0.118
0.122
4.000
0.150
0.550 0.148
0.152
5.000
0.190
0.600 0.188
0.192
6.000
0.250
1.000 0.247
0.253
7.500
0.330
28.500 0.232
0.428
--------------------------------------------------------------------
---------------------------------------------------------------------
Hydrograph Detention Basin Routing
Graph values: III= unit inflow; 101=outflow at time shown
---------------------------------------------------------------------
Time Inflow Outflow Storage Depth
ow (Hours) (CFS) (CFS) (Ac.Ft) .0 7.7 15.39 23.09 30.79 (Ft.)
0.083 0.07 0.00 0.000 0 1 1 1 1 0.01
Page I
M
routbldanw.out
0.167
0.46
0.02
0.002
0
1
1
1
1 0.05
m
0.2SO
1.10
0.07
0.007
01
0.18
0.333
1.53
0.15
O.Ols
oi
C).38
0.417
1.70
0.25
0.025
01
0.63
0.500
1.76
0.35
0.035
01
0.87
0.583
1.79
0.40
0.045
01
1.11
0.667
1.81
0.40
O.OS4
01
1.35
0.750
1.82
0.40
0.064
01
1.60
0.833
1.82
0.40
0.074
01
1.84
0.917
1.83
0.41
0.083
01
2.09
1.000
1.84
0.44
0.093
01
2.33
1.083
1.84
0.46
0,103
01
2.57
1.167
1.85
0.48
0.112
01
2.81
1.250
1.85
0.50
0.122
01
3.05
1.333
1.86
0.52
0.131
01
3.36
1.417
1.87
0.53
0.140
01
3.67
1.500
1.87
0.55
0.149
01
3.97
1.583
1.87
0.56
0.158
01
4.21
1.667
1.88
0.57
0.167
01
4.43
1.750
1.88
0.58
0.176
01
4.66
1.833
1.89
0.59
0.185
01
4.88
1.917
1.89
0.63
0.194
01
5.07
2.000
1.90
0.68
0.203
01
5.21
im
2.083
1.90
0.74
0.211
01
5.35
2.167
1.91
0.79
0.219
01
5.48
2.250
1.91
0.84
0.226
01
5.60
2.333
1.92
0.89
0.233
01
5.72
2.417
1.92
0.94
0.240
01
5.84
2.500
1.93
0.98
0.247
JOI
I
I 1
5.95
2.583
1.93
1.55
0.252
JOI
I
I 1
6.03
2.667
1.94
1.97
0.253
1 0
1
1
1
6.05
2.750
1.94
1.94
0.253
1 0 1
1
1
6.05
2.833
1.95
1.94
0.253
1 0 1
1
1
6.05
2.917
1.95
1.95
0.253
1 0 1
1
1
6.05
3 .000
1.96
1.96
0.253
1 0
1 1
1
6.05
3 .083
1.96
1.96
0.253
1 0
1
1 1
6.05
3.167
1.97
1.97
0.253
1 0 1
1
1
6.05
3.250
1.97
1.97
0.253
1 0 1
1
1
6.05
3.333
1.98
1.98
0.253
0 1
1
1
6.05
3.417
1.98
1.98
0.253
0
1 1
1
6.05
3.500
1.99
1.99
0.253
0
1
1 1
6.05
3.583
1.99
1.99
0.253
() I
I 1
6.05
3.667
2.00
2.00
0.253
0
6.05
3.750
2.01
2.00
0.253
0
6.05
3.833
2.01
2.01
0.253
1 0
6.06
3.917
2.02
2.02
0.253
1 0
6.06
4.000
2.02
2.02
0.253
1 0
6.06
4.083
2.03
2.03
0.253
1 0
6.06
4.167
2.04
2.03
0.253
1 0
6.06
4.250
2.04
2.04
0.253
0
6.06
4.333
2.05
2.04
0.253
0
1
6.06
4.417
2.05
2.05
0.253
0
6.06
4.500
2.06
2.06
0.253
0
6.06
to
4.583
2.07
2.06
0.253
0
6.06
4.667
2.07
2.07
0.253
0
6.06
4.750
2.08
2.08
0.253
0
6.06
am
4.833
2.08
2.08
0.253
0
6.06
4.917
2.09
2.09
0.253
0
6.06
5.000
2.10
2.09
0.253
0
6.06
5.083
2.10
2.10
0.253
1 0
6.06
5.167
2.11
2.11
0.253
1 0
1
6.06
5.250
2.12
2.11
0.253
1 0
1
6.06
5.333
2.12
2.12
0.253
0
1
6.06
5.417
2.13
2.13
0.253
0
1
6.06
m
5.500
2.14
2.14
0.253
0
1
6.06
5.583
2.15
2.14
0 .253
0
1
6.06
5.667
2.15
2.15
0.253
0
6.06
5.750
2.16
2.16
0.253
0
1
6.06
5.833
2.17
2 .16
0 .253
0
1
6.06
5.917
2.17
2.17
0.2S3
0
6.06
6.000
2 .18
2 .18
0.253
0
1
1
1
1 6 .06
6.083
2.19
2.19
0.253
0
1
1
6.06
6.167
2.20
2.19
0.253
0
1
1
6.07
Page
2
routbldanw.out
6.250 2.20 2.20 0.253
0
6.07
no 6.333 2.21 2.21 0.254
0
6.07
6.417 2.22 2.22 0.254
0
6.07
10 6.500 2.23 2.23 0.254
0
6.07
6.583 2.24 2.23 0.254
0
6.07
6.667 2.24 2.24 0.254
0
6.07
6.750 2.25 2.25 0.254
0
6.07
m 6.833 2.26 2.26 0.254
0
6.07
6.917 2.27 2.27 0.254
0
6.07
7.000 2.28 2.28 0.254
0
6.07
7.083 2.29 2.28 0.254
0
6.07
7.167 2.30 2.29 0.254
0
6.07
7.250 2.31 2.30 0.254
0
6.07
7.333 2.31 2.31 0.254
0
6.07
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routbldanw.out
10*511 0,00 0,11 0,011 0 0.29
30.667 0.00 0.11 0.011 0 0.27
30.750 0.00 0.10 0.010 0 0.25
cRemaining water in basin = 0.01 (Ac.Ft)
****************************14YDROGRAPH DATA****************************
Number of intervals = 369
cTime interval = 5.0 (Min.)
Maximum/Peak flow rate = 28.494 (CFS)
Total volume = 6.267 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
--------------------------------------------------------------------
F
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I
I Page 7
LINEA.out
U n i t H y d r o g r a p h A n a 1 y s i s
Copyright 2004, Version
(c) CIVILCADD/CIVILDESIGN, 1989 - 7.0
Study date 01/18/07
........................................................................
------------------------------------------------------------------------
San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
Program License Serial Number 4010
---------------------------------------------------------------------
UNIT HYDROGRAPH ANALYSIS FOR DEVELOPED CONDITION
W.O. 06-0386 LINE A (NORTHWEST CORNER OF BUILDING A)
01/18/07
TD
--------------------------------------------------------------------
Storm Event Year = 100
Antecedent Moisture Condition = 3
English (in -lb) Input Units Used
English Rain�all Data (Inches) Input Values Used
English Units used in output format
Area averaged rainfall intensity isohyetal data:
Sub -Area Duration Isohyetal
(Ac.) (hours) (In)
Rainfall data for year 100
10.34 1 1.35
--------------------------------------------------------------------
Rainfall data for year 100
10.34 6 3.60
--------------------------------------------------------------------
Rainfall data for year 100
10.34 24 8.00
--------------------------------------------------------------------
....................................................................
******** Area -averaged max loss rate, Fm ********
SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm
No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr)
32.0 52.0 10.34 1.000 0.785 0.100 0.079
Area -averaged adjusted loss Fm (In/Hr)
rate = 0.079
Area -Averaged low loss rate fraction, Yb
Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC3) Yield Fr
1.03 0.100 32.0 52.0 9.23 0.308
9.31 0.900 98.0 98.0 0.20 0.970
Area -averaged catchment yield fraction, Y = 0.904
Area -averaged low loss fraction, Yb 0.096
User entry of time of concentration 0.228 (hours)
....................................................................
Watershed area = 10.34(Ac.)
Catchment Lag time 0.182 hours
Page 1
LINEA.out
Unit interval
5.000 minutes
Unit interval
percentage of lag time
= 45.6871
Hydrograph baseflow
= 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.079(In/Hr)
Average low loss rate fraction (Yb) =
VALLEY DEVELOPED S -Graph proportion =
0.096 (decimal)
0.900
VALLEY UNDEVELOPED S -Graph proportion = 0.100
FOOTHILL S -Graph proportion = 0.000
MOUNTAIN S -Graph proportion = 0.000
DESERT S -Graph
proportion = -0.000
Computed peak
5 -minute rainfall 0.500(In)
Computed peak
30 -minute rainfall 1.023(In)
Specified peak
1 -hour rainfall = 1.350(In)
Computed peak
3 -hour rainfall = 2.463(In)
Specified peak
6 -hour rainfall = 3.600(In)
Specified peak
24-hour rainfall 8.000(In)
Rainfall depth
area reduction factors:
Using a total area of 10.34(Ac.)
(Ref: fig. E-4)
5 -minute factor 1.000 Adjusted
rainfall = 0.499(In)
30 -minute factor 1.000 Adjusted
rainfall = 1.023(In)
1 -hour factor
= 1.000 Adjusted
rainfall = 1.349(In)
3 -hour factor
= 1.000 Adjusted
rainfall = 2.463(In)
6 -hour factor
= 1.000 Adjusted
rainfall = 3.600(In)
24-hour factor
---------------------------------------------------------------------
= 1.000 Adjusted
rainfall = 8.000(In)
U n i t H y
d r o g r a p h
.....................................................................
Interval
IS' Graph
Unit Hydrograph
Number
Mean values
((CFS))
---------------------------------------------------------------------
(K = 125.05 (CFS))
1
4.006
5.009
2
3
25.422
60.910
26.780
44.378
4
84.225
29.156
5
93.529
11.634
6
96.797
4.087
7
97.954
1.446
a
99.002
1.310
9
99.217
0.269
10
99.379
0.202
11
99.519
0.175
12
99.636
0.146
13
99.728
0.115
14
99.803
0.094
15
99.862
0.073
16
99.908
0.058
17
99.954
O.OS7
18
100.000
0.029
---------------------------------------------------------------------
Peak Unit Adjusted mass rainfall Unit rainfall
Number
(In)
(In)
1
0.4994
0.4994
2
3
0.6590
0.7750
0.1596
0.1160
4
0.8695
0.0945
5
0.9507
0.0812
6
1.0226
0.0719
7
1.0877
0.0650
8
1.1473
0.0597
9
1.2027
0.0553
10
1.2544
0.0518
11
1.3032
0.0487
12
1.3493
0.0462
13
1.4098
0.0605
14
1.4682
0.0584
15
1.5248
0.0566
Page 2
tAw
ON
f1w
MM
61W
OM
bw
om
am
aw
OR
w
ma
w
410
dw
4w
ow
LINEA.out
16
1.5797
0.0549
17
1.6330
0.0533
18
1.6849
0.0519
19
1.7356
0.0507
20
1.7851
0.0495
21
1.8334
0.0484
22
1.8807
0.0473
23
1.9271
0.0464
24
1.9725
0.04SS
25
2.0172
0.0446
26
2.0610
0.0438
27
2.1040
0.0431
28
2.1463
0.0423
29
2.1880
0.0417
30
2.2290
0.0410
31
2.2694
0.0404
32
2.3092
0.0398
33
2.348S
0.0393
34
2.3872
0.0387
35
2.4254
0.0382
36
2.4631
0.0377
37
2.5004
0.0372
38
2.5371
0.0368
39
2.5735
0.0363
40
2.6094
0.0359
41
2.6449
0.0355
42
2.6800
0.0351
43
2.7148
0.0347
44
2.7492
0.0344
45
2.7832
0.0340
46
2.8169
0.0337
47
2.8502
0.0334
48
2.8833
0.0330
49
2.9160
0.0327
50
2.9484
0.0324
51
2.9806
0.0321
52
3.0124
0.0319
53
3.0440
0.0316
54
3.0753
0.0313
55
3.1064
0.0310
56
3.1372
0.0308
57
3.1677
0.0305
58
3.1980
0.0303
59
3.2281
0.0301
60
3.2579
0.0298
61
3.2875
0.0296
62
3.3169
0.0294
63
3.3461
0.0292
64
3.3751
0.0290
65
3.4039
0.0288
66
3.4324
0.0286
67
3.4608
0.0284
68
3.4890
0.0282
69
3.5170
6.0280
70
3.5448
0.0278
71
3.5724
0.0276
72
3.5999
0.0275
73
3.6286
0.0287
74
3.6571
0.0285
75
3.6855
0.0284
76
3.7138
0.0282
77
3.7418
0.0281
78
3.7697
0.0279
79
3.7975
0.0278
80
3.8251
0.0276
81
3.8526
0.0275
82
3.8799
0.0273
83
3.9071
0.0272
84
3.9341
0.0270
85
3.9611
0.0269
86
3.9878
0.0268
87
4.0145
0.0266
88
4.0410
0.0265
Page 3
LINEA.out
89
4.0674
0.0264
90
4.0936
0.0263
91
4.1198
0.0261
92
4.1458
0.0260
93
4.1717
0.0259
94
4.1975
0.0258
95
4.2231
0.0257
Ow
96
4.2487
0.0255
97
4.2741
0.0254
on
98
4.2995
0.0253
99
4.3247
0.0252
mv
100
4.3498
0.0251
101
4.3748
0.0250
oft
102
4.3997
0.0249
103
4.4245
0.0248
IWO
104
4.4492
0.0247
105
4.4738
0.0246
106
4.4983
0.0245
fm
107
4.5226
0.0244
108
4.5469
0.0243
4ow
109
4.5711
0.0242
110
4.5953
0.0241
am
ill
4.6193
0.0240
112
4.6432
0.0239
tw
113
4.6670
0.0238
114
4.6908
0.0237
On
115
4.7144
0.0237
116
4.7380
0.0236
fto
117
4.7615
0.0235
118
4.7849
0.0234
am
119
4.8082
0.0233
120
4.8314
0.0232
low
121
4.8546
0.0232
122
4.8777
0.0231
123
4.9007
0.0230
om
124
4.9236
0.0229
125
4.9464
0.0228
im
126
4.9692
0.0228
127
4.9918
0.0227
oft
128
5.0144
0.0226
129
5.0370
0.0225
No
130
5.0594
0.0225
131
5.0818
0.0224
am
132
5.1041
0.0223
133
5.1263
0.0222
60
134
5.1485
0.0222
135
5.1706
0.0221
136
5.1926
0.0220
137
5.2146
0.0220
138
5.2365
0.0219
139
5.2583
0.0218
140
5.2801
0,0218
141
5.3018
0.0217
142
5.3234
0.0216
143
5.3449
0.0216
144
5.3664
0.0215
40
145
5.3879
0.0214
146
5.4092
0.0214
147
5.4306
0.0213
148
5.4518
0.0212
149
5.4730
0.0212
150
5.4941
0.0211
151
5.5152
0.0211
152
5.5362
0.0210
go
153
5.5572
0.0210
154
5.5780
0.0209
to
155
5.5989
0.0208
156
5.6197
0.0208
157
5.6404
0.0207
om
158
5.6610
0.0207
159
5.6817
0.0206
160
5.7022
0.0206
161
5.7227
0.0205
Page 4
4w
LINEA.out
162
5.7432
0.0204
ON
163
5.7636
0.0204
164
5.7839
0.0203
do
16S
5.8042
0.0203
166
5.8244
0.0202
an
167
5.8446
0.0202
168
5.8647
0.0201
of
169
5.8848
0.0201
170
5.9049
0.0200
an
171
5.9248
0.0200
172
5.9448
0.0199
Im
173
5.9647
0.0199
174
5.9845
0.0198
omm
175
6.0043
0.0198
176
6.0240
0.0197
imp
177
6.0437
0.0197
178
6.0634
0.0196
179
6.0830
0.0196
180
6.1025
0.0196
181
6.1220
0.0195
182
6.1415
0.0195
183
6.1609
0.0194
184
6.1803
0.0194
185
6.1996
0.0193
"W
186
6.2189
0.0193
187
6.2381
0.0192
188
6.2573
0.0192
189
6.2764
0.0192
190
6.295S
0.0191
191
6.3146
0.0191
192
6.3336
0.0190
193
6.3526
0.0190
194
6.3716
0.0189
195
6.3905
0.0189
196
6.4093
0.0189
197
6.4281
0.0188
ow
198
6.4469
0.0188
199
6.4656
0.0187
200
6.4843
0.0187
fm
201
6.5030
0.0187
202
6.5216
0.0186
4m
203
6.S402
0.0186
204
6.5587
0.0185
so
205
6.5772
0.0185
206
6.5957
0.0185
ow
207
6.6141
0.0184
208
6.6325
0.0184
209
6.6508
0.0183
210
6.6691
0.0183
211
6.6874
0.0183
212
6.7057
0.0182
213
6.7239
0.0182
214
6.7420
0.0182
10
215
6.7602
0.0181
216
6.7783
0.0181
217
6.7963
0.0181
218
6.8143
0.0180
219
6.8323
0.0180
220
6.8503
0.0180
221
6.8682
0.0179
222
6.8861
0.0179
223
6.9039
0.0179
224
6.9217
0.0178
225
6.9395
0.0178
226
6.9573
0.0177
227
6.9750
0.0177
40
228
6.9927
0.0177
229
7.0103
0.0176
40
230
7.0279
0.0176
231
7.0455
0.0176
4w
232
7.0631
0.0176
233
7.0806
0.0175
234
7.0981
0.0175
am
Page 5
to
dw
LINEA.out
235
7,1155
0.0175
OR
236
7.1330
0.0174
do
237
7.1504
0.0174
238
7.1677
0.0174
239
7.1851
0.0173
an
240
7.2024
0.0173
241
7,2196
0.0173
aw
242
7.2369
0.0172
243
7.2541
0.0172
MR
244
7.2713
0.0172
245
7.2884
0.0172
to
246
7.3055
0.0171
247
7.3226
0.0171
Owl
248
7.3397
0.0171
249
7.3567
0.0170
250
7.3737
0.0170
251
7.3907
0.0170
252
7.4076
0.0169
253
7.4246
0.0169
254
7.4415
0.0169
255
7.4583
0.0169
256
7.4751
0.0168
257
7.4920
0.0168
258
7.5087
0.0168
259
7.5255
0.0168
260
7.5422
0.0167
261
7.5589
0.0167
262
7.5756
0.0167
263
7.5922
0.0166
264
7.6088
0.0166
265
7.6254
0.0166
266
7.6420
0.0166
267
7.6585
0.0165
268
7.6750
0.0165
269
7.6915
0.0165
270
7.7080
0.0165
271
7.7244
0.0164
272
7.7408
0.0164
273
7.7572
0.0164
274
7.7735
0.0164
275
7.7899
0.0163
go
276
7.8062
0.0163
277
7.8224
0.0163
as
278
7.8387
0.0163
279
7.8549
0.0162
280
7.8711
0.0162
281
7.8873
0.0162
282
7.9035
0.0162
283
7.9196
0.0161
284
7.9357
0.0161
285
7.9S18
0.0161
286
7.9678
0.0161
287
7.9839
0.0160
288
7.9999
0.0160
---------------------------------------------------------------------
Unit
Unit
Unit
Effective
Period
Rainfall
Soil -Loss
Rainfall
(number)
(In.)
(In)
(In)
---------------------------------------------------------------------
1
0.0160
0.0015
0.0145
2
0.0160
0.0015
0.0145
3
0.0161
0.0015
0.0145
OM
4
0.0161
0.0015
0.0146
5
0.0162
0.0016
0.0146
6
0.0162
0.0016
0.0146
7
0.0162
0.0016
0.0147
8
0.0163
0.0016
0.0147
9
0.0163
0.0016
0.0147
10
0.0163
0.0016
0.0148
11
0.0164
0.0016
0.0148
low
12
0.0164
0 .0016
0.0148
13
0.0165
0.0016
0.0149
14
0.0165
0.0016
0 .0149
am
Page 6
wo
m
to
f1w
om
aw
am
fto
do -
NO
4m
ow
am
ow
Imm
low
Aw
40
(OW
0,
mw
LINEA.out
is
0.0165
0.0016
0.0149
16
0.0166
0.0016
0.0150
17
0.0166
0.0016
0.0150
18
0.0166
0.0016
0.0150
19
0.0167
0.0016
0.0151
20
0.0167
0.0016
0.0151
21
0.0168
0.0016
0.0152
22
0.0168
0.0016
0.0152
23
0.0169
0.0016
0.0152
24
0.0169
0.0016
0.0153
25
0.0169
0.0016
0.0153
26
0.0170
0.0016
0.0153
27
0.0170
0.0016
0.0154
28
0.0171
0.0016
0.0154
29
0.0171
0.0016
0.0155
30
0.0172
0.0017
0.0155
31
0.0172
0.0017
0.0156
32
0.0172
0.0017
0.0156
33
0.0173
0.0017
0.0156
34
0.0173
0.0017
0.0157
35
0.0174
0.0017
0.0157
36
0.0174
0.0017
0.0157
37
0.0175
0.0017
0.0158
38
0.0175
0.0017
0.0158
39
0.0176
0.0017
0.0159
40
0.0176
0.0017
0.0159
41
0.0177
0.0017
0.0160
42
0.0177
0.0017
0.0160
43
0.0178
0.0017
0.0161
44
0.0178
0.0017
0.0161
45
0.0179
0.0017
0.0162
46
0.0179
0.0017
0.0162
47
0.0180
0.0017
0.0163
48
0.0180
0.0017
0.0163
49
0.0181
0.0017
0.0164
so
0.0181
0.0017
0.0164
51
0.0182
0.0018
0.0165
52
0.0182
0.0018
0.0165
53
0.0183
0.0018
0.0165
54
0.0183
0.0018
0.0166
55
0.0184
0.0018
0.0167
56
0.018s
0.0018
0.0167
57
0.0185
0.0018
0.0168
58
0.0186
0.0018
0.0168
59
0.0187
0.0018
0.0169
60
0.0187
0.0018
0.0169
61
0.0188
0.0018
0.0170
62
0.0188
0.0018
0.0170
63
0.0189
0.0018
0.0171
64
0.0189
0.0018
0.0171
65
0.0190
0.0018
0.0172
66
0.0191
0.0018
0.0172
67
0.0192
0.0018
0.0173
68
0.0192
0.0018
0.0173
69
0.0193
0.0019
0.0174
70
0.0193
0.0019
0.0175
71
0.0194
0.0019
0.0175
72
0.0195
0.0019
0.0176
73
0.0196
0.0019
0.0177
74
0.0196
0.0019
0.0177
75
0.0197
0.0019
0.0178
76
0.0197
0.0019
0.0178
77
0.0198
0.0019
0.0179
78
0.0199
0.0019
0.0180
79
0.0200
0.0019
0.0181
80
0.0200
0.0019
0.0181
81
0.0201
0.0019
0.0182
82
0.0202
0.0019
0.0182
83
0.0203
0.0020
0.0183
84
0.0203
0.0020
0.0184
85
0.0204
0.0020
0.0185
86
0.0205
0.0020
0.0185
87
0.0206
0.0020
0.0186
Page 7
LINEA.out
88
0.0207
0.0020
0.0187
no
89
0.0208
0.0020
0.0188
m
90
0.0208
0.0020
0.0188
91
0.0210
0.0020
0.0189
92
0.0210
0.0020
0.0190
m
93
0.0211
0.0020
0.0191
94
0.0212
0.0020
0.0191
95
0.0213
0.0021
0.0193
96
0.0214
0.0021
0.0193
97
0.0215
0.0021
0.0194
98
0.0216
0.0021
0.0195
No
99
0.0217
0.0021
0.0196
100
0.0218
0.0021
0.0197
am
101
0.0219
0.0021
0.0198
102
0.0220
0.0021
0.0198
fto
103
0.0221
0.0021
0.0200
104
0.0222
0.0021
0.0200
oft
105
0.0223
0.0021
0.0202
106
0.0224
0.0022
0.0202
60
107
0.0225
0.0022
0.0204
108
0.0226
0.0022
0.0204
109
0.0228
0.0022
0.0206
PM
no
0.0228
0.0022
0.0206
ill
0.0230
0.0022
0.0208
aw
112
0.0231
0.0022
0.0209
113
0.0232
0.0022
0.0210
oft
114
0.0233
0.0022
0.0211
115
0.0235
0.0023
0.0212
ow
116
0.0236
0.0023
0.0213
117
0.0237
0.0023
0.0215
OM
118
0.0238
0.0023
0.0215
119
0.0240
0.0023
0.0217
low
120
0.0241
0.0023
0.0218
121
0.0243
0.0023
0.0220
gpm
122
0.0244
0.0023
0.0220
123
0.0246
0.0024
0.0222
to
124
0.0247
0.0024
0.0223
125
0.0249
0.0024
0.0225
126
0.0250
0.0024
0.0226
om
127
0.0252
0.0024
0.0228
128
0.0253
0.0024
0.0229
129
0.0255
0.0025
0.0231
130
0.0257
0.0025
0.0232
131
0.0259
0.0025
0.0234
132
0.0260
0.0025
0.0235
ow
133
0.0263
0.0025
0.0237
134
0.0264
0.0025
0.0238
135
0.0266
0.0026
0.0241
136
0.0268
0.0026
0.0242
137
0.0270
0.0026
0.0244
138
0.0272
0.0026
0.0246
139
0.0275
0.0026
0.0248
140
0.0276
0.00'27
0.0250
141
0.0279
0.0027
0.0252
142
0.0281
0.0027
0.0254
143
0.0284
0.0027
0.0257
144
0.0285
0.0027
0.0258
145
0.0275
0.0026
0.0248
146
0.0276
0.0027
0.0250
147
0.0280
0.0027
0.0253
148
0.0282
0.0027
0.0255
149
0.0286
0.0027
0.0258
iso
0.0288
0.0028
0.0260
151
0.0292
0.0028
0.0264
4ft
152
0.0294
0.0028
0.0266
153
0.0298
0.0029
0.0270
154
0.0301
0.0029
0.0272
155
0.0305
0.0029
0.0276
156
0.0308
0.0030
0.0278
157
0.0313
0.0030
0.0283
158
0.0316
0.0030
0.0285
159
0.0321
0.0031
0.0290
160
0.0324
0 .0031
0 .0293
Page 8
ow
low
p-
low
'm
fto
pa
ow
OW
ow
am
so
w
40
a
oft
40
PM
(AW
am
low
LINEA.out
161
0.0330
0.0032
0.0299
162
0.0334
0.0032
0.0302
163
0.0340
0.0033
0.0308
164
0.0344
0.0033
0.0311
165
0.0351
0.0034
0.0317
166
0.0355
0.0034
0.0321
167
0.0363
0.0035
0.0328
168
0.0368
0.0035
0.0332
169
0.0377
0.0036
0.0341
170
0.0382
0.0037
0.0345
171
0.0393
0.0038
0.0355
172
0.0398
0.0038
0.0360
173
0.0410
0.0039
0.0371
174
0.0417
0.0040
0.0377
175
0.0431
0.0041
0.0389
176
0.0438
0.0042
0.0396
177
0.0455
0.0044
0.0411
178
0.0464
0.0045
0.0419
179
0.0484
0.0047
0.0437
180
0.0495
0.0048
0.0447
181
0.0519
0.0050
0.0469
182
0.0533
0.0051
0.0482
183
0.0566
0.0054
0.0511
184
0.0584
0.0056
0.0528
185
0.0462
0.0044
0.0417
186
0.0487
0.0047
0.0441
187
0.0553
0.0053
0.0500
188
0.0597
0.0057
0.0539
189
0.0719
0.0065
0.0654
190
0.0812
0.0065
0.0746
191
0.1160
0.0065
0.1095
192
0.1596
0.0065
0.1530
193
0.4994
0.0065
0.4929
194
0.0945
0.0065
0.0880
195
0.0650
0.0063
0.0588
196
0.0518
0.0050
0.0468
197
0.0605
0.0058
0.0547
198
0.0549
0.0053
0.0496
199
0.0507
0.0049
0.0458
200
0.0473
0.0046
0.0428
201
0.0446
0.0043
0.0403
202
0.0423
0.0041
0.0383
203
0.0404
0.0039
0.0365
204
0.0387
0.0037
0.03SO
205
0.0372
0.0036
0.0336
206
0.0359
0.0035
0.0325
207
0.0347
0.0033
0.0314
208
0.0337
0.0032
0.0304
209
0.0327
0.0031
0.0296
210
0.0319
0.0031
0.0288
211
0.0310
0.0030
0.0281
212
0.0303
0.0029
0.0274
213
0.0296
0.0028
0.0268
214
0.0290
0.0028
0.0262
215
0.0284
0.0027
0.0256
216
0.0278
0.0027
0.0251
217
0.0287
0.0028
0.0260
218
0.0282
0.0027
0.02S5
219
0.0278
0.0027
0.0251
220
0.0273
0.0026
0.0247
221
0.0269
0.0026
0.0243
222
0.0265
0.0026
0.0240
223
0.0261
0.0025
0.0236
224
0.0258
0.0025
0.0233
225
0.0254
0.0024
0.0230
226
0.0251
0.0024
0.0227
227
0.0248
0.0024
0.0224
228
0.0245
0.0024
0.0221
229
0.0242
0.0023
0.0219
230
0.0239
0.0023
0.0216
231
0.0237
0.0023
0.0214
232
0.0234
0.0023
0.0211
233
0.0232
0.0022
0.0209
Page 9
LINEA.out
234
0.0229
0.0022
0.0207
235
0.0227
0.0022
0.0205
236
0.0225
0.0022
0.0203
237
0.0222
0.0021
0.0201
238
0.0220
0.0021
0.0199
am
239
0.0218
0.0021
0.0197
240
0.0216
0.0021
0.0195
0
241
0.0214
0.0021
0.0194
242
0.0212
0.0020
0.0192
am
243
0.0211
0.0020
0.0190
244
0.0209
0.0020
0.0189
WO
245
0.0207
0.0020
0.0187
246
0.0206
0.0020
0.0186
Sm
247
0.0204
0.0020
0.0184
248
0.0202
0.0019
0.0183
aw
249
0.0201
0.0019
0.0182
250
0.0199
0.0019
0.0180
251
0.0198
0.0019
0.0179
Oft
252
0.0196
0.0019
0.0178
253
0.0195
0.0019
0.0176
bw
254
0.0194
0.0019
0.0175
255
0.0192
0.0019
0.0174
256
0.0191
0.0018
0.0173
257
0.0190
0.0018
0.0172
(SW
258
0.0189
0.0018
0.0170
259
0.0187
0.0018
0.0169
00
260
0.0186
0.0018
0.0168
261
0.0185
0.0018
0.0167
OW
262
0.0184
0.0018
0.0166
263
0.0183
0.0018
0.0165
Oft
264
0.0182
0.0017
0.0164
265
0.0181
0.0017
0.0163
OW
266
0.0180
0.0017
0.0162
267
0.0179
0.0017
0.0161
268
0.0177
0.0017
0.0160
PM
269
0.0176.
0.0017
0.0160
270
0.0176
0.0017
0.0159
law
271
0.0175
0.0017
0.0158
272
0.0174
0.0017
0.0157
am
273
0.0173
0.0017
0.0156
274
0.0172
0.0017
0.0155
41W
275
0.0171
0.0016
0.0154
276
0.0170
0.0016
0.0154
an
277
0.0169
0.0016
0.0153
278
0.0168
0.0016
0.0152
279
0.0168
0.0016
0.0151
280
0.0167
0.0016
0.0151
281
0.0166
0.0016
0.0150
282
0.0165
0.0016
0.0149
283
0.0164
0.0016
0.0149
284
0.0164
0.0016
0.0148
285
0.0163
0.0016
0.0147
WO
286
0.0162
0.0016
0.0146
287
0.0161
0.0016
0.0146
288
0.0161
0.0015
0.0145
--------------------------------------------------------------------
-------------------------
---- ------ ------------
----- ------ ---
Total
soil rain loss =
0.71(In)
Total
effective rainfall
7.29(In)
Peak
flow rate in flood hydrograph = 30.79(CFS)
---------------------------------------------------------------------
............................
........................................
24 -
H 0 U R S T 0 R M
R u n o f
f H y d r o g r a p
h
--------------------------------------------------------------------
Hydrograph in 5 Minute intervals
((CFS))
--------------------------------------------------------------------
Time(h+m)
Volume Ac.Ft Q(CFS)
0 10.0 20.0
30.0 40.0
-----------------------------------------------------------------------
0+ 5
0.0005 0.07
Q
0+10
0.0037 0.46
Q
0+15
0.0113 1.10
VQ
Page 10
4m
No
an
aw
wo
iow
ww
'0.,
4ow
an
m
m
4m
w
0+20
0.0218
1.53
VQ
0+25
0.0335
1.70
VQ
0+30
0.0456
1.76
VQ
0+35
0.0579
1.79
VQ
0+40
0.0704
1.81
VQ
0+45
0.0829
1.82
VQ
0+50
0.0955
1.82
VQ
0+55
0.1081
1.83
VQ
1+ 0
0.1207
1.84
VQ
1+ 5
0.1334
1.84
VQ
1+10
0.1462
1.85
VQ
1+15
0.1590
1.85
IQ
1+20
0.1718
1.86
IQ
1+25
0.1846
1.87
IQ
1+30
0.1975
1.87
IQ
1+35
0.2104
1.87
IQ
1+40
0.2234
1.88 IQ
1+45
0.2363
1.88 IQ
1+50
0.2493
1.89
IQ
1+55
0.2624
1.89
IQ
2+ 0
0.2754
1.90 IQ
2+ 5
0.2885
1.90 IQ
2+10
0.3017
1.91 IQ
2+15
0.3149
1.91
Qv
2+20
0.3281
1.92 IQV
2+25
0.3413
1.92 IQV
2+30
0.3546
1.93 IQV
2+35
0.3679
1.93
IQV
2+40
0.3812
1.94 IQV
2+45
0.3946'
1.94 IQV
2+50
0.4080
1.95 IQV
2+55
0.4214
1.95
IQV
3+ 0
0.4349
1.96 IQV
3+ 5
0.4484
1.96 IQV
3+10
0.4620
1.97 IQV
3+15
0.4756
1.97
IQ V
3+20
0.4892
1.98
IQ V
3+25
0.5029
1.98 IQ
V
3+30
0.5166
1.99 IQ
V
3+35
O.S303
1.99
IQ V
3+40
0.5441
2.00
QV
3+45
0.5579
2.01
QV
3+50
0.5717
2.01
QV
3+55
0.5856
2.02
QV
4+ 0
0.5996
2.02
QV
4+ 5
0.6135
2.03
QV
4+10
0.6276
2.04
QV
4+1S
0.6416
2.04
Q V
4+20
0.6557
2.05
Q V
4+25
0.6699
2.OS
Q V
4+30
0.6840
2.06
Q V
4+35
0.6983
2.07
Q V
4+40
0.7125
2.07
Q V
4+45
0.7268
2.08
Q V
4+50
0.7412
2.08
Q V
4+55
0.7556
2.09
Q V
5+ 0
0.7700
2.10
Q V
5+ 5
0.7845
2.10
Q V
5+10
0.7991
2.11
Q V
5+15
0.8137
2.12
Q V
5+20
0.8283
2.12
Q V
5+25
0.8430
2.13
Q V
5+30
0.8577
2.14
Q V
5+35
0.8725
2.15
Q V
5+40
0.8873
2.15
Q V
5+45
0.9022
2.16
Q V
5+50
0.9171
2.17
Q V
5+55
0.9321
2.17
Q V
6+ 0
0.9471
2.18
Q V
6+ 5
0.9622
2.19
Q V
6+10
0.9773
2.20
Q V
6+15
0.9925
2.20
Q V
6+20
1.0077
2.21
Q V
LINEA.out
Page 11
I
LINEA.out
6+25
1.0230
2.22
Q
V
6+30
1.0384
2.23
Q
V
6+35
1.0538
2.24
Q
V
6+40
1.0692
2.24
Q
V
6+45
1.0848
2.25
Q
V
6+50
1.1003
2.26
Q
V
6+55
1.1160
2.27
Q
V
so
7+ 0
1.1317
2.28
Q
V
7+ 5
1.1474
2.29
Q
V
7+10
1.1632
2.30
Q
V
7+15
1.1791
2.31
Q
V
7+20
1.1950
2.31
Q
V
7+25
1.2110
2.32
Q
V
7+30
1.2271
2.33
Q
V
7+35
1.2432
2.34
Q
V
ow
7+40
1.2594
2.35
Q
V
7+45
1.2757
2.36
Q
V
7+50
1.2920
2.37
Q
V
7+55
1.3084
2.38
Q
V
8+ 0
1.3249
2.39
Q
V
8+ 5
1.3415
2.40
Q
V
8+10
1.3581
2.41
Q
V
8+15
1.3748
2.42
Q
V
8+20
1.3915
2.43
Q
V
ow
8+25
1.4084
2.44
Q
V
8+30
1.4253
2.46 1
Q
VI
8+35
1.4423
2.47 1
Q
V1
8+40
1.4593
2.48 1
Q
V1
8+45
1.4765
2.49 1
Q
VI
8+50
1.4937
2.50 1
Q
VI
8+SS
1.5110
2.51 1
Q
VI
9+ 0
1.5284
2.53 1
Q
VI
9+ 5
1.5459
2.54 1
Q
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9+10
1.5635
2.55 1
Q
V1
9+15
1.5811
2.56
Q
V
9+20
1.5989
2.58
Q
V
9+25
1.6167
2.59
Q
V
9+30
1.6347
2.60
Q
V
9+35
1.6527
2.62
Q
V
9+40
1.6708
2.63
Q
V
9+45
1.6890
2.65
Q
V
fto
9+50
1.7074
2.66
Q
V
9+5S
1.7258
2.67
Q
V
10+ 0
1.7443
2.69 1
Q
IV
10+ 5
1.7629
2.71 1
Q
IV
10+10
1.7817
2.72 1
Q
IV
10+15
1.8005
2.74
1 Q
IV
10+20
1.8195
2.75 1
Q
IV
10+25
1.8386
2.77 1
Q
IV
10+30
1.8577
2.79
1 Q
IV
10+35
1.8770
2.80
1 Q
IV
10+40
1.8965
2.82
Q
I V
10+45
1.9160
2.84
Q
I V
10+50
1.9357
2.86
Q
I V
10+55
1.9555
2.88
Q
I V
11+ 0
1.9755
2.90
Q
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4m
11+ 5
1.9955
2.92
Q
I V
11+10
2.0158
2.94
Q
I V
11+15
2.0361
2.96
Q
I V
11+20
2.0566
2.98
Q
I V
11+25
2.0773
3.00
Q
I V
11+30
2.0981
3.02
Q
I V
11+3S
2.1190
3.04
Q
I V
11+40
2.1402
3.07
Q
I V
11+45
2.1614
3.09
Q
I V
11+50
2.1829
3.11
Q
I V
11+55
2.2045
3.14
Q
I V
12+ 0
2.2263
3.17
Q
I V
12+ 5
2.2483
3.19
Q
I V
12+10
2.2702
3.18
Q
I V
12+15
2.2919
3.15
Q
I V
12+20
2.3135
3.14
Q
I V
offin
12+25
2.3352
3.16
Q
I V
Page 12
am
LINEA.out
12+30
2.3572
3.18
Q
V
12+35
2.3793
3.21
Q
V
12+40
2.4016
3.25
Q
V
12+45
2.4242
3.28
Q
V
12+50
2.4471
3.32
Q
V
12+55
2.4701
3.35
Q
V
13+ 0
2.4935
3 .39
Q
V
13+ 5
2.5171
3.43
Q
V
13+10
2.5410
3.47
Q
V
13+15
2.56S2
3.51
Q
V
13+20
2.5897
3.56
Q
V
13+25
2.6146
3.61
Q
V
13+30
2 .6397
3.65
Q
V
13+35
2.6653
3.71
Q
V
13+40
2.6912
3.76
Q
V
13+45
2.7174
3.82
Q
V
13+50
2.7441
3.87
Q
V
13+55
2.7712
3.94
Q
V
14+ 0
2.7988
4.00
Q
V
14+ 5
2.8268
4.07
Q
V
14+10
2.8553
4.14
Q
V
14+15
2.8844
4.22
Q
V
14+20
2.9140
4.30
Q
V
14+25
2.9442
4.39
Q
V
14+30
2.9751
4.48
Q
V
14+35
3.0067
4.58
Q
VI
14+40
3.0390
4.69
Q
VI
14+45
3.0721
4.80
1 Q
V1
14+50
3.1060
4.93
Q
VI
14+55
3.1409
5.07
Q
V
15+ 0
3.1768
5.22
Q
V
15+ 5
3.2139
5.38
Q
V
15+10
3.2522
S.56
Q
V
15+15
3.2919
S.77
Q
V
15+20
3.3333
6.00
Q
IV
15+25
3.3759
6.19
Q
I IV
15+30
3.4179
6.og
Q
I IV
15+35
3.4577
5.79
Q
I
I V
15+40
3.4976
5.79
Q
I I V
15+45
3.5400
6.17
Q
I I V
15+50
3.5873
6.86
Q
I I V
15+55
3.6421
7.97
Q
I
I V
16+ 0
3.7105
9.93
QI
I V
16+ 5
3.8122
14.77
Q I V
16+10
3.9841
24.96
QV
16+15
4.1961
30.79
V
Q
16+20
4.3S15
22.56
Q
V
16+25
4.4437
13.38
Q
V
16+30
4.5055
8.98
Q
V
16+35
4.5564
7.39
Q
VI
16+40
4.6039
6.90
Q
VI
16+45
4.6457
6.07
Q
VI
16+50
4.6845
5.64
Q
VI
16+55
4.7210
S.29
Q
V
17+ 0
4.7555
5.01
Q
V
17+ 5
4.7882
4.75
Q
V
17+10
4.8194
4.S3
Q
V
17+15
4.8493
4.34
Q
V
17+20
4.8781
4.17
Q
IV
17+25
4.9058
4.03
Q
IV
17+30
4.9326
3.89
Q
IV
17+35
4.9585
3.76
Q
IV
17+40
4.9836
3.65
Q
IV
17+45
5.0081
3.56
Q
IV
17+50
5.0320
3.47
Q
V
17+5S
5.0553
3.39
Q
V
18+ 0
5.0781
3.31
Q
V
18+ 5
5.1005
3.25
Q
V
18+10
5.1226
3.22
Q
V
18+15
5.1447
3.21
Q
V
18+20
5.1667
3.19
Q
V
18+25
5.1884
3.15
Q
V
18+30
5.2098
3.11
Q
V
Page 13
ow
P-
am
0
m
LINEA.out
18+35 5.2309 3 .06
Q
v
18+40 5.2517 3.02
Q
v
18+45 5.2721 2.97
Q
v
18+50 5.2923 2.93
Q
v
18+55 5.3122 2.89
Q
v
19+ 0 5.3319 2.85
Q
v
19+ 5 5.3513 2.82
Q
v
19+10 S.3704 2.78
Q
v
19+15 5.3894 2.75
Q
v
19+20 5.4081 2.72
Q
v
19+25 5.4266 2.69
Q
v
19+30 5.4449 2.66
Q
v
19+35 5.4630 2.63
Q
v
19+40 5.4809 2.60
Q
v
19+45 5.4986 2.57
Q
v
19+SO S.5162 2.55
Q
v
19+55 5.5336 2.52
Q
v
20+ 0 5.5508 2.50
Q
v
20+ 5 5.5678 2.48
Q
v
20+10 5.5847 2.45
Q
v
20+15 5.6015 2.43
Q
v
20+20 5.6181 2.41
Q
v
20+25 5.6345 2.39
Q
v
20+30 5.6509 2.37
Q
v
20+35 5.6670 2.35
Q
v
20+40 5.6831 2.3-3
Q
v
20+45 5.6990 2.31
Q
v
20+50 5.7148 2.29
Q
v
20+55 5.7305 2.28
Q
v
21+ 0 5.7461 2.26
Q
v
21+ 5 5.7615 2.24
Q
v
21+10 5.7768 2.23
Q
v
21+15 5.7921 2.21
Q
v
21+20 5.8072 2.20
Q
v
21+25 5.8222 2.18
Q
v
21+30 5.8371 2.17
Q
v
21+35 5.8519 2.15
Q
v
21+40 5.8667 2.14
Q
v
21+45 5.8813 2.12
Q
v
21+50 5.8958 2.11
Q
v
21+55 5.9102 2.10
Q
v
22+ 0 5.9246 2.08
Q
v
22+ 5 5.9388 2.07
Q
v
22+10 5.9530 2.06
Q
v
22+15 5.9671 2.05
Q
v
22+20 5.9811 2.03
Q
v
22+25 5.9950 2.02
Q
v
22+30 6.0089 2.01
Q
v
22+35 6.0226 2.00 IQ
v
22+40 6.0363 1.99
IQ
v
22+45 6.0500 1.98
IQ
v
22+50 6.0635 1.97 IQ
v
22+55 6.0770 1.96
IQ
v
23+ 0 6.0904 1.95
IQ
v
23+ 5 6.1037 1.94
IQ
v
23+10 6.1170 1.93
IQ
v
23+15 6.1301 1.92
IQ
VI
23+20 6.1433 1.91
IQ
VI
23+25 6.1563 1.90
IQ
VI
23+30 6.1693 1.89
IQ
VI
23+35 6.1823 1.88
IQ
VI
23+40 6.1951 1.87
IQ
VI
23+45 6.2080 1.86
IQ
VI
23+50 6.2207 1.85
IQ
V1
23+55 6.2334 1.84
IQ
VI
24+ 0 6.2460 1.83
IQ
VI
24+ 5 6.2581 1.75
IQ-
VI
24+10 6.2675 1.36
IQ
VI
24+15 6.2724 0.71
Q
VI
24+20 6.2744 0.29
Q
Vi
24+2S 6.2752 0.12
Q
VI
24+30 6.2756 0.06
Q
VI
24+3S 6.2758 0.04
Q
vi
Page 14
LINEA.out
24+40 6.2759 0.02 Q
VI
24+45 6.2760 0.01 Q
VI
24+50 6.2761 0.01 Q
V;
24+55 6.2762 0.01 Q
VI
25+ 0 6.2762 0.01 Q
I VI
25+ 5 6.2763 0.00 Q
I VI
25+10 6.2763 0.00 Q I
I
I VI
25+15 6.2763 0.00 Q
I
I
I VI
25+20 6.2763 0.00 Q I
I
I VI
25+25 6.2763 0.00 Q
-----------------------------------------------------------------------
I
I
I v
Page 1S
ROUTBLDASW.out
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004
Study date: 01/18/07
am HYDRAULIC ROUTING OF PROPOSED STORMTECH CHAMBERS DURING A 100 -YEAR
STORM EVENT FOR DEVELOPED CONDITION
(AW JURUPA BUSINESS PARK
W.O. 06-0386 01/18/07 TD
--------------------------------------------------------------------
No
ow
Program License Serial Number 4010
--------------------------------------------------------------------
HYDROGRAPH INFORMATION
User entry of
From study/file name: LINEASW.rte
-storage data
****************************HYDROGRAPH DATA****************************
Number of intervals = 99
VW
Time interval = 15.0 (Min.)
Maximum/Peak flow rate = 18.948 (CFS)
Total number of inflow
Total volume = 5.555 (Ac.Ft)
99
Status of hydrographs being held in storage
Hydrograph time unit =
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
bw
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Initial depth
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
PM
aw
--------------------------------------------------------------------
......................................................................
Process from Point/Station 14.000 to Point/Station 15.000
Initial basin
**** RETARDING BASIN ROUTING ****
to
Graph values: III= unit inflow; '0'=Outflow at time shown
go---------------------------------------------------------------------
Time Inflow Outflow Storage Depth
aw (Hours) (CFS) (CFS) (Ac.Ft) .0 4.7 9.47 14.21 18.95 (Ft.)
0.250 0.9s 0.09 0.009 01 1 1 1 1 0.18
am Page 1
r7
User entry of
depth -outflow
-storage data
--------------------------------------------------------------------
Total number of inflow
hydrograph intervals =
99
Hydrograph time unit =
15.000 (Min.)
Initial depth
in storage
basin = 0.00(Ft.)
aw
--------------------------------------------------------------------
Initial basin
depth
0.00 (Ft.)
AM
Initial basin
storage
= 0.00 (Ac.Ft)
Initial basin
outflow
= 0.00 (CFS)
---------------------------------------------------------------------
--------------------------------------------------------------------
Depth vs. Storage
and
Depth vs. Discharge data:
Basin Depth
Storage
outflow (S-O*dt/2)
(S+O*dt/2)
1W
(Ft.)
(Ac.Ft)
(CFS) (Ac.Ft)
(Ac.Ft)
---------------------------------------------------------------------
0.000
0.000
0.000 0.000
0.000
1.000
0.050
0.500 0.045
0.055
2.000
0.090
0.510 0.085
0.095
3.000
0.140
0.600 0.134
0.146
4.000
0.190
0.700 0.183
0.197
an
5.000
0.240
0.750 0.232
0.248
of
6.000
0,290
1.000 0.280
0.300
7.500
0.370
17.500 0.189
O.S51
40
--------------------------------------------------------------------
---------------------------------------------------------------------
Hydrograph Detention Basin Routing
to
Graph values: III= unit inflow; '0'=Outflow at time shown
go---------------------------------------------------------------------
Time Inflow Outflow Storage Depth
aw (Hours) (CFS) (CFS) (Ac.Ft) .0 4.7 9.47 14.21 18.95 (Ft.)
0.250 0.9s 0.09 0.009 01 1 1 1 1 0.18
am Page 1
r7
ROUTBLDASW.out
0.500 1.60 0.31 0.031
0 1
0.62
m
0.750 1.62 0.50 0.056
0 1
1.15
1.000 1.63 0.51 0.079
0 1
1.73
1.250 1.64 0.53 0.102
0 1
2.24
1.500 1.66 0.57 0.125
0 1
2.70
1.750 1.67 0.61 0.147
JOI
3.14
2.000 1.68 0.66 0.168
JOI
3.57
2.250 1.69 0.70 0.189
joi I
I
1
3.98
2.500 1.71 0.72 0.210
JOI I
1
4.39
2.750 1.72 0.74 0.230
JOI 1
4.80
3 .000 1.73 0.80 0.250
JOI 1
5.20
ow 3.250 1.75 0.89 0.268
JOI I
I
1
5.56
3.500 1.76 0.98 0.285
JOI
5.90
pft 3.750 1.78 1.75 0.294
1 01
6.07
4.000 1.79 1.80 0.294
1 0
6.07
so 4.250 1.81 1.80 0.294
1 0
6.07
4.500 1.82 1.82 0.294
1 0
6.07
p" 4.750 1.84 1.84 0.294
1 0
6.08
5.000 1.86 1.85 0.294
1 0
6.08
No 5.250 1.88 1.87 0.294
1 0
6.08
5.500 1.89 1.89 0.294
1 0
6.08
5.750 1.91 1.91 0.294
1 0
6.08
po
6.000 1.93 1.93 0.294
1 0
6.08
tAw 6.250 1.95 1.95 0.295
1 0
6.09
6.500 1.97 1.97 0.295
1 0
6.09
6.750 2.00 1.99 0.295
1 0
6.09
7.000 2.02 2.01 0.295
1 0
6.09
7.250 2.04 2.04 0.295
1 0
6.09
7.500 2.07 2..06 0.295
1 0
6.10
7.750 2.09 2.09 0.295
1 0
6.10
8.000 2.12 2.11 0.295
1 0
6.10
8.250 2.15 2.14 0.296
1 0
6.10
Am 8.500 2.18 2.17 0.296
1 0 1
1 1
1 6.11
8.750 2.21 2.20 0.296
1 0 1
1 1
1 6.11
sm 9.000 2.24 2.23 0.296
1 0 1
1 1
1 6.11
9.250 2.27 2.26 0.296
1 0 1
1 1
1
6.11
fm 9.500 2.31 2.30 0.296
1 0
6.12
9.750 2.34 2.33 0.296
1 0
6.12
10.000 2.38 2.37 0.297
1 0
6.12
mm
10.250 2.42 2.41 0.297
1 0
6.13
10.500 2.47 2.46 0.297
1 0
6.13
sm
10.750 2.52 2.SO 0.297
1 0
6.14
11.000 2.57 2.55 0.298
1 0
6.14
PM 11.250 2.62 2.61 0.298
1 0
6.15
11.500 2.68 2.66 0.298
1 0 1
1 1
1
6.15
11.750 2.74 2.72 0.298
1 0 1
6.16
12.000 2.81 2.79 0.299
1 0 1
6.16
12.250 2.80 2.80 0.299
1 0 1
6.16
12.500 2.82 2.81 0.299
1 0 1
6.16
12.750 2.91 2.88 0.299
0
6.17
13.000 3.01 2.98 0.300
0
6.18
13.250 3.12 3.09 0.300
0
6.19
13.500 3.24 3.21 0.301
0
6.20
13.750 3.39 3.35 0.301
0
6.21
14.000 3.55 3.51 0.302
0
6.23
14.250 3.75 3.70 0.303
0 1
6.25
14.500 3 .98 3.92 0.304
0 1
6.27
ow 14.750 4.27 4.20 0 .306
ol
6.29
15.000 4.64 4.55 0.307
1 ol
1
6.32
15.250 5.15 5.02 0.309
1 0
1
6.37
an 15.500 5.22 5.25 0.311
1 0
1
6.39
15.750 5.77 5.59 0.312
1 10
1
6.42
0
16.000 9.88 8.63 0.327
1 1 0
1
6.69
16.250 18.95 16.50 0.365
1 1
1
1 0 il
7.41
40 16.500 12.87 15.70 0.361
1 1
1 1
0
7.34
16.750 5.22 6.64 0.317
1 1 0
1
6.51
40 17.000 4.38 4.13 0.305
1 oil
1
6.28
17.250 3.79 4.06 0.305
1 0 1
1
6.28
MR 17.500 3 .41 3 .43 0 .302
1 0 1
1
6 .22
17.750 3.14 3.22 0.301
1 0 1
1
6.20
No 18.000 2.92 2.96 0 .300
io
6.18
18.250 2.83 2.85 0.299
0
6.17
18.500 2 .75 2.77 0.299
0
6.16
Page 2
Remaining water in basin 0.01 (Ac.Ft)
W
****************************HYDROGP-APH DATA****************************
aft Number of intervals = 124
Time interval = 15.0 (Min.)
10 Maximum/Peak flow rate = 16.500 (CFS)
Total volume = 5.547 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
--------------------------------------------------------------------
an
aw
PM Page 3
low
ROUTBLDASW.out
18.750
2.63
2.66
0.298
0
6.15
go
19.000
2.52
2.54
0.297
0
6.14
19.250
2.43
2.45
0.297
0
6.13
10
19.500
2.35
2.37
0.297
0
6.12
19.750
2.28
2.29
0.296
0
6.12
am
20.000
2.21
2.22
0.296
0
6.11
20.250
2.15
2.16
0.296
0
6.11
in
20.500
2.09
2.11
0.295
0
6.10
20.750
2.04
2.06
0.295
0
6.10
21.000
2.00
2.01
0.295
0
6.09
21.250
1.95
1.96
0.295
0
6.09
21.500
1.91
1.92
0.294
0
6.08
21.750
1.88
1.89
0.294
0
6.08
22.000
1.84
1.85
0.294
0
6.08
22.250
1.81
1.82
0.294
0
6.07
22.500
1.78
1.79
0.294
0
6.07
No
22.750
1.75
1.76
0.294
0
6.07
23.000
1.72
1.73
0.294
0
6.07
OM
23.250
1.69
1.70
0.293
0
6.06
23.500
1.67
1.68
0.293
0
6.06
an
23.750
1.65
1.65
0.293
0
6.06
24.000
1.62
1.63
0.293
0
6.06
OM
24.250
0.66
1.00
0.290
10
5.99
24.500
0.01
0.93
0.277
10
5.73
60
24.750
0.00
0.84
0.258
10
5.37
25.000
0.00
0.76
0.242
10
5.04
25.250
0.00
0.74
0.226
10
4.73
25.500
0.00
0.72
0.211
10
4.43
25.750
0.00
0.71
0.197
10
4.13
26.000
0.00
0.68
0.182
10
3.85
26.250
0.00
0.66
0.168
10
3.57
IWO
26.500
0.00
0.63
0.155
10
3.30
26.750
0.00
0.60
0.142
10
3.05
am
27.000
0.00
0.58
0.130
0
2.80
27.250
0.00
0.56
0.118
0
2.57
27.500
0.00
0.54
0.107
0
2.34
27.750
0.00
0.52
0.096
0
2.12
28.000
0.00
0.51
0.085
0
1.88
28.250
0.00
0.51
0.075
0
1.62
28.500
0.00
0.50
0.064
0
1.36
28.750
0.00
0.50
0.054
0
1.10
29.000
0.00
0.44
0.044
0
0.89
29.250
0.00
0.36
0.036
0
0.72
29.SOO
0.00
0.29
0.029
0
0.58
29.750
0.00
0.24
0.024
0
0.48
VW
30.000
0.00
0.19
0.019
0
0.39
30.250
0.00
0.16
0.016
0
0.31
30.500
0.00
0.13
0.013
0
0.26
Opm
30.750
0.00
0.10
0.010
0
0.21
aw
31.000
0.00
0.08
0.008
0
0.17
Remaining water in basin 0.01 (Ac.Ft)
W
****************************HYDROGP-APH DATA****************************
aft Number of intervals = 124
Time interval = 15.0 (Min.)
10 Maximum/Peak flow rate = 16.500 (CFS)
Total volume = 5.547 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
--------------------------------------------------------------------
an
aw
PM Page 3
low
lineasw.out
U n i t H y d r o g r a p h A n a 1 y S i S
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0
Study date 01/18/07
me
........................................................................
------------------------------------------------------------------------
San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
aw Program License Serial Number 4Q10
---------------------------------------------------------------------
4M UNIT HYDROGRAPH ANALYSIS FOR DEVELOPED CONDITION
aw W.O. 06-0386, SOUTHWEST PORTION OF BUILDING A
01/18/07
TD
am----------- --------------------------------------------------------
Storm Event Year = 100
Antecedent Moisture Condition = 3
bw
English (in -lb) Input
Units used
English Rainfall Data
(Inches) Input Values Used
an
English Units used in
output format
Area averaged rainfall
intensity isohyetal data:
Sub -Area
Duration Isohyetal
(Ac.)
(hours) (In)
Rainfall data for year
100
0.00
1 1.35
9.15
1 1.35
--------------------------------------------------------------------
Rainfall data for year
100
go
9.15
6 3.60
am
--------------------------------------------------------------------
Rainfall data for year
100
9.15
24 8.00
aw--------------------------------------------------------------------
....................................................................
em
Area -averaged
max loss rate,.Fm
to
SCS curve SCS curve
Area Area Fp(Fig C6) Ap Fm
as
No.(AMCII) NO.(AMC 3)
(Ac.) Fraction (In/Hr) (dec.) (In/Hr)
32.0 52.0
9.15 1.000 0.785 0.100 0.079
40
Area -averaged adjusted
loss rate Fm (In/Hr) = 0.079
Area -Averaged low loss rate fraction, Yb
Area Area
SCS CN SCS CN S Pervious
(Ac.) Fract
(AMC2) (AMC3) Yield Fr
go
0.92 0.100
32.0 52.0 9.23 0.308
#W
8.24 0.900
98.0 98.0 0.20 0.970
Area -averaged catchment
yield fraction, Y = 0.904
Area -averaged low loss
fraction, Yb 0.096
User entry of time of
concentration 0.120 (hours)
....................................................................
Watershed area
9.15(Ac.)
Page 1
ow
4W
va
lineasw.out
Catchment Lag time 0.096 hours
am
Unit interval = 15.000 minutes
Unit interval percentage of lag time
= 260.4167
do
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm)
= 0.079(In/Hr)
Average low loss rate fraction (Yb) =
0.096 (decimal)
VALLEY DEVELOPED S -Graph proportion =
0.900
VALLEY UNDEVELOPED S -Graph proportion
= 0.100
FOOTHILL S -Graph proportion = 0.000
MOUNTAIN S -Graph proportion = 0.000
DESERT S -Graph proportion = -0.000
am
Computed peak 5 -minute rainfall 0.500(In)
Computed peak 30 -minute rainfall 1.023(In)
Specified peak 1 -hour rainfall = 1.350(In)
Computed peak 3 -hour rainfall = 2.463(In)
Specified peak 6 -hour rainfall = 3.600(In)
Specified peak 24-hour rainfall 8.000(In)
SIM
No
Rainfall depth area reduction factors:
#Am
Using a total area of 9.15(Ac.)
(Ref: fig. E-4)
5 -minute factor 1.000 Adjusted
rainfall = 0.499(In)
400
30 -minute factor 1.000 Adjusted
rainfall = 1.023(In)
1 -hour factor = 1.000 Adjusted
rainfall = 1.349(In)
3 -hour factor = 1.000 Adjusted
rainfall = 2.463(In)
6 -hour factor = 1.000 Adjusted
rainfall = 3.600(In)
6W
24-hour factor = 1.000 Adjusted
---------------------------------------------------------------------
rainfall = 8.000(In)
U n i t H y
d r o g r a p h
.....................................................................
Interval IS' Graph
Unit Hydrograph
Number Mean values
((CFS))
---------------------------------------------------------------------
(K = 36.89 (CFS))
1 S8.897
21.725
2 99.164
14.853
3 99.833
0.247
sw
4 100.000
0.062
on
---------------------------------------------------------------------
Peak Unit Adjusted mass rainfall Unit rainfall
Number (In)
(In)
no
1 0.7750
0.1160
2 1.0227
0.0719
so
3 1.2027
0.0554
4 1.3494
0.0462
aw
5 1.5249
O.OS66
6 1.6850
0.0519
7 1.8335
0.0484
om
8 1.9726
0.0455
9 2.1041
0.0430
to
10 2.2291
0.0410
11 2.3485
0.0393
4M
12 2.4632
0.0377
13 2.5735
0.0363
to
14 2.6800
0.0351
15 2.7832
0.0340
16 2.8833
0.0330
17 2.9806
0.0321
18 3.0753
0.0313
19 3.1677
0.0305
20 3.2579
0.0298
21 3.3461
0.0292
22 3.4324
0.0286
23 3.5170
0.0280
24 3 .5999
0 .0275
25 3.68SS
0.0284
26 3.7698
0.0279
27 3.8526
0.0275
28 3.9342
0.0270
Ism
Page 2
No
lineasw.out
29
4.0145
0.0266
4M
30
4,0937
0.0263
so
31
4.1717
0.0259
32
4.2487
0.0255
33
4.3247
0.0252
34
4.3997
0.0249
35
4.4738
0.0246
ft
36
4.5470
0.0243
37
4.6193
0.0240
00
38
4.6908
0.0237
39
4.7615
0.0235
40
4.8315
0.0232
41
4.9007
0.0230
42
4.9692
0.0228
43
5.0370
0.0225
to
44
5.1041
0.0223
45
5.1706
0.0221
46
5.2365
0.0219
am
47
5.3018
0.0217
Ow
48
S.3665
0.0215
49
5.4306
0.0213
50
5.4941
0.0211
pow
51
5.5572
0.0210
52
5.6197
0.0208
53
5.6817
0.0206
54
5.7432
0.0204
am
55
5.8042
0.0203
56
5.8648
0.0201
NW
57
5.9249
0.0200
58
5.9845
0.0198
OM
59
6.0437
0.0197
60
6.1025
0.0196
No
61
6.1609
0.0194
62
6.2189
0.0193
63
6.2765
0.0192
am
64
6.3336
0.0190
go
65
6.3905
0.0189
66
6.4469
0.0188
67
6.5030
0.0187
pa
68
6.5587
0.0185
69
6.6141
0.0184
ON
70
6.6692
0.0183
71
6.7239
0.0182
oft
72
6.7783
0.0181
73
6.8323
0.0180
74
6.8861
0.0179
75
6.9395
0.0178
76
6.9927
0.0177
77
7.0455
0.0176
aw
78
7.0981
0.0175
79
7.1504
0.0174
80
7.2024
0.0173
81
7.2541
0.0172
82
7.3055
0.0171
83
7.3567
0.0170
84
7.4077
0.0169
85
7.4583
0.0169
86
7.5087
0.0168
87
7.5589
0.0167
88
7.6088
0.0166
89
7.6585
0.0165
90
7.7080
0.0165
91
7.7572
0.0164
92
7.8062
0.0163
93
7.8549
0.0162
94
7.9035
0.0162
4w
95
7.9518
0.0161
96
7.9999
0.0160
oft---------------------------------------------------------------------
Unit
Unit
Unit
Effective
aw
Period
Rainfall
Soil -Loss
Rainfall
(number)
(In)
(In)
(In)
SM
---------------------------------------------------------------------
Page 3
Ow
sw
0,
No
0,
ow
im
ow
OM
f1w
sm
Im
an
im
0,
ow
000
low
4mm
ft
go
to
on
do
40
40
go
(AW
mim
vw
lineasw.out
1
0.0481
0.0046
0.0435
2
0.0484
0.0047
0.0438
3
0.0488
0.0047
0.0441
4
0.0491
0.0047
0.0444
5
0.0495
0.0048
0.0447
6
0.0498
0.0048
0.0450
7
0.0502
0.0048
0.0454
8
0.0506
0.0049
0.0457
9
0.0510
0.0049
0.0461
10
0.0513
0.0049
0.0464
11
0.0518
0.0050
0.0468
12
0.0522
0.0050
0.0471
13
0.0526
0.0051
0.0475
14
0.0530
0.0051
0.0479
15
0.0535
0.0051
0.0483
16
0.0539
0.0052
0.0487
17
0.0544
0.0052
0.0492
18
0.0549
0.0053
0.0496
19
0.0554
0.0053
0.0501
20
0.0559
0.0054
0.0505
21
0.0565
0.0054
O.Osll
22
0.0570
0.0055
0.0515
23
0.0576
0.0055
0.0521
24
0.0582
0.0056
0.0526
25
0.0588
0.0057
0.0532
26
0.0595
0.0057
0.0537
27
0.0601
0.0058
0.0544
28
0.0608
0.0059
0.0550
29
0.0616
0.0059
0.0556
30
0.0623
0.0060
0.0563
31
0.0631
0.0061
0.0570
32
0.0639
0.0061
0.0577
33
0.0648
0.0062
0.0585
34
0.0656
0.0063
0.0593
35
0.0666
0.0064
0.0602
36
0.0675
0.0065
0.0610
37
0.0686
0.0066
0.0620
38
0.0696
0.0067
0.0629
39
0.0708
0.0068
0.0640
40
0.0720
0.0069
0.0650
41
0.0733
0.0071
0.0662
42
0.0746
0.0072
0.0674
43
0.0761
0.0073
0.0688
44
0.0776
0.0075
0.0701
45
0.0793
0.0076
0.0717
46
0.0810
0.0078
0.0732
47
0.0830
0.0080
0.0750
48
0.0850
0.0082
0.0768
49
0.0831
0.0080
0.0751
50
0.0855
0.0082
0.0773
51
0.0884
0.0085
0.0799
S2
0.0914
0.0088
0.0826
53
0.0950
0.0091
0.0859
S4
0.0988
0.0095
0.0893
55
0.103S
0.0100
0.0936
56
0.1086
0.0105
0.0982
57
0.1152
0.0111
0.1041
58
0.122S
0.0118
0.1107
59
0.1323
0.0127
0.1196
60
0.1442
0.0139
0.1303
61
0.1618
0.0156
0.1463
62
0.1533
0.0148
0.1386
63
.0.1870
0.0180
0.1690
64
0.3568
0.0196
0.3372
65
0.6590
0.0196
0.6394
66
0.1671
0.0161
0.1510
67
0.1426
0.0137
0.1289
68
0.1214
0.0117
0.1098
69
0.1079
0.0104
0.0975
70
0.0983
0.0095
0.0888
71
0.0910
0.0088
0.0822
72
0.0852
0.0082
0.0770
73
0.0847
0.0081
0.0766
Page 4
lineasw.out
74
0.0808
0.0078
0.0730
OR
75
0.0774
0.0074
0.0699
dw
76
0.0744
0.0072
0.0672
77
0.0718
0.0069
0.0649
78
0.0695
0.0067
0.0628
mot
79
0.0674
0.0065
0.0609
80
0.0655
0.0063
0.0592
81
0.0638
0.0061
0.0576
82
0.0622
0.0060
0.0562
83
0.0607
0.0058
0.0549
84
0.0594
0.0057
0.0537
85
0.0581
0.0056
0.0525
86
0.0569
O.00S5
0.0515
87
0.0559
0.0054
0.0505
88
0.0548
0.0053
0.0496
*1W
89
0.0539
0.0052
0.0487
90
0.0530
0.0051
0.0479
91
0.0521
0.0050
0.0471
92
0.0513
0.0049
0.0463
93
0.0505
0.0049
0.0456
94
0.0498
0.0048
0.0450
95
0.0491
0.0047
0.0443
96
0.0484
0.0047
0.0437
--------------------------------------------------------------------
--------------------------------------------------------------------
Total
soil rain
loss =
0.71(In)
Total
effective
rainfall
7.29(In)
Peak
flow rate
in flood hydrograph
= 18.95(CFS)
---------------------------------------------------------------------
....................................................................
24 -
H 0 U R S T 0 R M
R u n o f
f
H y d r o g r a p
h
--------------------------------------------------------------------
Hydrograph
in
15
Minute intervals
((CFS))
--------------------------------------------------------------------
Time(h+m) Volume
Ac.Ft
Q(CFS)
0
5.0 10.0
15.0 20.0
-----------------------------------------------------------------------
0+15
0.0195
0.95
VQ
0+30
0.0525
1.60
V Q
0+45
0.0860
1.62
V Q
No
1+ 0
0.1197
1.63
V Q
1+15
0.1537
1.64
V Q
oft
1+30
0.1879
1.66
IV Q
1+45
0.2224
1.67
IV Q
1W
2+ 0
0.2571
1.68
IV Q
2+15
0.2921
1.69
VQ
004
2+30
0.3273
1.71
VQ
2+45
0.3628
1.72
VQ
3+ 0
0.3986
1.73
VQ
3+15
0.4347
1.75
Q
3+30
0.4711
1.76
Q
3+45
0.5078
1.78
Q
4+ 0
0.5449
1.79
Q
4+15
0.5822
1.81
QV
4+30
0.6199
1.82
QV
40
4+45
0.6579
1.84
QV
5+ 0
0.6963
1.86
Q V
5+15
0.7350
1.88
Q V
5+30
0.7741
1.89
Q V
5+45
0.8137
1.91
Q V
6+ 0
0.8536
1.93
Q V
10
6+15
0.8939
1.95
Q
V
6+30
0.9347
1.97
Q
V
an
6+45
0.9759
2.00
Q
V
7+ 0
1.0176
2.02
Q
V
4W
7+15
1.0598
2.04
Q
V
7+30
1.1025
2.07
Q
V
7+45
1.1457
2.09
Q
V
8+ 0
1.1895
2.12
Q
V
8+15
1.41338
2.15
Q
V
8+30
1.2788
2.18
Q
V1
8+45
1.3243
2.21
Q
VI
Page 5
0
L --- i
om
Page 6
ow
lineasw.out
9+ 0
1.3706
2.24
Q
VI
I
4ft
9+15
1.4175
2.27
Q
V
I
dw
9+30
1.4651
2.31
Q
V
I
9+45
1.5136
2.34
Q
V
I
10+ 0
1.5628
2.38
Q
IV
I
10+15
1.6129
2.42
Q
IV
I
10+30
1.6639
2.47
Q
IV
I
10+4S
1.7159
2.52
Q
I V
11+ 0
1.7689
2.57
Q
I V
an
11+15
1.8230
2.62
Q
V
11+30
1.8783
2.68
Q
V
to
11+45
1.9349
2.74
Q
V
12+ 0
1.9929
2.81
Q
V
Oft
12+15
2.0506
2.80
Q
V
12+30
2.1088
2.82
Q
v
go
12+45
2.1689
2.91
Q
V
13+ 0
2.2310
3.01
Q
I V
sm
13+15
2.2954
3.12
Q
V
13+30
2.3624
3.24
Q
v
13+45
2,4323
3.39
Q
V
14+ 0
2.5057
3.55
Q
v
14+15
2.5831
3.75
Q
V
14+30
2.6654
3.98
Q
VI
14+45
2.7537
4.27
Q I V1
low
15+ 0
2.8496
4.64
Q1
V
15+15
2.9559
5.15
Q
V
15+30
3 .0638
5.22
Q
I V
15+45
3.1831
5.77
IQ
I V
16+ 0
3.3872
9.88
QI
V I
16+15
3.7787
18.9s
v I
Q
16+30
4.0446
12.87
Q VI
16+45
4.1525
S.22
Q
VI
IAW
17+ 0
4.2429
4.38
Q
V
17+15
4.3212
3.79
Q
V
17+30
4.3917
3.41
Q
IV
17+45
4.4565
3.14
Q
V
18+ 0
4.S169
2.92
Q
V
18+15
4.5754
2.83
Q
V
18+30
4.6321
2.75
Q
V
18+45
4.6864
2.63
Q
V
19+ 0
4.7385
2.52
Q
V
19+15
4.7887
2.43
Q
V
19+30
4.8372
2.35
Q
V
19+45
4.8842
2.28
Q
V
20+ 0
4.9299
2.21
Q
V
fto
20+15
4.9743
2.15
Q
V
20+30
5.0176
2.09
Q
V
20+45
5.0598
2.04
Q
V
21+ 0
5.1011
2.00
Q
V
21+15
5.1415
1.95
Q
V
21+30
5.1811
1.91
Q
V
am
21+45
5.2199
1.88
Q
V
22+ 0
5.2579
1.84
Q
V
22+15
5.2953
1.81
Q
V
22+30
5.3320
1.78
Q
V
22+45
5.3682
1.75
Q
V
23+ 0
5.4037
1.72
Q
V
23+15
5.4387
1.69
Q
V
23+30
5.4732
1.67
Q
V
23+4S
5.5072
1.65
Q
V
an
24+ 0
5.S407
1.62
Q
V
24+15
5.S544
0.66
IQ
V
io
24+30
S.5547
0.01
Q
V
24+45
5.5548
0.00
Q
V
0
L --- i
om
Page 6
ow
aw
am
No
om
low
0 -
too
0,
sm
ow
am
No
4m
APPENDIX A - LOCATION MAP
ALBERT A.WEBBASSOCIATES
4w
4m
No
(Aw
an
ow
(sm
ow
40
VICINITY MAP
NOT TO SCALE
SECTION 25, Tl S, R6W, SBM
SAN
BERNARDINO
AVE
�0
VALLEY
BLVD.
SLOVER
AVE.
UP RAILROAD_
Li
<
0
ry Li
ui
>
<
Li
>
>
>
>
<
m
<
<
SANTA -ANA
AVE.
rK
<
0
0
I
<
<
cn
ry
LLJ
=>
Li
>
Lij
A
B
c
<
JURUPA AVE.
SITE-,�
40
VICINITY MAP
NOT TO SCALE
SECTION 25, Tl S, R6W, SBM
low
om
m
an
w
an
m
an
m
4m
ow
APPENDIX B - REFERENCES
HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA (C-5)
SBFCD VALLEY AREA ISOHYETALS 10 YEAR I HOUR (B-3)
SBFCD VALLEY AREA ISOHYETALS 100 YEAR I HOUR (B-4)
SOIL PERCOLATION INVESTIGATION
ALBERT A.WEBBASSOCIATES
u � M-0
p
71
grz
a
-is
i
07
z ".4
.4
gy
-401
f's V w ..ff 2�r are` b
10r. rr
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
1 , 'I.,. - �;w- -',I, 2ft�f �,Zj Z'_ -fit,
INDEX MAP
A,—
X,
�3
c' -
I X
U."
Wr
1. J-1
A,
Fz 4T
Jj
7
t
8
4
4�" fl,
A
-ell
L
Apif
B
47 777
Io
A 4—f.
si
4-
A
J'
31
7 -,-1
C-1
C-2
SAN BERNARDINO
COUNTY
------ --- -
07 �,—a __-_J_
C-4
INDEX MAP
A,—
X,
�3
c' -
I X
U."
Wr
1. J-1
A,
Fz 4T
Jj
7
t
8
4
4�" fl,
A
-ell
L
Apif
B
47 777
Io
A 4—f.
si
4-
A
J'
31
FOR
SOUTHWEST -A AREA
7 -,-1
_7
f
------ --- -
LEGEND
SOIL GROUP BOUNDARY
ro(05,c-
sau
c-.�f A
.......
_iCZE
A SOIL GROUP DESIGNATION
T—ZC;Z
BOUNDARY OF INDICATED SOURCE
SCALE
REDUCED
BY 1/2
Y r) I () I All
Q r- A"D KAAD
FOR
SOUTHWEST -A AREA
LUCERNE
LN VALLEY
+
W 6W -4 f �_r
R
R5W 4
4N R2 R I w
ME R2E
.7
3 .9 T4N
T
-7
-4- t
1.4
.!ST ..T
2
7 9
2 -4 A
4
T-
4- T
Blow y
SN
T3N __2
IN
T 1.7
22
_N�
34 4- 1.7
ml
4
I
-4- IA
C I.,
7\— T-
'4—
RNA Wy) L
BE
IR, I _ . I k
T2N YTL 1.2 1 11
4. _tl�
j
N
-t3�
4- ',5T2 N
A
F)v
V.LLAM AKE 7��144
7
I A-
1.4
PIING SMINGS I Su
-71
ARL ..-I
L
4; t- FLATS c-
004
r T T I N
.9
61'
'71
sm
4
IL
LOINA,
U 'AND
PL 5.1 b RNARO,pl
4
E N R D1 0
T L I
FON
!CUCAW As.
RGONiO
T f
_'T
0 LC4TON
... . ..... .
kNQS
S
LO
A
CREST MORE
zi
I PA
GRANO TERR�x
0�' I
CHINO 'D�
-7
4- 116 45
_T
"N I SEANA DINO OUR Vy X�
R E
RIE
RIVIlRSIDE COUNT
7
T2S I RSIDE
-7
AL:
4- N CIPI goof,
Y, b
E 7
R4W R 3 R2W
t -
_T SAN BERNARDINO COUNTY
I FLOOD CONTROL DISTRICT
-ADO R 5W-
11.1 00 CONTPOL,
.S,N VALLEY AREA
T3S REDUCED DRAWING
;O_ ISOHYETALS
.0 SCALE I"= 4 MILES Y10 10 YEAR I HOUR
10 A 1- '150 SAN BERNARDINO COUNTY BASED ON USO.C., KO.A.A.ATLAS 2,1973
APPOI By
A
%R 8 W R 7 R6 LZGEND*
HYDROLOGY MANUAL FLUDD C014 I KUL � t"en
......................... 8 ISOLINE� PRECIPITA-IrION (INCHES) DATE SCALE FILE N0. 151�. N.
1982 I" -2m WRD-I
V P44,�*. 11.1 N 1 X I . I
+ 4- -4-
R8 R7W R6W k5W 4W �RZW- RiW R I E
�PHELAN 7-.30 1 R21E
"lao
NEWRIA
14N
1.4
L
WEST IT
2
.9
-4
\16, 4
0 12
\4
T
T .9
, 'A
TS
-4
3'-
T SAN
-IN
4-
15
IRWI,
-J�i- I 34*15T2 N
It L IE
2
K7-
4
1.5
[me
. . . . . - - - - - 7 N
-4
-A—
_71t sm-
-117
I's
_T I N
1.7 ---- ---
DA. I N
'4'
T
)_4
-T
7%
SAN RIAR070
AL TA KOM. t -
J
A*
W DI
CL"T +
N
-7 NT
T
t/ COLTON T -t S
ONTAqjQ' I .:: 1 2 .2
I I � "
TIS
.P REDLANDS
—T A
-LOiA A
7
all,
lid
—1.2 15
.12 J—
YUCAIPA
QRAN� TKRR�E
CH 0
I� IGC
SAN R
_j A001*0 0I R2
R N8\1 R7� I I ""
+ S'
�W
T IT
WEST
;f— 4-- '1-- 8
1 .4 A IV 11;7E Coum
Tylw%� 434-00
T2S 1-0
I ERSIDE
....... 'R liv
YIDID
r
R4W R3
4
SAN KRNARDINO COUNTY
FUM CONTROL DISTRICT
�1100
R5
VALLEY AREA
I IF 0 CONTRoL
REDUCED DRAWING
T3S
IN
SCALE 4 WILES
ISDHYETALS
Y.-100 YEAR I HOUR
SAN BERNARDINO COUNTY
SAS;n 6w
A
AFFF40VED BY
8 w
w HYDROLOGY MANUAL
C, ISOLINES PRECIPITATION (INCHES)
ff ge
FLOOD
DATE p" "a WMIL Na
............................
8
1982 r-twL I im-1 4 of 02
I
0
0
PM
6
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4 S� C.HwJ= Incorporated
1355 E. Cooley Drive, Colton, CA 92324 * Phone (909) 824-7210 * Fax (909) 824-7209
15345 Anacapa Road, Suite D, Victorville, CA 92392 * Phone (760) 243-0506 * Fax (760) 243-1225
January 9, 2007
Mr. Dennis Bean
3204 Broad Street
Newport Beach, California 92663
Subject: Soil Percolation Investigation
Jurupa Business Park
Fontana, California
Reference: Geotechnical Investigation
Proposed Jurupa Business Park
Jurupa Avenue
Fontana, California
Report Prepared by C.H.J., Incorporated
Dated June 10, 2005, Job No. 05446-3
Dear Mr. Bean:
Job No. 061101 -?
As requested, we have performed percolation/Infiltration testing at the subject site in order to evaluate
the infiltration potential of the soils on the site for storm water disposal. It is our understanding that storrn
water runoff is proposed to be collected within individual trench drain systems located on the northwest
comer of each of the three blocks and also in the southwest comer of the westerly block. The approxi-
niate location of the Jurupa Business Park is indicated on the attached Index N/lap (Enclosure "A- I ")
It is our understanding that the proposed stonn water disposal system being considered consists ot open -
bottom polyProplylene corrugated �\ all stom, \\ ater collec'. lon chambers. Based on the manufacturer's
(Stormtech) infori-nation provided to our firm by Albert A. VVebb Associates. we understand that the open
bottom storm \�ater chambers are t\plcall,, 30= inches ir height ard installed with 18 to 96 Hicl-ics of
co%er. Beneath and around the chambers. th.- ii-�aiwfacturer recowmends 1 lie placci-nent Of Clllshcd rocK,.
GEOTECHNICAL ENGINEERING * MATERIALS TESTING * CONSTRUCTION INSPECTION * ENVIRONMENTAL CONSULTING
www.chjinc.com
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Job No. 061101-2
Test holes, approximately 6 inches in diameter and 12 inches in depth, were excavated in the bottom of
each pit. A perforated 6 -inch diameter plastic container was inserted into each test hole.
In order to prepare the soils for testing, pre-soaking was performed by inverting a full 5 -gallon water
bottle over the top of the perforated plastic container. The time for the water bottle to empty and for the
hole to drain was recorded. Due to the relatively short time for the test holes to accept the water, perco-
lation testing was performed immediately following the pre-soak. The tests were performed by measur-
ing the time required for the water level inside the container to drop I inch. The measurement was
repeated four times for each of the tests.
Based upon the time required for a I -inch drop, an infiltration rate was calculated. The infiltration rates
obtained are presented in the following table.
Test Location/
Depth (ft.)
Infiltration Rate
Soil Type
(ill./min.)
(in./hr.)
TP- 1/6.0
0.3
17
SP
TP -2/4.0
0.2
14
SP
TP -3/6.0
0.5
30
SP
TP -4/4.0
0.4
24
SP
Testing indicated infiltration rates ranging from 17 to 30 inches per hour, with an average rate of 21
inches per hour. It is our opinion that an infiltration rate of 20 inches per hour could be used as the
infiltration rate in the design of the storm %x ater retention systems, provided that proper maintenance is
performed. It should be cautioned that the rates were obtained in native soils, and rates for compacted
soils would be anticipated to have lesser values.
It should be noted that infiltration rates rneasured are ultimate rates based on short -duration field test
results Litilizing clear water. Infiltration rates can be affected by slit build -Lip. debris. degree of soil
saturation. and other factors. An appropriate safet-, factor should be applied pT-I'or to Lise in desl�zn to
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Job No. 061101 -21
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am account for subsoil inconsistencies, possible compaction related to site grading, and potential silting of
the percolating soils. The safety factor should also be determined with consideration given to other
factors in the storm water retention system design, particularly storm water volume estimates and the
safety factors associated with those design components.
VAW
LIMITATIONS
OM
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C.H.J., Incorporated has stri'ven to perform our services within the limits prescnibed by our client, and
in a manner consistent with the usual thoroughness and competence of reputable geotechnical engineers
and engineering geologists practicing under similar circumstances. No other representation, express or
implied, and no warranty or guarantee is included or intended by virtue of the services performed or
reports, opinion, documents, or otherwise supplied.
PM
IM This report reflects the testing conducted on the site as the site existed duning the investigation, which
Oft is the subject of this report. However, changes in the conditions of a property can occur with the passage
of time, due to natural processes or the works of man on this or adjacent properties. Changes in
applicable or appropriate standards may also occur whether as a result of legislation, application, or the
broadening of knowledge. Therefore, this repert is indicative of only those conditions tested at the time
of the subject investigation, and the findings of this report maybe invalidated fully orpartiallyby changes
OW outside of the control of C.H.J., Incorporated. This report is therefore subject to review and should not
M be relied upon after a period of one year.
im
The conclusions and recommendations in this report are based upon obsen,ations perfon-ned and data
collected at separate locations, and interpolation bet,,veen these locations. camied out for the proJect and
the scope of services descnibed. It is assumed and expected that the conditions between locations
obsei-ved and'or sampled are similar to those e-icountered at the individual locations where obsen-ation
and sampling were perforined. However, corditions betAeen these locations inay vary siLynificantly.
Should conditions be encountered in the field, by the client or an% firin performing services for the client
or the client's assign. that appears different from those described herein. this firni should be contacted
immediately in order that we rnight evaluate their effect. If this report or portions thereof are pro\ ided
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Job No. 061101-2
to contractors or included in specifications, it should be understood by all parties that they are provided
for information only and should be used as such.
The report and its contents resulting from this 1w,-estip-ation are not intended orrepresented to be suitable
for reuse on extensions or modifications of the project, or for use on any other project.
CLOSURE
We appreciate this opportunity to be of service and trust this letter provides the infori-nation desired at
this time. Should you have any questions or comments, please do not hesitate to contact this fin -n at your
convenience.
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Enclosures: "A -I" - Index Map
"A-2" - Plat
"A-3" - Gradation Cun-es
Distribution: %,Ir. Dennis Bean
.Albert A. Webb Associatess
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Respectfully submitted.
C.H.J.. INCORPORATED
Ben Williams, P.G.
Senior Staff Geologist
Allen D. EN-ans, G.E. 2060
,v ice President
I I I I I J a I a I I I I I I I I I I I a I I I a I I I I I a I a I a I a I
100
90
80
F-
r
LD 70
>- 60
LL' 50
Z
LL
1-- 40
Z
W
C)
0� 30
Uj
20
10
0
1000
Sieve Sizes - U.S.A. Standard Series (ASTM C136)
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETRES
Sand ilt Clay
S'It
se �Rne �Mdum��R�n,����
Symbol
Boring No
Depth (ft)
Classification
Dia (-m)
D30 (MM)
D,30 (mm)
D60 (mm)
C�
C, SE
1
6
(SP) Sand, fine to coarse with gravel to 3/4"
0.2205
0,467
0.882
1.235
5�599
0.800
2
4
(SP) Sand, fine to medium with coarse
0.1601
0.288
0.419
0.563
3.514
0.919
A
3
6
(SP) Sand, fine to coarse with gravel to 3/4"
0.1857
0.435
1.058
2.223
11.972
0.459
-4--�
—
4
(SP) Sand, fine to coarse; Gravel to 1 1/2"
0.2312
6-7F---
1 0. 8
1,8737T
2.981 1
12.889
0.667
GRADATION CURVES
Project Jurupa Business Park
IP
Location: Jurupa Avenue, Fontana
Job Number 061101-2 Enclosure: A-3
i i.H�t) Lat)Suiie ver2 15 Programmed by Dr Fred Yi Copyright(D C.H.J Incorporated 2005 - 2007 All right reserved
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SCALE: 1"= 240'
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04CLOSURE
.GEND: MR. DENNIS BEAN SOIL PERCOLATION INVESTIGATION NA -2"
!.1 DAM JURUPA BUSINESS PARK
PERCOLATION TRENCH LOCATION JANUARY 2007 FONTANA, CALIFORNIX
061101-2
C*SP C. H.J. incorwrated