HomeMy WebLinkAboutVentanaIRVINE
420 Exchange
Suite 100
Irvine, CA 92602-1301
714.665.4500
Fax: 714.665.4501
RANCHO CUCAMONGA
9130 Anaheim Place
Suite 120
Rancho Cucamonga, CA 91730
909.919.7800
Fax: 909.919.7801
WOODLAND HILLS
20950 Warner Center Lane
Suite A
Woodland Hills. CA 91367-6537
818.251.1200
Fax: 818.251.1201
TEMECULA
Three BetterWorld Circle
Suite 200
Temecula, CA 92590-3745
951.294.9300
Fax: 951.294-9301
www.hfinc.com
Dedicated Service
Since 1961
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Preliminary 4�e
drologyMydraulics
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MIF , Hall & Foreman, Inc.
Hydrology Summary for Ventana
SETTING
AREA WIDE DRAINAGE
Surface water drains from the foothills of the San Bernardino Mountains in the northern portion
of the City of Fontana to the lower alluvial flood plains.
The alluvial fan sediments in the northern portion of the City are very permeable and much of
the surface water is absorbed into the ground water table. The surface water that remains is
eventually collected by the Hawker -Crawford Channel, which eventually outlets into the Santa
Ana River. The Santa Ana River ultimately empties into the Pacific Ocean between the cities of
Costa Mesa and Huntington Beach in Orange County.
ONSITE DRAINAGE
The drainage for the project will be collected by two independent systems as indicated by the
City of Fontana Master Storm Drain Plan.
The first system being line "A" which outlets into the Hawker -Crawford Channel and traverses
east upstream along Duncan Canyon Road to an upstream terminus at Sierra Avenue. Line "A"
is currently being designed under a separate contract with the City of Fontana.
The portion of the Ventana project located north of Duncan Canyon Road will consist of
residential development and an officeibusiness park. The residential portion of the project will
outlet into a proposed storm drain located in the proposed Lytle Creek Road. This proposed
storm drain will connect to the future box culvert at the intersection of Lytle Creek and Duncan
Canyon Road. The office/business park will drain to the southwest corner of this planning area
and will be collected by a storm drain with another connection to the box culvert in Duncan
Canyon Road.
It is expected that construction of the residential portion of the Ventana Specific Plan will
preclude any developments easterly of the Ventana Specific Plan tributary to master storm drain
line "A". Therefore, the Ventana project will construct that portion of the master plan storm
drain (box culvert) within Duncan Canyon Road within Ventana Specific Plan boundary. Line
"A" will be a reinforced concrete box culvert with its ultimate size yet to be determined. The
final hydrology and hydraulic analysis for the Ventana project will be coordinated with the City
for the ultimate hydraulic design.
Hall & Foreman, Inc. has had conversations with the City of Fontana in regards to revising the
Master Storm Drain Plan as it relates to the Ventana site. It was discussed and conceptually
agreed that the Lateral "A-4" alignment would not traverse the Ventana site and instead be
realigned to join with Lateral "A-3" in Citrus Avenue. Refer to the City of Fontana Master
Storm Drain Plan for a review of these alignments.
S:\06075\06075-000\Admin\Reports\Hydrology and Water\Ventana Hydrology.doc Page 1 of 3
It should also be noted that the construction of the box culvert from the Ventana site to the
Hawker -Crawford Channel will occur with the construction of the Duncan Canyon/Interstate 15
interchange project. The downstream construction of the box culvert will occur after
construction of the residential planning areas and before the construction of the office/business
park. Therefore, in the interim, storm runoff from the residential areas will outlet into a
proposed detention basin located at the proposed office/business park.
At the time the interchange project will be constructed, the downstream construction of the box
culvert will be made to Hawker -Crawford Channel and the ultimate storm drain connections
from the residential and officelbusiness areas will be made to the box.
The hydrology study for the entire site was based on a 100 year storm frequency. The Planning
Areas 5 and 6 were studied independently of each other. This data was then used to size the
storm drain running on Lytle Creek Road ultimately connecting to the R.C.B. on Duncan
Canyon. Planning Area 5 generated approximately a Q100= 61 cfs which will be collected
ultimately by a 36" R.C.P. and conveyed down Lytle Creek Rd where it collects an additional
Q100 = 47 cfs from Planning Area. 6. The street runoff from Lytle creek is also collected via this
strom drain line. The combined flow is conveyed through a 42" R.C.P. which will ultimately
connect into the proposed reinforced concrete box located on Duncan Canyon Rd for a total Q1oo
= 110 cfs . Planning Areas 1 and 8 were studied simultaneously as their flow will also be
conveyed down the same storm drain line. PA 1 and 8 generated a Q1oo= 47 cfs which is carried
by a 30" R.C.P. This storm drain line connects to the R.C.B. on Duncan Canyon Rd. The street
run off from Duncan Canyon Rd is collected through catch basins and connected to the R.C.B.
The reinforced concrete box will collect a total Q100 = 170. cfs. This combined flow is generated
from the Planning Areas 1, 5, 6, 8, Street runoff from Lytle Creek Rd and Duncan Canyon Rd.
Since the reinforced concrete box will not be connected to the Hawker Crawford Channel at the
time of development an interim detention basin will be used in order to detain the total run off
generated from P.A.1, 5, 6, 8, Street runoff from Lytle Creek Rd and Duncan Canyon Rd. The
proposed storm drain line north of Duncan Canyon Rd. will connect to the R.C.B. during this
interim period. However a 48" R.C.P outlet pipe will be provided in order to convey the flow
from the R.C.B. to the proposed detention basin. The size and invert of this outlet is designed in
a manner in which it will adequately drain the R.C.B. and not cause any impact to the drainage
down stream. The detention basin inflow was analyzed by creating a Unit Hydrograph for P.A.1,
5, 6, 8, Street runoff from Lytle Creek Rd and Duncan Canyon Rd giving a total Q100 = 185. cfs.
The detention basin was analyzed using the Modified Pul's method per San Bernardino
Hydrology Manual section F-2. A percolation test was conducted in order to properly size the
basin. A percolation rate of .00093 cfs/ft2 was used per the data collected by Converse
Consultants. The floor area of the basin and the percolation rate were used in order to calculate
the Q out = 23 cfs. The basin will also be provided with an 18" outflow providing approximately
Q out =20 cfs. Per the study the detention basin will require a volume of 7.5 Ac -ft; however the
basin has been design with a floor area of 26,968 ft2 at a depth of 10 feet with 3:1 slopes
outward, totaling a volume of 9.58 Ac -ft. which provides approximately 3 feet of free board. The
detention basin will connect to the Master Plan storm drain line B-6 located downstream of
Duncan Canyon Rd, The additional flow will be tabled into the design for line `B-5".
S:\06075\06075-000\Admin\Reports\Hydrology and Water\Ventana Hydrology.doc Page 2 of 3
10
The hydrology study south of Duncan Canyon Rd incorporated Planning Areas 2, 3, 4, 7, 9, and
10. Planning Areas 4 and 7 are residential areas. Planning Areas 3 and 10 will be
Commercial/Business office parks. Planning areas 2 & 9 will be retail uses. The main storm
drain line will run downstream on Lytle Creek Rd collecting street run off as well as storm drain
laterals from the adjacent planning areas. This storm drain will be an extension of the storm drain
line `B-5" as referenced on the City Master Storm Drain Plan. Currently this storm drain line has
been constructed as a 66" RCP up to the MWD easement as a part of the Citrus Heights
development. The proposed storm drain for the Ventana project will connect to this line.
Planning Area 7 will have a private storm drain system throughout the site in order to collect the
storm runoff. The end of the system is composed of a 30" RCP conveying Qloo = 52 cfs. This
lateral will join the main storm drain line on Lytle Creek Rd. The commercial site will have a
series of private storm drain lines though its site. The first of this series is Line "E" which will
contribute a Qloo = 58 cfs this includes the runoff generated by the detention basin. This flow will
be conveyed by a 42" RCP down Lytle Creek Rd. Planning Area 4 will have a private storm
drain system through out the site generating a Q100= 30 cfs which joins the storm drain line on
Lytle Creek Rd. The second storm drain line coming off the commercial site is line "F" which
will contribute a Q100= 55 cfs to the storm drain line on Lytle Creek Rd. Line B-5 will convey
this flow via a 48" RCP. The final storm drain line coming off the commercial site is line "G"
which will generate approximately a Qloo= 25 cfs and will connect to the storm drain line on
Lytle Creek Rd increasing its size to a 54" R.C.P.
The Master Plan storm drain Line `B-5" will collect all the planning areas along with the street
runoff generated on Duncan Canyon Rd for a total Qloo = 253 cfs and ultimately connect to the
constructed 66 inch RCP in Lytle Creek Road as part of the Citrus Heights development project.
The plans prepared by Madole Engineering for the existing 66 inch RCP in Lytle Creek Road
indicate a Q 10 of 392.5 cfs at the end of the storm drain, the connection point for the storm drain
line for the Ventana project. The Q100 for the Ventana project is 253 cfs which is less than the
392.5 cfs which Madole Engineering tabled for this project. Therefore the existing 66 inch RCP
has the capacity to accept the drainage from the Ventana Project.
S:\06075\06075-000Wdmin\Repoits\Hydrology and Water\Ventana Hydrology.doc Page 3 of 3
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PERCOLATION TEST RESULTS REPORT
Proposed Detention Basins
Approximately 81.1 -Acre Duncan Canyon Project
City of Fontana, California
March 7, 2006
Converse Project No. 05-81-316-02
IN
WASA Converse Consultants
sem, Geotechnical Engineering, Environmental & Groundwater Science, Inspection & Testing Services
1946-2006
March 7, 2006
Mr. Peter Moses
Project Manager
Trumark Companies
26447 Ranch Parkway South
Lake Forest, CA 92630
Subject: PERCOLATION TEST RESULTS REPORT
Proposed Detention Basins
Approximately 81.1 -Acre Duncan Canyon Project
City of Fontana, California
Converse Project No. 05-81-316-02
Dear Mr. Moses:
Converse Consultants (Converse) has prepared this report to present percolation test
results for the proposed detention basin to be located within the Duncan Canyon
residential development in the city of Fontana, San Bernardino County, California.
Please feel free to call us at (909) 796-0544 if you have questions or if we can be of
further service. The opportunity to provide continued service to Trumark Companies is
appreciated.
CONVERSE CONSULTANTS
Roy J. Mu ping, C.E.G.
Senior Geologist
Dist: 4/Addressee
FA/RJR/HSQ/mjr
IN�ER/�jr�
o � RU
No. 1080
EXP.
�Tr 4F CAL��%
A, P�_ 10391 Corporate Drive, Redlands, California 92374
Telephone: (909) 796-0544 ♦ Facsimile: (909) 796-7675 ♦ e-mail: redlands@converseconsultants.com
N
Percolation Test Results Report
Proposed Detention Basins
Approximately 81.1 -Acre Duncan Canyon Project
City of Fontana, Califomia
March 7, 2006
Page ii
TABLE OF CONTENTS
1.0 INTRODUCTION AND PROJECT DESCRIPTION ...................... ...............1
2.0 SCOPE OF WORK.........................................................................................................1
2.1 FIELD EXPLORATION.....................................................................................................1
2.2 PERCOLATION TESTING.................................................................................................1
2.3 REPORT PREPARATION.................................................................................................2
3.0 SITE CONDITIONS AND GROUNDWATER..................................................................2
3.1 SITE GEOLOGY.............................................................................................................2
3.2 SUBSURFACE CONDITIONS............................................................................................2
4.0 PERCOLATION TESTING..............................................................................................3
5.0 BASIN SLOPES.............................................................................................................4
7.0 EXCAVATABILITY.........................................................................................................5
8.0 CONCLUSIONS..............................................................................................................5
9.0 CLOSURE......................................................................................................................5
10.0 REFERENCES......................................................................................................... .6
TABLES
Page No.
Table No. 1, Percolation Tests Results...................................................................4
ILLUSTRATIONS
Following Page
Figure No. 1, Site Location Map...........................................................................
1
Figure No. 2, Approximate Percolation Test Location Map..........................................1
Converse Consultants
CCIENTIOFFICEUOBFILE12005181105-316105316-02_per
Percolation Test Results Report
Proposed Detention Basins
Approximately 81.1 -Acre Duncan Canyon Project
City of Fontana, California
*fto- March 7, 2006
Page 1
1.0 INTRODUCTION AND PROJECT DESCRIPTION
This report presents the results of percolation tests performed by Converse for the
proposed detention basin design and construction to be located within the approximately
81.1 -acre residential development (Duncan Canyon Project). The project site is located
northwest and southwest of the intersection of Duncan Canyon Road and Citrus Avenue
in the city of Fontana, San Bernardino County, California, as shown in Figure No. 1, Site
Location Map.
The currently vacant and undeveloped site is bound by Lytle Creek Road and Interstate
15 on the west, Citrus Avenue on the east, and vacant land on the north. A Southern
California Edison easement forms the southern boundary. The site has approximately
100 feet difference in elevation from 1,700 feet above Mean Sea Level (MSL) at the
southwest corner, to 1,800 feet above MSL at the northeast corner of the site.
A site plan was provided to us by Hall and Foreman and was used as a reference for our
investigation shown as Figure No. 2, Approximate Percolation Test Location Map.
2.0 SCOPE OF WORK
The scope of work included the following tasks described below:
2.1 Field Exploration
The field exploration program consisted of five (5) hollow stem auger borings (PT -1
through PT -5) within the proposed detention basin footprint. The exploratory borings were
advanced using a truck mounted drill rig equipped with eight -inch diameter hollow -stem
augers for soil sampling. The depth of the each boring was approximately 11.0 feet below
existing ground surface. Perforated pipe was placed in the center of the hollow -stem
augers prior to removing the augers from the boring. The approximate locations of the
borings are shown in Figure No. 2, Approximate Percolation Test Location Map. An
engineer visually logged the subsurface conditions encountered in the exploratory borings
at the time of drilling. Relatively undisturbed and bulk samples of the subsurface materials
were obtained from the borings for the purpose of laboratory testing. See the Logs of
Borings in Appendix A, Field Exploration.
2.2 Percolation Testing
Percolation testing was conducted using the borings in general accordance with two
methods: the County of San Bernardino, Department of Environmental Health Services,
Percolation Report Standards (revised August 1992), and the U.S. Bureau of
Reclamation Test Method 7310 (USBR 7310-89).
Converse Consultants
CCIEN'ROFFICE%JOBFILE12005181105-316105316-02_per
0
SITE LOCATION MAP
APPROXIMATELY 81.1 - ACRE SITE - DUNCAN CANYON Project No.
of Fontana, California
Trumark Companies
Converse Consultants
05-81-316-02
Figura No.
Percolation Test Results Report
Proposed Detention Basins
Approximately 81.1 -Acre Duncan Canyon Project
City of Fontana, California
March 7, 2006
Page 2
2.3 Report Preparation
The test results from the five (5) exploratory borings were used for evaluation of the
percolation characteristics of the native materials and this report was prepared to present
our findings and conclusions.
3.0 SITE CONDITIONS AND GROUNDWATER
A general description of the subsurface conditions and various materials encountered
during our field exploration at the site are presented in this section.
3.1 Site Geology
Earth materials to the maximum explored depth of 11.0 feet consist of Quaternary age
alluvial deposits. These alluvial deposits typically consist of moderately to well -
consolidated sandy gravel. During the geotechnical investigation for this site, exposures in
the test pits indicated up to 80 percent cobbles and boulders about two (2) feet below the
ground surface (bgs).
,.� 3.2 Subsurface Conditions
3.2.1 Subsurface Profile
Alluvial deposits underlie the project site to the maximum depth explored as shown in
the Logs of Borings included in Appendix A, Field Exploration. The alluvial soil consists
of fine to coarse, brown sandy gravel. While not specifically encountered during drilling,
previous test pits indicate extensive cobbles and boulders about two (2) feet bgs.
For additional information on the subsurface conditions, see the Logs of Borings in
Appendix A, Field Exploration.
3.2.2 Groundwater
Based on available information, the depth to groundwater within the general vicinity of
the site is about 490 feet bgs. This depth was recorded in 2005 by the San Bernardino
Valley Water District in a well located approximately one (1) mile west of the site. The
highest groundwater measured at this well in the previous ten (10) years was 236 feet in
1996. It should be noted that the depth to groundwater could vary depending upon the
season, precipitation, and possible groundwater pumping activity in the vicinity.
Therefore, groundwater need not be considered in the design and construction of the
project.
Converse Consultants
CCIEN-nOFFICE\JOBFILE\2005\81 \05-316\05316-02_per
Percolation Test Results Report
Proposed Detention Basins
• ApproAmately 81.1 -Acre Duncan Canyon Project
City of Fontana, California
March 7, 2006
Page 3
3.2.3 Subsurface Variations
Based on results of the subsurface exploration and our experience, some variations in
the continuity and nature of subsurface conditions within the project site should be
anticipated. Because of the uncertainties involved in the nature and depositional
characteristics of the earth material at the site, care should be exercised in interpolating
or extrapolating subsurface conditions between or beyond the boring locations.
4.0 PERCOLATION TESTING
Percolation testing was performed on February 27, 2006, in general accordance with
the United States Bureau of Reclamation Test Method 7310 (USBR 7310-89) and the
County of San Bernardino, Department of Environmental Health Services, Percolation
Report Standards (revised August 1992). The boring locations were selected along the
north to south centerline of the proposed detention basins. Ten (10) feet long and 2 -inch
diameter performed pipe was placed within each boring. In boring was filled with water
to the ground surface in order to presoak the subsurface soil before percolation testing.
Using the San Bernardino County continuous pre-soak test, a minimum of ten (10)
�°— gallons of water was used to presoak the percolation test holes (PT -1, -2, and -3) prior
to obtaining test readings. An initial water level was recorded, then the water allowed to
fall. After sufficient time elapsed, the water level was recorded, and the hole refilled to
approximately the same as the initial level. Six (6) readings were recorded for each of
the Boring Nos. PT -1 and PT -2 and three (3) readings were recorded for Boring No. PT -
3. The drop in water level was recorded to the nearest 1/10 -foot. The results of the
percolation tests were converted into minutes per inch (mpi).
Using the USBR test method, water was added into the borings to (PT -4 and -5) to
maintain a constant water level in the borings. The amount of water, in gallons, used
over a 0.5 to 1.0 hour time period was monitored and recorded for each boring. The
number of gallons divided by the time was used to calculate the approximate flow rate in
both gallons per hour (gph) and gallons per day (gpd).
Following testing, the casing was extracted from the borings and each boring was
backfilled with native soil cuttings. Results of the permeability testing are presented in
the following table.
vftw
gZa
W Converse Consultants
CCIEN-ROFFICEIJOBFILE12005181105-316105316-02_per
Percolation Test Results Report
Proposed Detention Basins
" Approximately 81.1 -Acre Duncan Canyon Project
City of Fontana, California
March 7, 2006
Page 4
Table No. 1. Percolation TPstc PAQs lfc
Test .
No.
Time .
Elapsed ,.
Time
hour
t }
Maintained '.
'D th ` -3
:feet ....- :
l .. )
T._ ^. :.
. Gallons Used
Percolation Rate .:.. ,,..
_ .
'Gallons I Hour
Gallons f Da.
_y _
Mindtesi Inch
PT -1
9:30
1.0
021
10:30
PT -2
13:00
1.0
0.25
14:00
PT -3
14:10
0.5
0.24
14:40
PT -4
14:45
1.0
3.0
25
25
600
-
15:45
PT -5
15:50
0.5
2.0
150
300
7200
-
16:20
5.0 BASIN SLOPES
Based upon the direct shear test results from the referenced Preliminary Geotechnical
Investigation Report for the same site, we recommend that side slope for the basin
should not be constructed with slope ratios steeper than 2:1 (H:V).
Permanent structures should be set back from graded slopes in accordance with Chapter
18 (CBC Figure 18-1-1) of the California Building Code (2001 Edition).
6.0 SUGGESTED SLOPE MAINTENANCE AND INSPECTION
PROCEDURES
The following are recommendations for detention basin maintenance and inspection:
• Fencing should be provided surrounding the basin for public safety. In the event
of damage to fencing, repair damage accordingly.
• Inspect the detention basin before and after rainfall events and weekly during the
remainder of the rainy season. During extended or heavy rainfall, inspect the basin
daily.
• Examine the basin slopes for seepage, erosion, and structural soundness.
• Check the inlet and outlet structures for any damage or obstructions. Repair
damage and remove obstructions as needed.
err -
4WConverse Consultants
CCIENT\OFFICE\JOBFILE\2005\81 \05-316\05316-02_per
Percolation Test Results Report
Proposed Detention Basins
Approximately 81.1 -Acre Duncan Canyon Project
City of Fontana, California
March 7, 2006
Page 5
• Standing water after 72 hours, if any, should be brought to the attention of the
local Public Health Authority for inspection as a potential pest breeding ground.
• Check inlet and outlet areas for erosion and stabilize if required.
• Remove accumulated sediment and debris when its volume reaches one-third
the volume of the detention basin and dispose of properly offsite. Access roads
allowing ingress and egress should be provided along the banks of the basin to
facilitate maintenance and cleanout.
7.0 EXC"ATABILITY
Based on our field exploration, the earth materials at the site should be excavatable with
conventional earth moving and trenching equipment. Boulders up to 36 inches in
diameter were observed during the geotechnical investigation and may require special
handling by the contractor.
8.0 CONCLUSIONS
Based on our investigation, we believe that the area of the proposed basins within
�.w project site is suitable for percolation of storm water.
9.0 CLOSURE
The percolation testing and this report were prepared in accordance with generally
accepted professional engineering and engineering geologic principles and practice within
our profession at this time in Southern California. Our conclusions and recommendations
are based on the results of the field exploration, field percolation testing and combined
with an interpolation of subsurface conditions between and beyond the exploration
locations.
As the project evolves, our continued consultation and construction monitoring should be
considered. Converse should review plans and specifications to ensure the findings
presented herein have been appropriately interpreted, and that the design assumptions
used in this study are valid. Subsurface conditions may differ in some locations from those
encountered in the explorations, and may require additional analyses and/or modified
recommendations. This report was written for Trumark Companies, and only for the
proposed development described herein. We are not responsible for technical
interpretations made by others, or exploratory information that has not been described or
documented in this report. Specific questions or interpretations concerning our findings
and conclusions may require written clarification.
Converse Consultants
CCIENTtOFFICEIJOBFILE12005181105-316105316-02_per
on
011
Percolation Test Results Report
Proposed Detention Basins
Approximately 81.1 -Acre Duncan Canyon Project
City of Fontana, California
March 7, 2006
Page 6
10.0 REFERENCES
HALL AND FOREMAN., Detention Basin Plans, transmitted to us, not to scale.
PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT, Approximately 81.1 Acre
Site, Duncan Canyon, City of Fontana, California, prepared for Trumark
Companies, prepared by Converse Consultants, Converse Project No. 05-81-316-
01, dated September 30,2005.
SAN BERNARDINO COUNTY, Department of Environmental Health Services, On -Site
Waste Water Disposal System, Soil Percolation (PERC) Test Report Standards:
Suitability of Lots and Soils for Use of Leachlines or Seepage Pits, Revised August
1992.
UNITED STATES DEPARTMENT OF THE INTERIOR, BUREAU OF RECLAMATION,
Test Method 7310-89, Procedure for Constant Head Hydraulic Conductivity Tests
in Single Drill Holes.
6—Ea
Converse Consultants
CCIEMIOFFICEWOBFILE12005t81105-316\05316-02_per
APPENDIX A
FIELD EXPLORATION
14-
11
Percolation Test Results Report
Proposed Detention Basins
Approximately 81.1 -Acre Duncan Canyon Project
City of Fontana, California
March 7, 2006
Page A-1
APPENDIX A
FIELD EXPLORATION
Our field investigation included a site reconnaissance and subsurface exploration
program consisting of drilling borings. During the site reconnaissance, the surface
conditions were noted and the locations of the borings were located using existing
topography and boundary features as a guide.
A total of five (5) borings were drilled in the vicinity of the proposed basins. Boring
locations are shown on Figure No. 2, Approximate Percolation Test Location Map. Logs
of these borings are presented in Appendix A, Logs of Borings.
The borings were advanced using truck mounted drill rig equipped with 8 -inch diameter
hollow -stem augers for soil sampling. Soils were continuously logged and classified in
the field by visual examination in accordance with the Unified Soil Classification System.
Relatively undisturbed ring and bulk samples of the subsurface soils were obtained at
frequent intervals in the borings. The undisturbed samples were obtained using a
California Modified Sampler (2.4 inches inside diameter and 3.0 inches outside
diameter) lined with thin sample rings. The sampler was driven into the bottom of the
' boreholes with successive drops of a 140 -pound hammer falling 30 inches by means of
a mechanically driven pulley. The number of successive drops of the driving weight
("blows") required for each six (6) inches of penetration of the sampler for the total of 18
inches are shown on the Logs of Borings in the "blow/6-inch" column.
The soil was retained in brass rings (2.4 inches in diameter and one inch in height).
The central portion of the sample was retained and carefully sealed in waterproof plastic
containers for shipment to the laboratory. Bulk soil samples collected from the borings
were sealed in plastic bags and brought to the laboratory.
A key to soil symbols and terminology used in the logs of borings is included as Drawing
No. A-1, Unified Soil Classification and Key to Boring Log Symbols. For Logs of
Borings, see Drawing Nos. A-2 through A-6, Logs of Borings.
Sample Storage
Soil samples presently stored in our laboratory will be discarded 30 days after the date of
this report unless this office receives a specific request to retain the samples for a longer
period.
GR►
Converse Consultants
CCIENTIOFFICEIJOBFILE12005181105-316105316-02_per
SOIL CLASSIFICATION CHART
MAJOR DIVISIONS
SYMBOLS
TYPICAL
DESCRIPTIONS
GRAPH
LETTER
Split bane) sampler in accordance with
(Results shown in Appendix B)
CLEAN
•
GW
WELL -GRADED
GRAVEL
L-SAND MIXTURES.
DRIVE SAMPLE No recovery
®
GRAVELS
•��e�
GROUNDWATER WHILE DRILLING
LITTLE OR 140 FINES
CLASSIFICATION
AND
GRAVELLY
SOILS
(LITTLE OR NO FINES)
D
°Q° c°
a DOp
GP
POORLY -GRADED GRAVELS,
GRAVEL - SAND MIXTURES,
LITTLE OR NO FINES
Vane Shear
vs
Grain Size Analysis
O
COARSE
GRAINED
SOILS
MORE THAN 50-A OF
COARSE FRACTION
RETAINED ON NO. 4
GRAVELS
WITH
FINES
° ° '°
o I) a
G M
SILTYGRAVELS, GRAVEL -
SAND - SILT MIXTURES
Collapse Test
col
Expansion Index
ei
SIEVE
(APPRECIABLE
Compaction Curve
GC
CLAYEY GRAVELS. GRAVEL -
SAND -CLAY MIXTURES
ea
Hydrometer
AMOUNT OF FINES)
Electrical Resistivity
er
SAND
AND
SANDY
SOILS
CLEAN
SANDS
(LITTLE OR NO FINES]
c�A(
" •
WELL -GRADED SANDS,
GRAVELLY SANDS, LITTLE
OR NO FINES
MORE THAN 50%
OF MATERIAL IS
LARGER THAN NO.
200 SIEVE SIZE
SP
POORLY -GRADED SANDS,
GRAVELLY SAND. LITTLE OR
NO FINES
MORE THAN 50% OF
COARSE FRACTION
SANDS WITH
FINES
�{
SM
SILTY SANDS. SAND - SILT
MIXTURES
PASSING ON NO 4
SIEVE
(APPRECIABLE
AMOUNT OF FINES)
SC
CLAYEY
MIXTUSANDS, SAND -CLAY
INORGANIC SILTS AND VERY
M L
FINE SANDS. ROCK FLOUR.
SILTY OR CLAYEY FINE
SANDS OR CLAYEY SILTS
LCTI!`ITv
FINE
SILTS AND
LIQUID LIMIT LESS
CLAYS THAN 50
CL
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY,
GRAVELLY CLAYS, SANDY
CLAYS, SILTY CLAYS, LEAN
11 Avg
GRAINEDSILTS
SOILS
_— —
OL
AND
ORGANIC SILTY CLAYS OF LOW ORGANIC
PLASTICITY
MH
INORGANIC SILTS, MICACEOUS
OR DIATOMACEOUS FINE
SAND OR SILTY SOLS
MORE THAN 50% OF
MATERIAL IS
�+
CI'1
INOnGANIIC CLAYS OF HIGH
PLASTICITY
SMALLER THAN NO.
200 SIEVE SIZE
SILTS AND LIQUID LIMIT
CLAYS GREATER THAN 50
OHOHORGANIC
CLAYS OF MEDIUM
TO HIGH PLASTICITY,
ORGANIC SILTS
HIGHLY ORGANIC SOILS
/, ,,/, ,,1,
PT
PEAT. HUM S. SWAMP
HIGH ORGANIC OILS
CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
GROUNDWATER AFTER ORILLING
BORING LOG SYMBOLS
LABORATORY TESTING ABBREVIATIONS
SAMPLE TYPE
TESTTYPE
PENETRATION TEST
®STANOARO
Split bane) sampler in accordance with
(Results shown in Appendix B)
ASTM D-15ti6$4 Standard Test Method
-
DRIVE SAMPLE 2.47' I.D. sampler.
DRIVE SAMPLE No recovery
®
BULK SAMPLE
_3_
GROUNDWATER WHILE DRILLING
GROUNDWATER AFTER ORILLING
BORING LOG SYMBOLS
LABORATORY TESTING ABBREVIATIONS
APPROXIMATELY 81.1 -ACRE SITE -DUNCAN CANYON
TESTTYPE
Drawing No.
STRENGTH
City of Fontana, California
For: TralnarkCompanies
(Results shown in Appendix B)
Pocket Penetrometer
Direct Shear
p
Its
Direct Shear (single point)
ds'
Un�neG Compression
uc
CLASSIFICATION
Triaxial Compression
Of
Plasticity
pi
Vane Shear
vs
Grain Size Analysis
ma
PassingNo. 200 Sieve
wa
Consolidation
c
Sand Equivalent
se
Collapse Test
col
Expansion Index
ei
Resistance (R) Value
r
Compaction Curve
max
Chemical Analysis
ea
Hydrometer
h
Electrical Resistivity
er
Aowl► UNIFIED SOIL CLASSIFICATION AND KEY TO PERCOLATION TEST LOG SYMBOLS
1MVQ=
APPROXIMATELY 81.1 -ACRE SITE -DUNCAN CANYON
Project No.
Drawing No.
Converse Consultants
im
City of Fontana, California
For: TralnarkCompanies
05-81-316-02
A-1
Project ID: 0"1-316-02.GPJ: Template: KEY
E
Log of Boring No. PT -1
Dates Drilled: 2/27/2006
Equipment: CME 75 WITH 8" HSA
;round Surface Elevation (ft): N/A
Logged by: FA Checked By: RJR
Driving Weight and Drop: 140 lbs / 30 in
Depth to Water (ft): NOT ENCOUNTERED
APPROXIMATELY 81.1 - ACRE SITE - DUNCAN CANYON Project No. Drawing No.
Converse Consultants City of Fontana, Cartfomia 05-81-316-02 A-2
1;& For,. Trumark Companies
Project ID: 05.81-316-02.GPJ: Template: LOG
SUMMARY OF SUBSURFACE CONDITIONS
SAMPLE
o
N-
This log is part of the report prepared by Converse for this project and
w
should be read together with the report. This summary applies only at
co
K
t
0
the location of the boring and at the time of drilling. Subsurface
cn
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Z
L
a
conditions may differ at other locations and may change at this
w
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r j
w
CU o
with
location the passage of time. The data presented is a
O
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simplification of actual conditions encountered.
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m
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ALLUVIUM (Qat)
SANDY GRAVEL (GP): fine- to coarse-grained sand,
Ort p_ o
light brown.
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37/50 (3")
O&a'OD
a .DO
Q Q, o
RO 'O
O.V
10
OD
o D
'D '0
19/53 (6")
End of boring at 11.0 feet.
Groundwater not encountered during drilling.
Boring backfilled with soil cuttings on 2/27/06.
APPROXIMATELY 81.1 - ACRE SITE - DUNCAN CANYON Project No. Drawing No.
Converse Consultants City of Fontana, Cartfomia 05-81-316-02 A-2
1;& For,. Trumark Companies
Project ID: 05.81-316-02.GPJ: Template: LOG
0
Log of Boring No. PT - 2
Dates Drilled: 2/27/2006
Equipment: CME 75 WITH 8" HSA
around Surface Elevation (ft): N/A
Logged by: FA
Driving Weight and Drop: 140 lbs / 30 in
Depth to Water (ft): NOT ENCOUNTERED
Checked By:
010
APPROXIMATELY 81.1 - ACRE SITE - DUNCAN CANYON Project No. Drawing No.
Converse Consultants City of Fontana, California 05-81-316-02 A-3
,:;§) For Trumark Companies
Project 10: 05-81-316-02.GPJ: Template: LOG
SUMMARY OF SUBSURFACE CONDITIONS
SAMPLE ,<
This log is part of the report prepared by Converse for this project and
u j
should be read together with the report. This summary applies only at
io
i
0
the location of the boring and at the time of drilling. Subsurfacec
M
Z
CL
conditions may differ at other locations and may change at this
>
Y
t~/)
W
co o
location with the passage of time. The data presented is a
-1
O0
O
>- �
H
0
0 _J
simplification of actual conditions encountered.
O
D]
m
2
0-0-
O
oa°
ALLUVIUM (Qal)
SANDY
�Oo
GRAVEL (GP): fine- to coarse-grained sand,
Q tom. a
brown.
a.o.
o ,p
5 J.
l )�0�.
o i).
O Q_.
o
22/29/26
oa
0 00.
End of boring at 8.0 feet.
Groundwater not encountered during drilling.
Boring backfilled with soil cuttings on 2/27/06.
APPROXIMATELY 81.1 - ACRE SITE - DUNCAN CANYON Project No. Drawing No.
Converse Consultants City of Fontana, California 05-81-316-02 A-3
,:;§) For Trumark Companies
Project 10: 05-81-316-02.GPJ: Template: LOG
Log of Boring No. PT - 3
Dates Drilled: 2/27/2006
Equipment: CME 75 WITH 8" HSA
�3round Surface Elevation (ft): N/A
Logged by:
FA
Driving Weight and Drop: 140 lbs / 30 in
Depth to Water (ft): NOT ENCOUNTERED
Checked By: RJR
C;a APPROXIMATELY 81.1 - ACRE SITE - DUNCAN CANYON Project No. Drawing No.
Converse Consultants City of Fontana, California 05-81-316-02 A-4
For: Trumark Companies
Project to: 05-81-318-02.GPJ. Template: LOG
SUMMARY OF SUBSURFACE CONDITIONS
SAMPLE
1-
This log is part of the report prepared by Converse for this project and
w
should be read together with the report. This summary applies only at
io
H
v
the location of the boring and at the time of drilling. Subsurface
U)
Z
Of
Q
conditions may differ at other locations and may change at this
j
`L
r j
D
w
c
location with the passage of time. The data presented is a
OJ
O
)- �
H
C9 _J
simplification of actual conditions encountered.
0
m
m
2
0 Q-
O
ALLUVIUM (Qal�
o moo.
SANDY GRAVEL (GP): fine- to coarse-grained sand,
Qt� _o_
light brown.
°a o
o. o0
op°.
5
a..° °
. 6<z
0
22/36/50 (5"
o..b.
ooa.
10
o' D
O o
50(5")
End of boring at 10.5 feet -
Groundwater not encountered during drilling.
Boring backfilled with soil cuttings on 2/27/06.
C;a APPROXIMATELY 81.1 - ACRE SITE - DUNCAN CANYON Project No. Drawing No.
Converse Consultants City of Fontana, California 05-81-316-02 A-4
For: Trumark Companies
Project to: 05-81-318-02.GPJ. Template: LOG
Log of Boring No. PT - 4
Dates Drilled: 2/27/2006
Equipment: CME 75 WITH 8" HSA
around Surface Elevation (ft): N/A
Logged by: FA
Driving Weight and Drop: 140 lbs / 30 in
Depth to Water (ft): NOT ENCOUNTERED
Checked By: RJR
APPROXIMATELY 81.1 -ACRE SITE - DUNCAN CANYON Project No. Drawing No.
Converse Consultants City of Fontana, California 05-81-316-02 A-5
,:;@) For: Trumark Companies
Project to: 05-81-318-02.GPJ; Template: LOG
SUMMARY OF SUBSURFACE CONDITIONS
SAMPLE
c
This log is part of the report prepared by Converse for this project and
should be read together with the report. This summary applies only at
0
the location of the boring and at the time of drilling. Subsurface
cn
❑
Z
CL
conditions may differ at other locations and may change at this
w
Y
O
r
w
M o
location with the passage of time_ The data presented is a
0
p
❑
C7 _J
simplification of actual conditions encountered.
❑
in
m
:�i
0 Q
O
°
ALLUVIUM (Qal)
GRAVELLY SAND (SP): fine- to coarse-grained, brown.
o �
a 3:7
5
o. '.0
39131/27
�.a o
'Q
10
-----------------------------------
---------------------------------
SANDY GRAVEL (GP): fine- to coarse-grained sand,
50(5")
\SANDY
brown.
End of boring at 10.5 feet.
Groundwater not encountered during drilling.
Boring backfilled with soil cuttings on 2/27/06.
APPROXIMATELY 81.1 -ACRE SITE - DUNCAN CANYON Project No. Drawing No.
Converse Consultants City of Fontana, California 05-81-316-02 A-5
,:;@) For: Trumark Companies
Project to: 05-81-318-02.GPJ; Template: LOG
E
Log of Boring No. PT - 5
Dates Drilled: 2/27/2006
Equipment: CME 75 WITH 8" HSA
Ground Surface Elevation (ft): N/A
Logged by: FA
Driving Weight and Drop: 140 lbs / 30 in
Depth to Water (ft): NOT ENCOUNTERED
Checked By:
M In
C01;Rh APPROXIMATELY 81.1 -ACRE SITE-DUNCAN CANYON Project No. Drawing No.
Converse Consultants City of Fontana, California 05-81-316-02 A-6
V
qFor. Trumark Companies
Project 10: 05$1-316.02.GPJ: Template: LOG
SUMMARY OF SUBSURFACE CONDITIONS
SAMPLEEro
H
This tog is part of the report prepared by Converse for this project and
should be read together with the report. This summary applies only at
to
rY
2
the location of the boring and at the time of drilling. Subsurface
cA
Z)
z
�
Y
a.
conditions may differ at other locations and may change at this
Y
W
" o
location with the passage of time. The data presented is a
Fr
5
OJ
_
O
_
0
(9 _j
simplification of actual conditions encountered.
0,91
O
ALLUVIUM (Qal)
0�
o p°
SANDY GRAVEL (GP): fine- to coarse-grained sand,
O C) °
some boulders, brown.
a �o ..° o
5
o °a
a_
o' 0�
27155 (6'
e�o oo,
o..p0
lO
0 0' o
End of boring at 9.0 feet due to refusal.
Groundwater not encountered during drilling.
Boring backfilled with soil cuttings on 2/27/06.
C01;Rh APPROXIMATELY 81.1 -ACRE SITE-DUNCAN CANYON Project No. Drawing No.
Converse Consultants City of Fontana, California 05-81-316-02 A-6
V
qFor. Trumark Companies
Project 10: 05$1-316.02.GPJ: Template: LOG
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
PA 5
Node
Area
Ac
L
?H
S=%
80-999
H-1
1.32
360.00
1815.00
1810.80
4.20
1.17%
999-1000
Pipe
XX
290.19
1805.80
1801.17
4.63
1.60%
1000-1000
3-1
80.1-1000
H-1.1
1.02
305.00
1813.50
1808.50
5.00
1.64%
1000-1000
3-2
81-1000
H-2
1.51
516
1815
1808.5
6.50
1.26%
1000-1000
3-3
1000-1002
Pipe
XX
58.6
1803
1801.17
1.83
3.12%
1002-1002
2-1
82-1001
H-3
0.34
750
1836
1814
22.00
2.93%
1001-1002
Pipe
XX
185.8
1805.5
1801.17
4.33
2.33%
1002-1002
2-2
1002-1002.1
Pipe
XX
163
1801.17
1794.86
6.31
3.87%
1002.1-1002.1
2-1
83.1-1002.1
H-4.1
0.93
320
1810
1803
7.00
2.19%
1002.1-1002.1
2-2
1002.1-1003
Pipe
XX
307.27
1794.86
1782.97
11.89
3.87%
1003-1003
3-1
83-1003
H-4
1.21
625
1811
1792.5
18.50
2.96%
1003-1003
3-2
84-1003
H-5
1.4
435
1806
1792.5
13.50
3.100/.
1003-1003
3-3
1003-1008
Pipe
XX
53.27
1782.97
1780.91
2.06
3.87%
1008-1008
2-1
MAIN
85-1004
H-6
1.34
335
1805
1798
7.00
2.09%
1004-1005
Pipe
XX
66.71
1792.5
1789.5
3.00
4.50%
1005-1005
2-1
86-1005
H-7
0.62
250
1805
1795.5
9.50
3.80%
1005-1005
2-2
1005-1008
Pipe
XX
246.84
1789.5
1780.91
8.59
3.48%
1008-1008
2-2
MAIN
1008-1008.1
Pipe
XX
1
1780.91
1780.88
0.03
3.00%
1008.1-1008.1
2-1
MAIN
87-1006
H-8
0.23
480
1805
1792
13.00
2.71%
1006-1007
Pipe
XX
77.5
1786.5
1782
4.50
5.81%
1007-1007
3-1
88-1007
H-9
1.27
475
1797
1787
10.00
2.11%
1007-1007
3-2
89-1007
H-10
0.65
440
1798
1787
11.00
2.50%
1007-1007
3-3
1007-1008.1
Pipe
XX
136.01
1782
1780.88
1.12
0.82%
1008.1-1008.1
2-2
MAIN
1008.1-1009
Pipe
XX
257.92
1780.88
1775
5.88
2.28%
1009-1009
3-1
90-1009
H-11
0.51
220
1789
1781
8.00
3.64%
1009-1009
3-2
91-1009
H-12
1.24
350
1792
1781
11.00
3.14%
1009-1009
3-3
1009-1010
Pipe
XX
13.72
1775
1774.69
0.31
2.26%
1010-1010
3-1
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
PA 5
Node
Area
Ac
L
?H
S=%
92-1010
H-13
0.69
235
1784
1781
3.00
1.28%
1010-1010
3-2
93-1010
H-14
0.71
250
1790
1781
9.00
3.603/7-
.60%1010-1010
1010-1010
3-3
1010-1015
Pipe
XX
42.51
1774.69
1773.72
0.97
2.28%
1015-1015
2-1
MAIN
94-1011
H-15
0.72
1420
1836
1786
50.00
3.52%
1011-1012
Pipe
XX
150.53
1782
1775
7.00
4.65%
1012-1012
2-1
95-1012
H-16
0.21
145
1785
1780
5.00
3.45%
1012-1012
2-2
1012-1014
Pipe
XX
128.34
1775
1774
1.00
0.78%
1014-1014
2-1
96-1013
H-17
0.68
130
1780
1778.7
1.30
1.00%
1013-1014
Pipe
XX
50
1775
1774
1.00
2.00%
1014-1014
2-2
1014-1015
Pipe
XX
33.94
1774
1773.72
0.28
0.82%
1015-1015
2-2
MAIN
1015-2001
Pipe
XX
203.69
1773.72
1768.22
5.50
2.709%
Ventana
PA 5
File Name: PA5
CSan Bernardino County Rational Hydrology Program
C
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0
Rational Hydrology Study Date: 09/15/06
Ventana at Duncan Canyon
100 Year Storm
JN 06075
PA 6 Developed
Program License Serial Number 4014
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year= 100.00 1 hour rainfall= 1.600 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 80.000 to Point/Station 999.000
* * * * INITIAL AREA EVALUATION * * * *
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 360.000(Ft.)
Top (of initial area) elevation = 1815.000(Ft.)
Bottom (of initial area) elevation = 1810.800(Ft.)
Difference in elevation = 4.200(Ft.)
Slope= 0.01167 s(%)= 1.17
TC = k(0.360)*[(length^3)/(elevation change)]/'0.2
Initial area time of concentration= 9.235 min.
Rainfall intensity = 4.918(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 5.516(CFS)
Total initial stream area = 1.320(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
Ventana
PA 5
File Name: PA5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 999.000 to Point/Station 1000.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1805.800(Ft.)
Downstream point/station elevation = 1801.170(Ft.)
Pipe length = 290.19(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 5.516(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 5.516(CFS)
Normal flow depth in pipe = 9.96(In.)
Flow top width inside pipe = 14.17(ln.)
Critical Depth = 11.43(In.)
Pipe flow velocity = 6.37(Ft/s)
Travel time through pipe = 0.76 min.
Time of concentration (TC) = 9.99 min.
++++++++++++++++++++++++++++++++++++++++++. H! .+++++++++++++++++++++++
Process from Point/Station 1000.000 to Point/Station 1000.000
* * * * CONFLUENCE OF MINOR STREAMS * * * *
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.320(Ac.)
Runoff from this stream = 5.516(CFS)
Time of concentration = 9.99 min.
Rainfall intensity= 4.690(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 8 0. 100 to Point/Station 1000.000
* * * * INITIAL AREA EVALUATION * * * *
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 305.000(Ft.)
Top (of initial area) elevation = 1813.500(Ft.)
Bottom (of initial area) elevation = 1808.500(Ft.)
Difference in elevation = 5.000(Ft.)
Slope= 0.01639 s(%)= 1.64
TC = k(0.360)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 8.074 min.
Rainfall intensity = 5.330(ln/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.854
Subarea runoff = 4.641(CFS)
2
Ventana
PA 5
File Name: PA5
Q Total initial stream area = 1.020(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++-+-+++III..++++++
Process from Point/Station 1000.000 to Point/Station 1000.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.020(Ac.)
Runoff from this stream = 4.641(CFS)
Time of concentration = 8.07 min.
Rainfall intensity = 5.330(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++..+++
Process from Point/Station 81.000 to Point/Station 1000.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 516.000(Ft.)
Top (of initial area) elevation = 1815.000(Ft.)
Bottom (of initial area) elevation = 1808.500(Ft.)
Difference in elevation = 6.500(Ft.)
Slope= 0.01260 s(%)= 1.26
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.503 min.
Rainfall intensity = 4.552(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.846
Subarea runoff = 5.813(CFS)
Total initial stream area = 1.510(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1000.000 to Point/Station 1000.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 1.510(Ac.)
Runoff from this stream = 5.813(CFS)
Time of concentration = 10.50 min.
Rainfall intensity = 4.552(In/Hr)
3
Ventana
PA 5
File Name: PA5
�^ Area averaged loss rate (Fm) = 0.2748(In/Hr)
`r.. Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 5.52 1.320 9.99 0.275 4.690
2 4.64 1.020 8.07 0.275 5.330
3 5.81 1.510 10.50 0.275 4.552
Qmax(1) _
1.000 * 1.000 * 5.516) +
0.873 * 1.000 * 4.641) +
1.032 * 0.952 * 5.813) + = 15.278
Qmax(2) _
1.145 * 0.808 * 5.516) +
1.000 * 1.000 * 4.641) +
1.182 * 0.769 * 5.813) + = 15.025
Qmax(3) _
0.969 * 1.000 * 5.516) +
0.846 * 1.000 * 4.641) +
1.000 * 1.000 * 5.813) + = 15.083
Total of 3 streams to confluence:
Flow rates before confluence point:
5.516 4.641 5.813
Maximum flow rates at confluence using above data:
15.278 15.025 15.083
Area of streams before confluence:
1.320 1.020 1.510
Effective area values after confluence:
3.777 3.247 3.850
Results of confluence:
Total flow rate = 15.278(CFS)
Time of concentration = 9.994 min.
Effective stream area after confluence = 3.777(Ac.)
Study area average Pervious fraction(Ap) = 0.350
Study area average soil loss rate(Fm) = 0.275(In/Hr)
Study area total (this main stream) = 3.85(Ac.)
++++++++++++++++++++++ iii +++++++++++ Hill ++++++++++++++++++++++++++++++++
Process from Point/Station 1000.000 to Point/Station 1002.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1803.000(Ft.)
Downstream point/station elevation = 1801.170(Ft.)
Pipe length = 58.60(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 15.278(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 15.278(CFS)
Normal flow depth in pipe = 13.99(In.)
$Oft- Flow top width inside pipe = 14.98(ln.)
Critical Depth = 16.94(In.)
M
Ventana
PA 5
File Name: PA5
Pipe flow velocity = 10.36(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 10.09 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1002.000 to Point/Station 1002.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.777(Ac.)
Runoff from this stream = 15.278(CFS)
Time of concentration = 10.09 min.
Rainfall intensity= 4.664(ln/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 82.000 to Point/Station 1001.000
* * * * INITIAL AREA EVALUATION * * * *
PARK 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) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.667(In/Hr)
Initial subarea data:
Initial area flow distance = 750.000(Ft.)
Top (of initial area) elevation = 1836.000(Ft.)
Bottom (of initial area) elevation = 1814.000(Ft.)
Difference in elevation = 22.000(Ft.)
Slope = 0.02933 s(%)= 2.93
TC = k(0.483)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.820 min.
Rainfall intensity = 3.861(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.744
Subarea runoff = 0.977(CFS)
Total initial stream area = 0.340(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.667(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1001.000 to Point/Station 1002.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1805.500(Ft.)
Downstream point/station elevation = 1801.170(Ft.)
Pipe length = 185.80(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 0.977(CFS)
Nearest computed pipe diameter = 9.00(In.)
5
Ventana
PA 5
File Name: PA5
Calculated individual pipe flow = 0.977(CFS)
Normal flow depth in pipe = 4.21(In.)
Flow top width inside pipe = 8.98(In.)
Critical Depth = 5.44(In.)
Pipe flow velocity = 4.81(Ft/s)
Travel time through pipe = 0.64 min.
Time of concentration (TC) = 14.46 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++
Process from Point/Station 1002.000 to Point/Station 1002.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.340(Ac.)
Runoff from this stream = 0.977(CFS)
Time of concentration = 14.46 min.
Rainfall intensity= 3.757(In/Hr)
Area averaged loss rate (Fm) = 0.6674(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 15.28 3.777
10.09
0.275 4.664
2 0.98 0.340
14.46
0.667 3.757
Qmax(1) _
1.000 *
1-000*
15.278) +
1.293 *
0.698 *
0.977) + = 16.160
Qmax(2) _
0.793 *
1.000 *
15.278) +
1.000 *
1.000 *
0.977) + = 13.100
Total of 2 streams to confluence:
Flow rates before confluence point:
15.278 0.977
Maximum flow rates at confluence using above data:
16.160 13.100
Area of streams before confluence:
3.777 0.340
Effective area values after confluence:
4.014 4.117
Results of confluence:
Total flow rate = 16.160(CFS)
Time of concentration = 10.088 min.
Effective stream area after confluence = 4.014(Ac.)
Study area average Pervious fraction(Ap) = 0.391
Study area average soil loss rate(Fm) = 0.307(In/Hr)
Study area total (this main stream) = 4.12(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1002.000 to Point/Station 1002.100
C*
Ventana
PA 5
File Name: PA5
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1801.170(Ft.)
Downstream point/station elevation = 1749.830(Ft.)
Pipe length = 163.00(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 16.160(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 16.160(CFS)
Normal flow depth in pipe = 9.18(In.)
Flow top width inside pipe= 10.18(In.)
Critical depth could not be calculated.
Pipe flow velocity = 25.07(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 10.20 min.
++++++++++++.... HII .....++++++++++++++++++............++++++++++++...
Process from Point/Station 1002.100 to Point/Station 1002.100
* * * * CONFLUENCE OF MINOR STREAMS * * * *
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 4.014(Ac.)
Runoff from this stream = 16.160(CFS)
Time of concentration = 10.20 min.
Rainfall intensity= 4.634(In/Hr)
Area averaged loss rate (Fm) = 0.3072(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3913
++++++++++++++++++++++++++++++++++++. Hi ..++++++++++++......++++++++++
Process from Point/Station 83.100 to Point/Station 1002.100
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 320.000(Ft.)
Top (of initial area) elevation= 1810.000(Ft.)
Bottom (of initial area) elevation = 1803.000(Ft.)
Difference in elevation = 7.000(Ft.)
Slope = 0.02187 s(%)= 2.19
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.769 min.
Rainfall intensity = 5.455(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.855
Subarea runoff = 4.336(CFS)
Total initial stream area = 0.930(Ac.)
Pervious area fraction= 0.350
Initial area Fm value = 0.275(In/Hr)
7
Ventana
PA 5
File Name: PA5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1002.100 to Point/Station 1002.100
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.930(Ac.)
Runoff from this stream = 4.336(CFS)
Time of concentration = 7.77 min.
Rainfall intensity= 5.455(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 16.16 4.014 10.20 0.307 4.634
2 4.34 0.930 7.77 0.275 5.455
Qmax(1) _
1.000 * 1.000 * 16.160) +
0.841 * 1.000 * 4.336) + = 19.808
Qmax(2) _
1.190 * 0.762 * 16.160) +
1.000 * 1.000 * 4.336) + = 18.985
,,. Total of 2 streams to confluence:
Flow rates before confluence point:
16.160 4.336
Maximum flow rates at confluence using above data:
19.808 18.985
Area of streams before confluence:
4.014 0.930
Effective area values after confluence:
4.944 3.988
Results of confluence:
Total flow rate = 19.808(CFS)
Time of concentration= 10.197 min.
Effective stream area after confluence = 4.944(Ac.)
Study area average Pervious fraction(Ap) = 0.384
Study area average soil loss rate(Fm) = 0.301(In/Hr)
Study area total (this main stream) = 4.94(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1002.100 to Point/Station 1003.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1794.860(Ft.)
Downstream point/station elevation = 1782.970(Ft.)
Pipe length = 307.27(Ft.) Manning's N = 0.015
,,M. No. of pipes = 1 Required pipe flow = 19.808(CFS)
Nearest computed pipe diameter = 21.00(In.)
Ventana
PA 5
File Name: PA5
Calculated individual pipe flow = 19.808(CFS)
Normal flow depth in pipe =
13.36(In.)
Flow top width inside pipe=
20.21(In.)
Critical Depth = 19.11(In.)
Pipe flow velocity = 12.27(Ft/s)
Travel time through pipe =
0.42 min.
Time of concentration (TC)
= 10.61 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1003.000 to Point/Station 1003.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 4.944(Ac.)
Runoff from this stream = 19.808(CFS)
Time of concentration = 10.61 min.
Rainfall intensity = 4.524(In/Hr)
Area averaged loss rate (Fm) = 0.3011(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3835
++++TT++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 83.000 to Point/Station 1003.000
* * * * INITIAL AREA EVALUATION * * * *
a.. CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
'rw• Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 625.000(Ft.)
Top (of initial area) elevation = 1811.000(Ft.)
Bottom (of initial area) elevation = 1792.500(Ft.)
Difference in elevation = 18.500(Ft.)
Slope = 0.02960 s(%)= 2.96
TC = k(0.360)*[(1ength^3)/(elevation change)]^0.2
Initial area time of concentration = 9.559 min.
Rainfall intensity = 4.817(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.849
Subarea runoff= 4.946(CFS)
Total initial stream area = 1.210(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
IN
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1003.000 to Point/Station 1003.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
I
Ventana
PA 5
File Name: PA5
Stream flow area = 1.210(Ac.)
Runoff from this stream = 4.946(CFS)
Time of concentration = 9.56 min.
Rainfall intensity= 4.817(ln/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 84.000 to Point/Station 1003.000
* * * * INITIAL AREA EVALUATION * * * *
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 435.000(Ft.)
Top (of initial area) elevation = 1806.000(Ft.)
Bottom (of initial area) elevation = 1782.500(Ft.)
Difference in elevation = 23.500(Ft.)
Slope = 0.05402 s(%)= 5.40
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration= 7.331 min.
.. Rainfall intensity = 5.648(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.856
Subarea runoff = 6.770(CFS)
Total initial stream area = 1.400(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1003.000 to Point/Station 1003.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 1.400(Ac.)
Runoff from this stream = 6.770(CFS)
Time of concentration = 7.33 min.
Rainfall intensity = 5.648(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 19.81 4.944 10.61 0.301 4.524
2 4.95 1.210 9.56 0.275 4.817
�rrr
10
Ventana
PA 5
File Name: PA5
3 6.77 1.400 7.33 0.275 5.648
Qmax(1) _
1.000 * 1.000 * 19.808) +
0.935 * 1.000 * 4.946) +
0.791 * 1.000 * 6.770) + = 29.789
Qmax(2) _
1.069 * 0.901 * 19.808) +
1.000 * 1.000 * 4.946) +
0.845 * 1.000 * 6.770) + = 29.748
Qmax(3) _
1.266 * 0.691 * 19.808) +
1.183 * 0.767 * 4.946) +
1.000 * 1.000 * 6.770) + = 28.584
Total of 3 streams to confluence:
Flow rates before confluence point:
19.808 4.946 6.770
Maximum flow rates at confluence using above data:
29.789 29.748 28.584
Area of streams before confluence:
4.944 1.210 1.400
Effective area values after confluence:
7.554 7.062 5.743
Results of confluence:
Total flow rate = 29.789(CFS)
Time of concentration = 10.614 min.
Effective stream area after confluence = 7.554(Ac.)
Study area average Pervious fraction(Ap) = 0.372
Study area average soil loss rate(Fm) = 0.292(In/Hr)
Study area total (this main stream) = 7.55(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1003.000 to Point/Station 1008.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1782.970(Ft.)
Downstream point/station elevation= 1780.910(Ft.)
Pipe length = 53.27(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 29.789(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 29.789(CFS)
Normal flow depth in pipe = 15.84(In.)
Flow top width inside pipe = 22.74(In.)
Critical Depth = 22.29(In.)
Pipe flow velocity = 13.55(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 10.68 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1008.000 to Point/Station 1008.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
11
Ventana
PA 5
File Name: PA5
.+owft In Main Stream number: 1
4ftw Stream flow area = 7.554(Ac.)
Runoff from this stream = 29.789(CFS)
Time of concentration= 10.68 min.
Rainfall intensity = 4.507(In/Hr)
Area averaged loss rate (Fm) = 0.2920(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3719
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 85.000 to Point/Station 1004.000
* * * * INITIAL AREA EVALUATION * * * *
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 335.000(Ft.)
Top (of initial area) elevation = 1805.000(Ft.)
Bottom (of initial area) elevation = 1798.000(Ft.)
Difference in elevation = 7.000(Ft.)
Slope = 0.02090 s(%)= 2.09
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration= 7.986 min.
Rainfall intensity = 5.366(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.854
Subarea runoff = 6.140(CFS)
Total initial stream area = 1.340(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++Hill +++++
Process from Point/Station 1004.000 to Point/Station 1005.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1792.500(Ft.)
Downstream point/station elevation = 1789.500(Ft.)
Pipe length = 66.71(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 6.140(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 6.140(CFS)
Normal flow depth in pipe = 9.22(In.)
Flow top width inside pipe= 10.12(In.)
Critical depth could not be calculated.
Pipe flow velocity = 9.48(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 8.10 min.
12
Ventana
PA 5
File Name: PA5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1005.000 to Point/Station 1005.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 1.340(Ac.)
Runoff from this stream = 6.140(CFS)
Time of concentration= 8.10 min.
Rainfall intensity = 5.319(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 86.000 to Point/Station 1005.000
* * * * INITIAL AREA EVALUATION * * * *
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 1805.000(Ft.)
Bottom (of initial area) elevation = 1795.500(Ft.)
Difference in elevation = 9.500(Ft.)
Slope = 0.03800 s(%)= 3.80
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.303 min.
Rainfall intensity = 6.184(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.860
Subarea runoff = 3.298(CFS)
Total initial stream area = 0.620(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1005.000 to Point/Station 1005.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.620(Ac.)
Runoff from this stream = 3.298(CFS)
Time of concentration = 6.30 min.
Rainfall intensity = 6.184(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
13
Ventana
PA 5
File Name: PA5
"` Stream Area Flow rate TC Fm Rainfall Intensity
**A„ No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 6.14
1.340
8.10
0.275 5.319
2 3.30
0.620
6.30
0.275 6.184
Qmax(1)
_
1.000 *
1.000 *
6.140) +
0.854 *
1.000 *
3.298) + = 8.954
Qmax(2)
_
1.172 *
0.778 *
6.140) +
1.000 *
1.000 *
3.298) + = 8.892
Total of 2 streams to confluence:
Flow rates before confluence point:
6.140 3.298
Maximum flow rates at confluence using above data:
8.954 8.892
Area of streams before confluence:
1.340 0.620
Effective area values after confluence:
1.960 1.662
Results of confluence:
Total flow rate = 8.954(CFS)
Time of concentration = 8.103 min.
Effective stream area after confluence = 1.960(Ac.)
Study area average Pervious fraction(Ap) = 0.350
Study area average soil loss rate(Fm) = 0.275(In/Hr)
Study area total (this main stream) = 1.96(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1005.000 to Point/Station 1008.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1789.500(Ft.)
Downstream point/station elevation= 1780.910(Ft.)
Pipe length = 246.84(Ft.) Manning's N= 0.015
No. of pipes = 1 Required pipe flow = 8.954(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 8.954(CFS)
Normal flow depth in pipe= 10.69(In.)
Flow top width inside pipe = 13.58(In.)
Critical Depth = 13.84(In.)
Pipe flow velocity = 9.56(Ft/s)
Travel time through pipe = 0.43 min.
Time of concentration (TC) = 8.53 min.
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++
Process from Point/Station 1008.000 to Point/Station 1008.000
**** CONFLUENCE OF MAIN STREAMS ****
,,,t„ The following data inside Main Stream is listed:
In Main Stream number: 2
14
Ventana
PA 5
File Name: PA5
Stream flow area = 1.960(Ac.)
,,,. Runoff from this stream = 8.954(CFS)
Time of concentration = 8.53 min.
Rainfall intensity = 5.156(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 29.79 7.554 10.68 0.292 4.507
2 8.95
1.960
8.53
0.275 5.156
Qmax(1)
_
1.000 *
1.000 *
29.789) +
0.867 *
1.000 *
8.954) + = 37.552
Qmax(2)
_
1.154 *
0.799 *
29.789) +
1.000 *
1.000 *
8.954) + = 36.423
Total of 2 main streams to confluence:
Flow rates before confluence point:
30.789 9.954
Maximum flow rates at confluence using above data:
37.552 36.423
Area of streams before confluence:
7.554 1.960
`+r.r Effective area values after confluence:
9.514 7.996
Results of confluence:
Total flow rate = 37.552(CFS)
Time of concentration= 10.680 min.
Effective stream area after confluence = 9.514(Ac.)
Study area average Pervious fraction(Ap) = 0.367
Study area average soil loss rate(Fm) = 0.288(In/Hr)
Study area total = 9.51(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1008.000 to Point/Station 1008.100
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1780.910(Ft.)
Downstream point/station elevation = 1780.880(Ft.)
Pipe length = 1.00(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 37.552(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 37.552(CFS)
Normal flow depth in pipe = 18.40(In.)
Flow top width inside pipe = 25.16(In.)
OWN, Critical Depth = 24.66(In.)
I%"- Pipe flow velocity = 13.01(Ft/s)
15
V entana
PA 5
File Name: PA5
Travel time through pipe = 0.00 min.
Time of concentration (TC) = 10.68 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1008.100 to Point/Station 1008.100
* * * * CONFLUENCE OF MAIN STREAMS * * * *
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 9.514(Ac.)
Runoff from this stream = 37.552(CFS)
Time of concentration= 10.68 min.
Rainfall intensity = 4.507(In/Hr)
Area averaged loss rate (Fm) = 0.2885(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3674
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 87.000 to Point/Station 1006.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 480.000(Ft.)
Top (of initial area) elevation = 1805.000(Ft.)
Bottom (of initial area) elevation = 1792.000(Ft.)
Difference in elevation = 13.000(Ft.)
Slope = 0.02708 s(%)= 2.71
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.755 min.
Rainfall intensity = 5.078(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.851
Subarea runoff = 0.994(CFS)
Total initial stream area = 0.230(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1006.000 to Point/Station 1007.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1786.500(Ft.)
Downstream point/station elevation = 1782.000(Ft.)
Pipe length = 77.50(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 0.994(CFS)
16
Ventana
PA 5
File Name: PA5
¢.•. Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.994(CFS)
Normal flow depth in pipe = 4.24(In.)
Flow top width inside pipe = 5.46(In.)
Critical Depth = 5.66(In.)
Pipe flow velocity = 6.70(Ft/s)
Travel time through pipe= 0.19 min.
Time of concentration (TC) = 8.95 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1007.000 to Point/Station 1007.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.230(Ac.)
Runoff from this stream = 0.994(CFS)
Time of concentration = 8.95 min.
Rainfall intensity = 5.012(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 88.000 to Point/Station 1007.000
* * * * INITIAL AREA EVALUATION * * * *
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 475.000(Ft.)
Top (of initial area) elevation = 1797.000(Ft.)
Bottom (of initial area) elevation = 1787.000(Ft.)
Difference in elevation= 10.000(Ft.)
Slope= 0.02105 s(%)= 2.11
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.169 min.
Rainfall intensity = 4.939(ln/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 5.331(CFS)
Total initial stream area = 1.270(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1007.000 to Point/Station 1007.000
**** CONFLUENCE OF MINOR STREAMS ****
4%W
17
Ventana
PA 5
File Name: PA5
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.270(Ac.)
Runoff from this stream = 5.331(CFS)
Time of concentration = 9.17 min.
Rainfall intensity = 4.939(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 89.000 to Point/Station 1007.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 440.000(Ft.)
Top (of initial area) elevation = 1798.000(Ft.)
Bottom (of initial area) elevation = 1787.000(Ft.)
Difference in elevation = 11.000(Ft.)
Slope = 0.02500 s(%)= 2.50
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.592 min.
Rainfall intensity = 5.135(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.852
Subarea runoff= 2.843(CFS)
Total initial stream area = 0.650(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1007.000 to Point/Station 1007.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 3
Stream flow area = 0.650(Ac.)
Runoff from this stream = 2.843(CFS)
Time of concentration = 8.59 min.
Rainfall intensity = 5.135(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 0.99 0.230 8.95 0.275 5.012
19
Ventana
PA 5
File Name: PA5
2 5.33 1.270 9.17 0.275 4.939
3 2.84 0.650 8.59 0.275 5.135
Qmax(1) _
1.000 * 1.000 * 0.994) +
1.016 * 0.976 * 5.331) +
0.975 * 1.000 * 2.843) + = 9.049
Qmax(2) _
0.985 * 1.000 * 0.994) +
1.000 * 1.000 * 5.331) +
0.960 * 1.000 * 2.843) + = 9.038
Qmax(3) _
1.026 * 0.960 * 0.994) +
1.042 * 0.937 * 5.331) +
1.000 * 1.000 * 2.843) + = 9.029
Total of 3 streams to confluence:
Flow rates before confluence point:
0.994 5.331 2.843
Maximum flow rates at confluence using above data:
9.049 9.038 9.029
Area of streams before confluence:
0.230 1.270 0.650
Effective area values after confluence:
2.119 2.150 2.061
Results of confluence:
Total flow rate = 9.049(CFS)
Time of concentration = 8.948 min.
Effective stream area after confluence = 2.119(Ac.)
Study area average Pervious fraction(Ap) = 0.350
Study area average soil loss rate(Fm) = 0.275(In/Hr)
Study area total (this main stream) = 2.15(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1007.000 to Point/Station 1008.100
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1782.000(Ft.)
Downstream point/station elevation= 1780.880(Ft.)
Pipe length = 136.01(Ft.) Maiming's N = 0.015
No. of pipes = 1 Required pipe flow = 9.049(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 9.049(CFS)
Normal flow depth in pipe = 13.27(In.)
Flow top width inside pipe = 20.26(In.)
Critical Depth = 13.42(In.)
Pipe flow velocity = 5.65(Ft/s)
Travel time through pipe = 0.40 min.
Time of concentration (TC) = 9.35 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1008.100 to Point/Station 1008.100
**** CONFLUENCE OF MAIN STREAMS ****
�Mwwr'
QI
Ventana
PA 5
File Name: PA5
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.119(Ac.)
Runoff from this stream = 9.049(CFS)
Time of concentration = 9.35 min.
Rainfall intensity= 4.881(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 37.55
9.514
10.68
0.288 4.507
2 9.05
2.119
9.35
0.275 4.881
Qmax(1) _
1.000 *
1.000 *
37.552) +
0.919 *
1.000 *
9.049) + = 45.864
Qmax(2) _
1.089 *
0.875 *
37.552) +
1.000 *
1.000 *
9.049) + = 44.840
Total of 2 main streams to confluence:
Flow rates before confluence point:
38.552 10.049
Maximum flow rates at confluence using above data:
45.864 44.840
Area of streams before confluence:
9.514 2.119
Effective area values after confluence:
11.633 10.447
Results of confluence:
Total flow rate = 45.864(CFS)
Time of concentration = 10.681 min.
Effective stream area after confluence = 11.633(Ac.)
Study area average Pervious fraction(Ap) = 0.364
Study area average soil loss rate(Fm) = 0.286(In/Hr)
Study area total = 11.63(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1008.100 to Point/Station 1009.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1780.880(Ft.)
Downstream point/station elevation = 1775.000(Ft.)
Pipe length = 257.92(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 45.864(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 45.864(CFS)
Normal flow depth in pipe = 21.33(In.)
Flow top width inside pipe = 27.20(In.)
20
Ventana
PA 5
File Name: PA5
Critical Depth = 26.88(In.)
Pipe flow velocity = 12.28(Ft/s)
Travel time through pipe= 0.35 min.
Time of concentration (TC) = 11.03 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1009.000 to Point/Station 1009.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 11.633(Ac.)
Runoff from this stream = 45.864(CFS)
Time of concentration = 11.03 min.
Rainfall intensity = 4.420(In/Hr)
Area averaged loss rate (Fm) = 0.2860(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3642
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 90.000 to Point/Station 1009.000
* * * * INITIAL AREA EVALUATION * * * *
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 220.000(Ft.)
Top (of initial area) elevation = 1789.000(Ft.)
Bottom (of initial area) elevation= 1781.000(Ft.)
Difference in elevation = 8.000(Ft.)
Slope = 0.03636 s(%)= 3.64
TC = k(0.360)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 6.041 min.
Rainfall intensity = 6.343(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.861
Subarea runoff= 2.786(CFS)
Total initial stream area = 0.510(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1009.000 to Point/Station 1009.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.510(Ac.)
Runoff from this stream = 2.786(CFS)
Time of concentration = 6.04 min.
21
Ventana
PA 5
File Name: PA5
10"w- Rainfall intensity = 6.343(In/Hr)
114. Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 91.000 to Point/Station 1009.000
* * * * INITIAL AREA EVALUATION * * * *
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance= 350.000(Ft.)
Top (of initial area) elevation = 1792.000(Ft.)
Bottom (of initial area) elevation = 1781.000(Ft.)
Difference in elevation = 11.000(Ft.)
Slope = 0.03143 s(%)= 3.14
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.490 min.
Rainfall intensity = 5.576(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.856
Subarea runoff = 5.916(CFS)
Total initial stream area = 1.240(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1009.000 to Point/Station 1009.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 1.240(Ac.)
Runoff from this stream = 5.916(CFS)
Time of concentration = 7.49 min.
Rainfall intensity = 5.576(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 45.86
11.633
11.03
0.286 4.420
2 2.79
0.510
6.04
0.275 6.343
3 5.92
1.240
7.49
0.275 5.576
Qmax(1) _
1.000 *
1.000 *
45.864) +
�rrn'
22
Ventana
PA 5
File Name: PA5
,0", 0.683 *
1.000 *
2.786) +
0.782 *
1.000 *
5.916) + = 52.393
N%NW Qmax(2) _
1.465 *
0.548 *
45.864) +
1.000 *
1.000 *
2.786) +
1.145 *
0.807 *
5.916) + = 45.053
N
Qmax(3) =
1.280 * 0.679 * 45.864) +
0.874 * 1.000 * 2.786) +
1.000 * 1.000 * 5.916) + = 48.197
Total of 3 streams to confluence:
Flow rates before confluence point:
45.864 2.786 5.916
Maximum flow rates at confluence using above data:
52.393 45.053 48.197
Area of streams before confluence:
11.633 0.510 1.240
Effective area values after confluence:
13.383 7.882 9.649
Results of confluence:
Total flow rate = 52.393(CFS)
Time of concentration = 11.031 min.
Effective stream area after confluence = 13.383(Ac.)
Study area average Pervious fraction(Ap) = 0.362
Study area average soil loss rate(Fm) = 0.285(In/Hr)
Study area total (this main stream) = 13.38(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1009.000 to Point/Station 1010.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1775.000(Ft.)
Downstream point/station elevation = 1774.690(Ft.)
Pipe length = 13.72(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 52.393(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 52.393(CFS)
Normal flow depth in pipe = 24.09(In.)
Flow top width inside pipe = 23.86(In.)
Critical Depth = 27.91(In.)
Pipe flow velocity = 12.41(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 11.05 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1010.000 to Point/Station 1010.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 13.383(Ac.)
Runoff from this stream = 52.393(CFS)
loom, Time of concentration= 11.05 min.
`%We
23
Ventana
PA 5
File Name: PA5
�.. Rainfall intensity = 4.416(In/Hr)
. Area averaged loss rate (Fm) = 0.2845(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3624
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 92.000 to Point/Station 1010.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 1784.000(Ft.)
Bottom (of initial area) elevation = 1781.000(Ft.)
Difference in elevation = 3.000(Ft.)
Slope = 0.01200 s(%)= 1.20
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.937 min.
Rainfall intensity = 5.385(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.854
Subarea runoff = 3.174(CFS)
Total initial stream area = 0.690(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1010.000 to Point/Station 1010.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.690(Ac.)
Runoff from this stream = 3.174(CFS)
Time of concentration = 7.94 min.
Rainfall intensity = 5.385(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
+++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++
Process from Point/Station 93.000 to Point/Station 1010.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Atow- Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
`4,0-
WJA
Ventana
PA 5
File Name: PA5
AVW- SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 1790.000(Ft.)
Bottom (of initial area) elevation = 1781.000(Ft.)
Difference in elevation = 9.000(Ft.)
Slope = 0.03600 s(%)= 3.60
TC = k(0.360)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 6.371 min.
Rainfall intensity = 6.144(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.860
Subarea runoff = 3.751(CFS)
Total initial stream area = 0.710(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1010.000 to Point/Station 1010.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.710(Ac.)
Runoff from this stream = 3.751(CFS)
Time of concentration = 6.37 min.
Rainfall intensity = 6.144(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 52.39 13.383 11.05 0.285 4.416
2 3.17
0.690
7.94
0.275 5.385
3 3.75
0.710
6.37
0.275 6.144
Qmax(1)
_
1.000 *
1.000 *
52.393) +
0.810 *
1.000 *
3.174) +
0.706 *
1.000 *
3.751) + = 57.611
Qmax(2)
_
1.235 *
0.718 *
52.393) +
1.000 *
1.000 *
3.174) +
0.871 *
1.000 *
3.751) + = 52.907
Qmax(3)
_
1.418 *
0.577 *
52.393) +
1.148 *
0.803 *
3.174) +
1.000 *
1.000 *
3.751) + = 49.528
Total of 3 streams to confluence:
.r.. Flow rates before confluence point:
52.393 3.174 3.751
25
V entana
PA 5
File Name: PA5
Maximum flow rates at confluence using above data:
57.611 52.907 49.528
Area of streams before confluence:
13.383 0.690 0.710
Effective area values after confluence:
14.783 11.013 8.981
Results of confluence:
Total flow rate = 57.611(CFS)
Time of concentration= 11.049 min.
Effective stream area after confluence = 14.783(Ac.)
Study area average Pervious fraction(Ap) = 0.361
Study area average soil loss rate(Fm) = 0.284(In/Hr)
Study area total (this main stream) = 14.78(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1010.000 to Point/Station 1015.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1774.690(Ft.)
Downstream point/station elevation = 1773.720(Ft.)
Pipe length = 42.51(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 57.611(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 57.611(CFS)
Normal flow depth in pipe = 22.99(In.)
Flow top width inside pipe = 30.34(In.)
Critical Depth = 29.47(In.)
Pipe flow velocity = 13.04(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 11.10 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1015.000 to Point/Station 1015.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 14.783(Ac.)
Runoff from this stream= 57.611(CFS)
Time of concentration= 11.10 min.
Rainfall intensity = 4.403(In/Hr)
Area averaged loss rate (Fm) = 0.2836(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3612
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 94.000 to Point/Station 1011.000
**** INITIAL AREA EVALUATION ****
PARK subarea
�. Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
26
Ventana
PA 5
File Name: PA5
«--• Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.667(In/Hr)
Initial subarea data:
Initial area flow distance = 1420.000(Ft.)
Top (of initial area) elevation = 1836.000(Ft.)
Bottom (of initial area) elevation = 1786.000(Ft.)
Difference in elevation = 50.000(Ft.)
Slope = 0.03521 s(%)= 3.52
TC = k(0.483)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 17.200 min.
Rainfall intensity = 3.386(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.723
Subarea runoff = 1.762(CFS)
Total initial stream area = 0.720(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.667(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1011.000 to Point/Station 1012.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1782.000(Ft.)
Downstream point/station elevation = 1775.000(Ft.)
Pipe length = 150.53(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 1.762(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.762(CFS)
Normal flow depth in pipe = 4.87(In.)
Flow top width inside pipe = 8.97(In.)
Critical Depth = 7.31(In.)
Pipe flow velocity = 7.23(Ft/s)
Travel time through pipe= 0.35 min.
Time of concentration (TC) = 17.55 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1012.000 to Point/Station 1012.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.720(Ac.)
Runoff from this stream = 1.762(CFS)
Time of concentration= 17.55 min.
Rainfall intensity = 3.346(In/Hr)
Area averaged loss rate (Fm) = 0.6674(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 95.000 to Point/Station 1012.000
**** INITIAL AREA EVALUATION ****
tir.v
27
Ventana
PA 5
File Name: PA5
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 145.000(Ft.)
Top (of initial area) elevation = 1785.000(Ft.)
Bottom (of initial area) elevation = 1780.000(Ft.)
Difference in elevation = 5.000(Ft.)
Slope = 0.03448 s(%)= 3.45
TC = k(0.360)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 5.168 min.
Rainfall intensity = 6.966(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.864
Subarea runoff = 1.265(CFS)
Total initial stream area = 0.210(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1012.000 to Point/Station 1012.000
* * * * CONFLUENCE OF MINOR STREAMS ** * *
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.210(Ac.)
Runoff from this stream = 1.265(CFS)
Time of concentration = 5.17 min.
Rainfall intensity = 6.966(ln/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 1.76 0.720
17.55
0.667 3.346
2 1.26 0.210
5.17
0.275 6.966
Qmax(1) _
1.000 *
1.000 *
1.762) +
0.459 *
1.000 *
1.265) + = 2.342
Qmax(2) _
2.352 *
0.295 *
1.762) +
1.000 *
1.000 *
1.265) + = 2.485
Total of 2 streams to confluence:
Flow rates before confluence point:
Asw. 1.762 1.265
Maximum flow rates at confluence using above data:
N"W
Ventana
PA 5
File Name: PA5
2.342 2.485
Area of streams before confluence:
' 0.720 0.210
Effective area values after confluence:
0.930 0.422
Results of confluence:
Total flow rate = 2.485(CFS)
Time of concentration = 5.168 min.
Effective stream area after confluence = 0.422(Ac.)
Study area average Pervious fraction(Ap) = 0.737
Study area average soil loss rate(Fm) = 0.579(In/Hr)
Study area total (this main stream) = 0.93(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1012.000 to Point/Station 1014.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1775.000(Ft.)
Downstream point/station elevation = 1774.000(Ft.)
Pipe length = 128.34(Ft.) Manning's N = 0.015
No. of pipes= 1 Required pipe flow = 2.485(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.485(CFS)
Normal flow depth in pipe = 9.00(In.)
Flow top width inside pipe = 10.39(In.)
Critical Depth = 8.11(In.)
Pipe flow velocity = 3.93(Ft/s)
Travel time through pipe = 0.54 min.
Time of concentration (TC) = 5.71 min.
+++++++++++++++++++++++++++++++++++++++++++++++ Hill +++++++++++++++++++++
Process from Point/Station 1014.000 to Point/Station 1014.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.422(Ac.)
Runoff from this stream = 2.485(CFS)
Time of concentration = 5.71 min.
Rainfall intensity = 6.561(In/Hr)
Area averaged loss rate (Fm) = 0.5787(In/Hr)
Area averaged Pervious ratio (Ap) = 0.7371
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 96.000 to Point/Station 1013.000
* * * * INITIAL AREA EVALUATION * * * *
PARK 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) = 32.00
29
Ventana
PA 5
File Name: PA5
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.667(In/Hr)
Initial subarea data:
Initial area flow distance = 130.000(Ft.)
Top (of initial area) elevation = 1780.000(Ft.)
Bottom (of initial area) elevation = 1778.700(Ft.)
Difference in elevation = 1.300(Ft.)
Slope= 0.01000 s(%)= 1.00
TC = k(0.483)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.502 min.
Rainfall intensity = 5.168(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.784
Subarea runoff = 2.754(CFS)
Total initial stream area = 0.680(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.667(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1013.000 to Point/Station 1014.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1775.000(Ft.)
Downstream point/station elevation = 1774.000(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 2.754(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.754(CFS)
a Normal flow depth in pipe= 6.91(In.)
Flow top width inside pipe= 11.86(In.)
Critical Depth = 8.54(In.)
Pipe flow velocity = 5.88(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 8.64 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1014.000 to Point/Station 1014.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.680(Ac.)
Runoff from this stream = 2.754(CFS)
Time of concentration = 8.64 min.
Rainfall intensity = 5.117(In/Hr)
Area averaged loss rate (Fm) = 0.6674(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
A... 1 2.49 0.422 5.71 0.579 6.561
2 2.75 0.680 8.64 0.667 5.117
30
Ventana
PA 5
File Name: PA5
10-1 Qmax(1) _
1.000 *
1.000 *
2.485) +
N%MW
1.325 *
0.661 *
2.754) + = 4.896
Qmax(2) _
0.759 *
1.000 *
2.485) +
1.000 *
1.000 *
2.754) + = 4.639
Total of 2 streams to confluence:
Flow rates before confluence point:
2.485 2.754
Maximum flow rates at confluence using above data:
4.896 4.639
Area of streams before confluence:
0.422 0.680
Effective area values after confluence:
0.871 1.102
Results of confluence:
Total flow rate = 4.896(CFS)
Time of concentration = 5.712 min.
Effective stream area after confluence = 0.871(Ac.)
Study area average Pervious fraction(Ap) = 0.807
Study area average soil loss rate(Fm) = 0.633(In/Hr)
Study area total (this main stream) = 1.10(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1014.000 to Point/Station 1015.000
"
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1774.000(Ft.)
Downstream point/station elevation = 1773.720(Ft.)
Pipe length = 33.94(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 4.896(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 4.896(CFS)
Normal flow depth in pipe= 11.81(In.)
Flow top width inside pipe = 12.27(In.)
Critical Depth = 10.77(In.)
Pipe flow velocity = 4.72(Ft/s)
Travel time through pipe= 0.12 min.
Time of concentration (TC) = 5.83 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1015.000 to Point/Station 1015.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.871(Ac.)
Runoff from this stream = 4.896(CFS)
Time of concentration = 5.83 min.
Rainfall intensity = 6.479(In/Hr)
.*VW Area averaged loss rate (Fm) = 0.6334(In/Hr)
I *awl Area averaged Pervious ratio (Ap) = 0.8068
31
Ventana
PA 5
File Name: PA5
IN
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 57.61
14.783
11.10
0.284 4.403
2 4.90
0.871
5.83
0.633 6.479
Qmax(1) _
1.000 *
1.000 *
57.611) +
0.645 *
1.000 *
4.896) + = 60.768
Qmax(2) _
1.504* 0.525* 57.611) +
1.000 * 1.000 * 4.896) + = 50.407
Total of 2 main streams to confluence:
Flow rates before confluence point:
58.611 5.896
Maximum flow rates at confluence using above data:
60.768 50.407
Area of streams before confluence:
14.783 0.871
Effective area values after confluence:
15.655 8.636
Results of confluence:
Total flow rate = 60.768(CFS)
v,, Time of concentration= 11.104 min.
Effective stream area after confluence = 15.655(Ac.)
Study area average Pervious fraction(Ap) = 0.386
Study area average soil loss rate(Fm) = 0.303(In/Hr)
Study area total = 15.65(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1015.000 to Point/Station 2001.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream pointistation elevation = 1773.720(Ft.)
Downstream point/station elevation = 1770.000(Ft.)
Pipe length = 203.69(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 60.768(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 60.768(CFS)
Normal flow depth in pipe = 26.48(In.)
Flow top width inside pipe = 26.27(In.)
Critical Depth = 29.98(In.)
Pipe flow velocity = 11.89(Ft/s)
Travel time through pipe = 0.29 min.
Time of concentration (TC) = 11.39 min.
End of computations, Total Study Area = 16.60 (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
32
+�+ effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.402
Area averaged SCS curve number = 32.0
0
Ventana
PA 5
File Name: PA5
33
m
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
PA 6
Node
Area
Ac
L
? H
S=% Soil
30-400
A-1
0.77
136.31
1780.47
1777.74
2.73
2.00 A
400-401
Pipe
XX
233.50
1773.74
1772.54
1.20
0.51
401-401
2-1
45.23
1767.5
1764.40
3.10
6.85
411-411
31-401
A-2
1.44
482
1797.85
1780.89
16.96
3.52
401-401
2-2
952
1799.07
1770.53
28.54
3.00
406-407
401-402
Pipe
XX
284.82
1772.54
1770.81
1.73
0.61
402-402
A-3
0.73
ADD SUB AREA
407-411
402-403
Pipe
XX
179.45
1 1770.81
1763.82
6.99
3.90
403-403
A-4
0.74
ADD SUB AREA
403-404
Pipe
XX
158.6
1763.82
1761.3
2.52
1.59
404-404
2-1
XX
193.4
1778.9
1770.00
8.90
4.60
32-404
A-5
1.41
308
1778.62
1767.68
10.94
3.55
404-404
2-2
2.27
654
1791
1775.88
15.12
2.31
404-412
PipeLxx
XX
40
1761.3
1760.66
0.64
1.60
412-412
2-1
-412-412
user in
XX
109.5
1770
1764.4
5.60
5.11
412-412
2-2
Main
412-413
Pipe164.18
XX
320.88 1
1760.66
1759
1.66
1.01
PA 6B
Node
Area
Ac
L I
? H
S=% Soil
33-405
A-6
1.02
378.651
1778.62
1773.32
5.30
1.40
405-405
A-7
0.74
ADD SUB AREA
404-411
Pipe
XX
45.23
1767.5
1764.40
3.10
6.85
411-411
3-1
Main
34-406
A-8
2.13
952
1799.07
1770.53
28.54
3.00
406-407
Pipe
XX
28.4
1765
1764.85
0.15
0.53
407-407
A-9
0.5
ADD SUB AREA
407-411
Pipe
XX
83.59
1764.85
1764.4
0.45
0.54
411-411
3-2
35-408
A-10
0.69
194.92
1786
1783.90
2.10
1.08
408-410
Pipe
XX
193.4
1778.9
1770.00
8.90
4.60
410-410
2-1
36-409
A-11
2.27
654
1791
1775.88
15.12
2.31
409-410
Pipe
XX
38.58
1770.9
1770
0.90
2.33
410-410
2-2
410-411
Pipe
XX
109.5
1770
1764.4
5.60
5.11
411-411
3-3
Main
411-412
Pipe
XX
320.88 1
1764.4
1 1760.66
3.74 1
1.17
Ventana
PA 6
File Name: PA6
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0
Rational Hydrology Study Date: 08/23/06
Ventana at Duncan Canyon
100 Year Storm
JN 06075
PA 6 Developed
Program License Serial Number 4014
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.600 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 400.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance= 136.310(Ft.)
Top (of initial area) elevation = 1780.470(Ft.)
Bottom (of initial area) elevation = 1777.740(Ft.)
Difference in elevation = 2.730(Ft.)
Slope = 0.02003 s(%)= 2.00
TC = k(0.360)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 5.621 min.
Rainfall intensity = 6.624(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.863
Subarea runoff = 4.400(CFS)
Total initial stream area = 0.770(Ac.)
Pervious area fraction = 0.350
AM.. Initial area Fm value = 0.275(In/Hr)
cm
Ventana
PA 6
File Name: PA6
\%.,++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 401.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1773.740(Ft.)
Downstream point/station elevation = 1772.540(Ft.)
Pipe length = 233.50(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 4.400(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 4.400(CFS)
Normal flow depth in pipe= 10.83(In.)
Flow top width inside pipe = 17.62(In.)
Critical Depth = 9.66(In.)
Pipe flow velocity = 3.96(Ft/s)
Travel time through pipe = 0.98 min.
Time of concentration (TC) = 6.60 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 401.000 to Point/Station 401.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.770(Ac.)
Runoff from this stream = 4.400(CFS)
Time of concentration = 6.60 min.
Rainfall intensity = 6.014(ln/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 31.000 to Point/Station 401.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 482.000(Ft.)
Top (of initial area) elevation = 1797.850(Ft.)
Bottom (of initial area) elevation = 1780.890(Ft.)
Difference in elevation = 16.960(Ft.)
Slope = 0.03519 s(%)= 3.52
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.322 min.
Rainfall intensity = 5.234(ln/Hr) fora 100.0 year storm
Aw+. Effective runoff coefficient used for area (Q=KCIA) is C = 0.853
*Wool Subarea runoff= 6.428(CFS)
2
Ventana
PA 6
File Name: PA6
1Total initial stream area = 1.440(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 401.000 to Point/Station 401.000
* * * * CONFLUENCE OF MINOR STREAMS * * * *
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.440(Ac.)
Runoff from this stream = 6.428(CFS)
Time of concentration = 8.32 min.
Rainfall intensity = 5.234(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 4.40
0.770
6.60
0.275 6.014
2 6.43
1.440
8.32
0.275 5.234
Qmax(1)
=
1.000 *
1.000 *
4.400) +
1.157 *
0.793 *
6.428) + = 10.301
Qmax(2)
=
`
0.864 *
1.000 *
4.400) +
1.000 *
1.000 *
6.428) + = 10.230
Total of 2 streams to confluence:
Flow rates before confluence point:
4.400 6.428
Maximum flow rates at confluence using above data:
10.301 10.230
Area of streams before confluence:
0.770 1.440
Effective area values after confluence:
1.912 2.210
Results of confluence:
Total flow rate = 10.301(CFS)
Time of concentration = 6.602 min.
Effective stream area after confluence = 1.912(Ac.)
Study area average Pervious fraction(Ap) = 0.350
Study area average soil loss rate(Fm) = 0.275(In/Hr)
Study area total (this main stream) = 2.21(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 401.000 to Point/Station 402.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1772.540(Ft.)
•° Downstream point/station elevation= 1770.810(Ft.)
91
Ventana
PA 6
File Name: PA6
Pipe length = 284.82(Ft.) Manning's N = 0.015
No. of pipes= 1 Required pipe flow = 10.301(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 10.301 (CFS)
Normal flow depth in pipe = 16.55(ln.)
Flow top width inside pipe = 17.17(In.)
Critical Depth = 14.36(In.)
Pipe flow velocity = 5.07(Ft/s)
Travel time through pipe = 0.94 min.
Time of concentration (TC) = 7.54 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 402.000
**** SUBAREA FLOW ADDITION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Time of concentration = 7.54 min.
Rainfall intensity = 5.554(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.855
Subarea runoff = 2.254(CFS) for 0.730(Ac.)
Total runoff = 12.555(CFS)
Effective area this stream = 2.64(Ac.)
Total Study Area (Main Stream No. 1) = 2.94(Ac.)
Area averaged Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 403.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 1770.810(Ft.)
Downstream point/station elevation = 1763.820(Ft.)
Pipe length = 179.45(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 12.555(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 12.555(CFS)
Normal flow depth in pipe= 11.09(In.)
Flow top width inside pipe= 17.51(In.)
Critical Depth = 16.02(In.)
Pipe flow velocity = 11.00(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 7.81 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 403.000 to Point/Station 403.000
El
x
Ventana
PA 6
File Name: PA6
**** SUBAREA FLOW ADDITION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Time of concentration = 7.81 min.
Rainfall intensity = 5.437(ln/Hr) fora 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.855
Subarea runoff= 3.160(CFS) for 0.740(Ac.)
Total runoff = 15.716(CFS)
Effective area this stream = 3.38(Ac.)
Total Study Area (Main Stream No. 1) = 3.68(Ac.)
Area averaged Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 403.000 to Point/Station 404.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1763.820(Ft.)
Downstream point/station elevation = 1761.300(Ft.)
10 Pipe length = 158.60(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 15.716(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 15.716(CFS)
Normal flow depth in pipe = 15.70(In..)
Flow top width inside pipe = 18.24(In.)
Critical Depth = 17.57(In.)
Pipe flow velocity = 8.15(Ft/s)
Travel time through pipe = 0.32 min.
Time of concentration (TC) = 8.14 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 404.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.382(Ac.)
Runoff from this stream = 15.716(CFS)
Time of concentration = 8.14 min.
Rainfall intensity = 5.306(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 32.000 to Point/Station 404.000
AF I
**** INITIAL AREA EVALUATION ****
5
Ventana
PA 6
File Name: PA6
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 308.000(Ft.)
Top (of initial area) elevation = 1778.620(Ft.)
Bottom (of initial area) elevation = 1767.680(Ft.)
Difference in elevation = 10.940(Ft.)
Slope = 0.03552 s(%)= 3.55
TC = k(0360)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 6.944 min.
Rainfall intensity = 5.835(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.858
Subarea runoff = 7.056(CFS)
Total initial stream area = 1.410(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 404.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.410(Ac.)
Runoff from this stream = 7.056(CFS)
Time of concentration = 6.94 min.
Rainfall intensity = 5.835(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 15.72
3.382
8.14
0.275 5.306
2 7.06
1.410
6.94
0.275 5.835
Qmax(1)
_
1.000 *
1.000 *
15.716) +
0.905 *
1.000 *
7.056) + = 22.101
Qmax(2)
_
1.105 *
0.854 *
15.716) +
1.000 *
1.000 *
7.056) + = 21.880
Total of 2 streams to confluence:
Flow rates before confluence point:
.. 15.716 7.056
Maximum flow rates at confluence using above data:
Col
Ventana
PA 6
File Name: PA6
22.101 21.880
Area of streams before confluence:
3.382 1.410
Effective area values after confluence:
4.792 4.297
Results of confluence:
Total flow rate = 22.101(CFS)
Time of concentration = 8.135 min.
Effective stream area after confluence = 4.792(Ac.)
Study area average Pervious fraction(Ap) = 0.350
Study area average soil loss rate(Fm) = 0.275(In/Hr)
Study area total (this main stream) = 4.79(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 412.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1761.300(Ft.)
Downstream point/station elevation = 1760.660(Ft.)
Pipe length = 40.00(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 22.101(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 22.101(CFS)
Normal flow depth in pipe = 17.65(In.)
Flow top width inside pipe = 21.17(In.)
Critical Depth = 20.14(In.)
Pipe flow velocity = 8.92(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 8.21 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 412.000 to Point/Station 412.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 4.792(Ac.)
Runoff from this stream= 22.101(CFS)
Time of concentration = 8.21 min.
Rainfall intensity = 5.277(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 412.000 to Point/Station 412.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
40., Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
VA
Ventana
PA 6
File Name: PA6
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Rainfall intensity = 4.404(In/Hr) fora 100.0 year storm
User specified values are as follows:
TC = 11.10 min. Rain intensity = 4.40(In/Hr)
Total area this stream = 7.35(Ac.)
Total Study Area (Main Stream No. 1) = 12.44(Ac.)
Total runoff = 27.73(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 412.000 to Point/Station 412.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 7.350(Ac.)
Runoff from this stream= 27.731(CFS)
Time of concentration= 11.10 min.
Rainfall intensity = 4.404(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 22.10
4.792
8.21
0.275 5.277
2 27.73
7.350
11.10
0.275 4.404
Qmax(1) _
1.000 *
1.000 *
22.101) +
1.212 *
0.740 *
27.731) + = 46.951
Qmax(2) _
0.825 *
1.000 *
22.101) +
1.000 *
1.000 *
27.731) + = 45.972
Total of 2 streams to confluence:
Flow rates before confluence point:
22.101 27.731
Maximum flow rates at confluence using above data:
46.951 45.972
Area of streams before confluence:
4.792 7.350
Effective area values after confluence:
10.229 12.142
Results of confluence:
Total flow rate = 46.951(CFS)
Time of concentration = 8.210 min.
Effective stream area after confluence = 10.229(Ac.)
Study area average Pervious fraction(Ap) = 0.350
Study area average soil loss rate(Fm) = 0.275(In/Hr)
Study area total (this main stream) = 12.14(Ac.)
®++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 412.000 to Point/Station 413.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1760.660(Ft.)
Downstream point/station elevation = 1759.000(Ft.)
Pipe length = 164.18(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 46.951(CFS)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 46.951(CFS)
Normal flow depth in pipe = 24.52(In.)
Flow top width inside pipe = 33.56(In.)
Critical Depth = 26.77(In.)
Pipe flow velocity = 9.15(Ft/s)
Travel time through pipe = 0.30 min.
Time of concentration (TC) = 8.51 min.
End of computations, Total Study Area = 12.44 (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) = 0.350
Area averaged SCS curve number = 32.0
EIW
x
Ventana
PA 6
File Name: PA6
0
Ventana
PA 6-B User Input
File Name: PA6B
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0
Rational Hydrology Study Date: 08/23/06
Ventana at Duncan Canyon
100 Year Storm
JN 06075
PA 6 Developed -Part B, User Input Info
Program License Serial Number 4014
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.600 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 33.000 to Point/Station 405.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 378.650(Ft.)
Top (of initial area) elevation = 1778.620(Ft.)
Bottom (of initial area) elevation = 1773.320(Ft.)
Difference in elevation = 5.300(Ft.)
Slope = 0.01400 s(%)= 1.40
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.086 min.
Rainfall intensity = 4.966(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff= 4.306(CFS)
Total initial stream area = 1.020(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
Ventana
PA 6-B User Input
File Name: PA613
,%we++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 405.000
**** SUBAREA FLOW ADDITION ****
N
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Time of concentration = 9.09 min.
Rainfall intensity = 4.966(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.850
Subarea runoff= 3.124(CFS) for 0.740(Ac.)
Total runoff = 7.430(CFS)
Effective area this stream = 1.76(Ac.)
Total Study Area (Main Stream No. 1) = 1.76(Ac.)
Area averaged Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 411.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1767.500(Ft.)
Downstream point/station elevation = 1764.400(Ft.)
Pipe length = 45.23(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 7.430(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 7.430(CFS)
Normal flow depth in pipe = 9.06(In.)
Flow top width inside pipe = 10.32(In.)
Critical depth could not be calculated.
Pipe flow velocity = 11.68(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 9.15 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 411.000 to Point/Station 411.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 1.760(Ac.)
Runoff from this stream = 7.430(CFS)
Time of concentration = 9.15 min.
Rainfall intensity= 4.945(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Program is now starting with Main Stream No. 2
2
on
Ventana
PA 6-13 User Input
File Name: PA613
++++++++++++++ Hill ++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 34.000 to Point/Station 406.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 952.000(Ft.)
Top (of initial area) elevation = 1799.070(Ft.)
Bottom (of initial area) elevation = 1770.530(Ft.)
Difference in elevation = 28.540(Ft.)
Slope = 0.02998 s(%)= 3.00
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration= 11.282 min.
Rainfall intensity = 4.361(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.843
Subarea runoff = 7.833(CFS)
Total initial stream area = 2.130(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 407.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1765.000(Ft.)
Downstream point/station elevation = 1764.850(Ft.)
Pipe length = 28.40(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 7.833(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 7.833(CFS)
Normal flow depth in pipe = 14.02(In.)
Flow top width inside pipe = 19.79(In.)
Critical Depth = 12.45(In.)
Pipe flow velocity = 4.59(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 11.39 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 407.000 to Point/Station 407.000
**** SUBAREA FLOW ADDITION ****
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Ventana
PA 6-13 User Input
File Name: PA6B
*�*^ Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Time of concentration = 11.39 min.
Rainfall intensity = 4.337(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.843
Subarea runoff = 1.783(CFS) for 0.500(Ac.)
Total runoff = 9.616(CFS)
Effective area this stream = 2.63(Ac.)
Total Study Area (Main Stream No. 2) = 4.39(Ac.)
Area averaged Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 407.000 to Point/Station 411.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 1764.850(Ft.)
Downstream point/station elevation = 1764.400(Ft.)
Pipe length = 83.59(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 9.616(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 9.616(CFS)
Normal flow depth in pipe= 16.41(In.)
Flow top width inside pipe = 17.36(In.)
Critical Depth = 13.85(In.)
Pipe flow velocity = 4.77(Ft/s)
Travel time through pipe = 0.29 min.
Time of concentration (TC) = 11.68 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 411.000 to Point/Station 411.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.630(Ac.)
Runoff from this stream = 9.616(CFS)
Time of concentration= 11.68 min.
Rainfall intensity = 4.272(In/1-Ir)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 35.000 to Point/Station 408.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
rd
Ventana
PA 6-B User Input
File Name: PA613
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 194.920(Ft.)
Top (of initial area) elevation = 1786.000(Ft.)
Bottom (of initial area) elevation = 1783.900(Ft.)
Difference in elevation = 2.100(Ft.)
Slope = 0.01077 s(%)= 1.08
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.341 min.
Rainfall intensity = 5.643(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.856
Subarea runoff= 3.334(CFS)
Total initial stream area = 0.690(Ac.)
Pervious area fraction= 0.350
Initial area Fm value = 0.275(In/Hr)
+++'{'++..+++++++++++++++++++++++++++++++++++++++++++++++++TT+++++++++++
Process from Point/Station 408.000 to Point/Station 410.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1778.900(Ft.)
Downstream point/station elevation = 1770.000(Ft.)
Pipe length = 193.40(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 3.334(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.334(CFS)
Normal flow depth in pipe = 6.02(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth = 9.38(In.)
Pipe flow velocity = 8.45(Ft/s)
Travel time through pipe= 0.38 min.
Time of concentration (TC) = 7.72 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 410.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 0.690(Ac.)
Runoff from this stream = 3.334(CFS)
Time of concentration = 7.72 min.
Rainfall intensity = 5.474(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Awft,++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 36.000 to Point/Station 409.000
NMI-
Ventana
PA 6-13 User Input
File Name: PA613
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 654.000(Ft.)
Top (of initial area) elevation= 1791.000(Ft.)
Bottom (of initial area) elevation = 1775.880(Ft.)
Difference in elevation = 15.120(Ft.)
Slope = 0.02312 s(%)= 2.31
TC = k(0.360)*[(length^3)/(elevation change)]110.2
Initial area time of concentration = 10.227 min.
Rainfall intensity = 4.626(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.847
Subarea runoff = 8.889(CFS)
Total initial stream area = 2.270(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 409.000 to Point/Station 410.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1770.900(Ft.)
Downstream point/station elevation = 1770.000(Ft.)
Pipe length = 38.58(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 8.889(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 8.889(CFS)
Normal flow depth in pipe = 10.45(In.)
Flow top width inside pipe = 17.76(In.)
Critical Depth= 13.85(In.)
Pipe flow velocity = 8.34(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 10.30 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 410.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 2.270(Ac.)
Runoff from this stream = 8.889(CFS)
Time of concentration = 10.30 min.
Rainfall intensity = 4.605(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
`4r✓
2
Ventana
PA 6-13 User Input
File Name: PA6B
Summary of stream data:
`%ftw
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 3.33 0.690 7.72 0.275 5.474
2 8.89 2.270 10.30 0.275 4.605
Qmax(1) _
1.000 * 1.000 * 3.334) +
1.201 * 0.750 * 8.889) + = 11.334
Qmax(2) _
0.833 * 1.000 * 3.334) +
1.000 * 1.000 * 8.889) + = 11.665
Total of 2 streams to confluence:
Flow rates before confluence point:
3.334 8.889
Maximum flow rates at confluence using above data:
11.334 11.665
Area of streams before confluence:
0.690 2.270
Effective area values after confluence:
2.391 2.960
Results of confluence:
Total flow rate = 11.665(CFS)
Time of concentration = 10.304 min.
Effective stream area after confluence = 2.960(Ac.)
Study area average Pervious fraction(Ap) = 0.350
Study area average soil loss rate(Fm) = 0.275(In/Hr)
Study area total (this main stream) = 2.96(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 411.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1770.000(Ft.)
Downstream point/station elevation = 1764.400(Ft.)
Pipe length = 109.50(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 11.665(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 11.665(CFS)
Normal flow depth in pipe= 11.34(In.)
Flow top width inside pipe = 12.88(In.)
Critical depth could not be calculated.
Pipe flow velocity = 11.71(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 10.46 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 411.000 to Point/Station 411.000
**** CONFLUENCE OF MAIN STREAMS ****
Ventana
PA 6-13 User Input
File Name: PA613
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 2.960(Ac.)
Runoff from this stream = 11.665(CFS)
Time of concentration = 10.46 min.
Rainfall intensity = 4.564(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 7.43
1.760
9.15
0.275 4.945
2 9.62
2.630
11.68
0.275 4.272
3 11.66
2.960
10.46
0.275 4.564
Qmax(1) _
1.000 *
1.000 *
7.430) +
1.168 *
0.784 *
9.616) +
1.089 *
0.875 *
11.665) + = 27.346
Qmax(2) _
0.856 *
1.000 *
7.430) +
1.000 *
1.000 *
9.616) +
0.932 *
1.000 *
11.665) + = 26.847
Qmax(3) _
0.918 *
1.000 *
7.430) +
1.073 *
0.896 *
9.616) +
,„.
1.000 *
1.000 *
11.665) + = 27.731
Total of 3 main streams to confluence:
Flow rates before confluence point:
8.430 10.616 12.665
Maximum flow rates at confluence using above data:
27.346 26.847 27.731
Area of streams before confluence:
1.760 2.630 2.960
Effective area values after confluence:
6.411 7.350 7.076
Results of confluence:
Total flow rate = 27.731(CFS)
Time of concentration = 10.460 min.
Effective stream area after confluence = 7.076(Ac.)
Study area average Pervious fraction(Ap) = 0.350
Study area average soil loss rate(Fm) = 0.275(In/Hr)
Study area total = 7.35(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 411.000 to Point/Station 412.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1764.400(Ft.)
Downstream point/station elevation = 1760.660(Ft.)
Pipe length = 320.88(Ft.) Manning's N= 0.015
No. of pipes = 1 Required pipe flow = 27.731(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 27.731(CFS)
Normal flow depth in pipe = 21.14(In.)
Flow top width inside pipe = 22.26(In.)
Critical Depth = 22.00(In.)
Pipe flow velocity = 8.30(Ft/s)
Travel time through pipe = 0.64 min.
Time of concentration (TC) = 11.10 min.
End of computations, Total Study Area = 7.35 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.350
Area averaged SCS curve number = 32.0
0,
@4
Ventana
PA 6-13 User Input
File Name: PA613
0'
0
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
PAI &8
PA1 &8B
Node
Area
Ac
L I
?H
S=% Soil
40-500
D-1
1.04
372.00 1 1783.56
1772.92
10.64
2.86 A
500-500
D-2
0.48
ADD SUB AREA
PIPE
XX
42.77
500-501
PIPE
XX
576.15 1766
1751
15.00
2.60
501-501
2-1
43-503
D-6
41-501
D-3
0.78
591 1772.6
1757.42
1.82
503-504
501-501
D-4
0.52
ADD SUB AREA
1759
1.50
8.53
501-501
2-2
501-509
PIPE
XX
41 1751
1749.93
1.07
2.61
509-509
2-1
MAIN
3-1
509-509
USER
INPUT
44-505
D-7
0.49
235
509-509
2-2
MAIN
2.26
505-507
PIPE
XX
509-510
PIPE
XX
90.31 1749.93
1747.58
2.35
2.60
510-510
2-1
45-506
47-510
D-12
1.49
350 1759.6
1753.95
5.65
1.61
510-510
2-2
0.66
ADD SUB AREA
510-511
PIPE
XX
62.84 1747.58
1745.95
1.63
2.59
PA1 &8B
Node
Area
Ac
L
?H
S=% Soil
42-502
D-5
0.57
230
1769.33
1765.22
4.11
1.79
502-504
PIPE
XX
42.77
1760.22
1759.00
1.22
2.85
504-504
2-1
43-503
D-6
1.63
467
1774
1765.5
8.50
1.82
503-504
PIPE
XX
17.58
1760.5
1759
1.50
8.53
504-504
2-2
504-507
PIPE
XX
212.28
1759
1754
5.00
2.36
507-507
3-1
44-505
D-7
0.49
235
1768
1762.7
5.30
2.26
505-507
PIPE
XX
173.76
1757
1754
3.00
1.73
507-507
3-2
45-506
D-8
0.7
287.5
1765.2
1759.9
5.30
1.84
506-506
D-9
0.66
ADD SUB AREA
506-507
PIPE
XX
25.51
1754.5
1754
0.50
1.96
507-507
3-3
507-508
PIPE
XX
79.62
1754
1752.95
1.05
1.32
508-508
2-1
46-508
D-10
0.98
290
1766.12
1758.87
7.25
2.50
508-508
D-11
0.11
ADD SUB AREA
508-508
2-2
508-509
PIPE
XX
229.71
1 1752.95
1749.93
3.02
1.31
Ventana
PA1&8
File Name: PAI 8
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0
Rational Hydrology Study Date: 09/14/06
Ventana at Duncan Canyon
100 Year Storm
JN 06075
PA1&8
Program License Serial Number 4014
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.600 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 500.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 372.000(Ft.)
Top (of initial area) elevation = 1785.000(Ft.)
Bottom (of initial area) elevation = 1772.920(Ft.)
Difference in elevation = 12.080(Ft.)
Slope = 0.03247 s(%)= 3.25
TC = k(0.304)*[(length^3)/(elevation change)] -10.2
Initial area time of concentration = 6.439 min.
Rainfall intensity = 6.106(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.888
Subarea runoff = 5.641 (CFS)
Total initial stream area = 1.040(Ac.)
Pervious area fraction = 0.100
Awl*, Initial area Fm value = 0.079(In/Hr)
Ventana
PA1&8
File Name: PA18
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 500.000 to Point/Station 500.000
**** SUBAREA FLOW ADDITION ****
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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Time of concentration = 6.44 min.
Rainfall intensity = 6.106(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.888
Subarea runoff = 2.604(CFS) for 0.480(Ac.)
Total runoff= 8.245(CFS)
Effective area this stream = 1.52(Ac.)
Total Study Area (Main Stream No. 1) = 1.52(Ac.)
Area averaged Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 500.000 to Point/Station 501.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1766.000(Ft.)
Downstream point/station elevation= 1751.000(Ft.)
Pipe length = 576.15(Ft.) Maiming's N = 0.015
No. of pipes = 1 Required pipe flow = 8.245(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 8.245(CFS)
Normal flow depth in pipe = 11.25(In.)
Flow top width inside pipe = 12.99(In.)
Critical Depth = 13.51(In.)
Pipe flow velocity = 8.34(Ft/s)
Travel time through pipe = 1.15 min.
Time of concentration (TC) = 7.59 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 501.000 to Point/Station 501.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: I in normal stream number 1
Stream flow area = 1.520(Ac.)
Runoff from this stream = 8.245(CFS)
Time of concentration = 7.59 min.
Rainfall intensity = 5.532(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
2
Ventana
PA1&8
File Name: PAI 8
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 41.000 to Point/Station 501.000
* * * * 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance= 591.000(Ft.)
Top (of initial area) elevation = 1772.600(Ft.)
Bottom (of initial area) elevation = 1757.420(Ft.)
Difference in elevation = 15.180(Ft.)
Slope = 0.02569 s(%)= 2.57
TC = k(0.304)*[(length13)/(elevation change)]/10.2
Initial area time of concentration = 8.120 min.
Rainfall intensity = 5.312(In/1-1r) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.887
Subarea runoff = 3.674(CFS)
Total initial stream area = 0.780(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 501.000 to Point/Station 501.000
**** SUBAREA FLOW ADDITION ****
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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Time of concentration = 8.12 min.
Rainfall intensity = 5.312(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.887
Subarea runoff = 2.449(CFS) for 0.520(Ac.)
Total runoff = 6.123(CFS)
Effective area this stream = 1.30(Ac.)
Total Study Area (Main Stream No. 1) = 2.82(Ac.)
Area averaged Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 501.000 to Point/Station 501.000
**** CONFLUENCE OF MINOR STREAMS ****
3
Ventana
PA1&8
File Name: PA 18
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.300(Ac.)
Runoff from this stream = 6.123(CFS)
Time of concentration = 8.12 min.
Rainfall intensity= 5.312(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 8.25 1.520 7.59 0.079 5.532
2 6.12 1.300 8.12 0.079 5.312
Qmax(1) _
1.000 * 1.000 * 8.245) +
1.042 * 0.935 * 6.123) + = 14.209
Qmax(2) _
0.960 * 1.000 * 8.245) +
1.000 * 1.000 * 6.123) + = 14.036
Total of 2 streams to confluence:
Flow rates before confluence point:
8.245 6.123
Maximum flow rates at confluence using above data:
14.209 14.036
Area of streams before confluence:
,. 1.520 1.300
Effective area values after confluence:
2.735 2.820
Results of confluence:
Total flow rate = 14.209(CFS)
Time of concentration = 7.589 min.
Effective stream area after confluence = 2.735(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 2.82(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 501.000 to Point/Station 509.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1751.000(Ft.)
Downstream point/station elevation = 1749.930(Ft.)
Pipe length = 41.00(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 14.209(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 14.209(CFS)
Normal flow depth in pipe = 14.23 (In.)
Flow top width inside pipe = 14.65(In.)
Critical Depth = 16.64(In.)
Pipe flow velocity = 9.48(Ft/s)
Travel time through pipe = 0.07 min.
Ventana
PA1&8
File Name: PA 18
Time of concentration (TC) = 7.66 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 509.000 to Point/Station 509.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.735(Ac.)
Runoff from this stream = 14.209(CFS)
Time of concentration = 7.66 min.
Rainfall intensity = 5.501(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 509.000 to Point/Station 509.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Rainfall intensity = 5.724(ln/Hr) fora 100.0 year storm
User specified values are as follows:
TC = 7.17 min. Rain intensity = 5.72(In/Hr)
Total area this stream = 5.14(Ac.)
Total Study Area (Main Stream No. 1) = 7.96(Ac.)
Total runoff = 25.46(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 509.000 to Point/Station 509.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 5.140(Ac.)
Runoff from this stream = 25.456(CFS)
Time of concentration = 7.17 min.
Rainfall intensity = 5.724(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 14.21 2.735 7.66 0.079 5.501
2 25.46 5.140 7.17 0.079 5.724
Ventana
PA1&8
File Name: PA 18
... Qmax(1) _
1.000 *
1.000 *
14.209) +
0.960 *
1.000 *
25.456) + = 38.658
Qmax(2) _
1.041 *
0.936 *
14.209) +
1.000 *
1.000 *
25.456) + = 39.301
Total of 2 streams to confluence:
Flow rates before confluence point:
14.209 25.456
Maximum flow rates at confluence using above data:
38.658 39.301
Area of streams before confluence:
2.735 5.140
Effective area values after confluence:
7.875 7.700
Results of confluence:
Total flow rate = 39.301(CFS)
Time of concentration = 7.170 min.
Effective stream area after confluence = 7.700(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 7.88(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 509.000 to Point/Station 510.000
"^
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
"M
Upstream point/station elevation = 1749.930(Ft.)
Downstream point/station elevation= 1747.580(Ft.)
Pipe length = 90.31(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 39.301(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 39.301(CFS)
Normal flow depth in pipe = 20.16(In.)
Flow top width inside pipe = 23.49(In.)
Critical Depth = 25.00(In.)
Pipe flow velocity = 12.34(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 7.29 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 510.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 7.700(Ac.)
Runoff from this stream= 39.301(CFS)
Time of concentration = 7.29 min.
Rainfall intensity = 5.666(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
n
Ventana
PA 1 &8
File Name: PAI 8
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 47.000 to Point/Station 510.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 350.000(Ft.)
Top (of initial area) elevation = 1759.600(Ft.)
Bottom (of initial area) elevation = 1753.950(Ft.)
Difference in elevation = 5.650(Ft.)
Slope = 0.01614 s(%)= 1.61
TC = k(0.304)*[(length^3)/(elevation change)]/'0.2
Initial area time of concentration = 7.226 min.
Rainfall intensity = 5.697(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.888
Subarea runoff = 7.535(CFS)
Total initial stream area = 1.490(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 510.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.490(Ac.)
Runoff from this stream = 7.535(CFS)
Time of concentration = 7.23 min.
Rainfall intensity = 5.697(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 39.30 7.700 7.29 0.079 5.666
2 7.53 1.490 7.23 0.079 5.697
Qmax(1) _
1.000 * 1.000 * 39.301) +
0.994 * 1.000 * 7.535) + = 46.794
Qmax(2) _
1.006 * 0.991 * 39.301)+
1.000 * 1.000 * 7.535) + = 46.696
VMW
7
`�... Total of 2 streams to confluence:
Flow rates before confluence point:
39.301 7.535
Maximum flow rates at confluence using above data:
46.794 46.696
Area of streams before confluence:
7.700 1.490
Effective area values after confluence:
9.190 9.120
Results of confluence:
Total flow rate = 46.794(CFS)
Time of concentration = 7.292 min.
Effective stream area after confluence = 9.190(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 9.19(Ac.)
M
on
Ventana
PA1&8
File Name: PA18
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 511.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1747.580(Ft.)
Downstream point/station elevation = 1745.950(Ft.)
Pipe length = 62.84(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 46.794(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 46.794(CFS)
Normal flow depth in pipe = 20.63(In.)
Flow top width inside pipe= 27.81(In.)
Critical Depth = 27.07(In.)
Pipe flow velocity = 13.01(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 7.37 min.
End of computations, Total Study Area = 9.45 (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
Ventana
PA 1& 8 User Input
File Name:PA18B
e San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0
Rational Hydrology Study Date: 08/25/06
Ventana at Duncan Canyon
100 Year Storm
JN 06075
PA 1 & 8 User Input
Program License Serial Number 4014
********* Hydrology Study Control Information"""""
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.600 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
'++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 42.000 to Point/Station 502.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 230.000(Ft.)
Top (of initial area) elevation = 1769.330(Ft.)
Bottom (of initial area) elevation = 1765.220(Ft.)
Difference in elevation = 4.110(Ft.)
Slope= 0.01787 s(%)= 1.79
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.986 min.
Rainfall intensity = 6.379(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.889
Subarea runoff = 3.232(CFS)
Total initial stream area = 0.570(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
Ventana
PA 1& 8 User Input
File Name:PA18B
Y++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 502.000 to Point/Station 504.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1760.220(Ft.)
Downstream point/station elevation = 1759.000(Ft.)
Pipe length = 42.77(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 3.232(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.232(CFS)
Normal flow depth in pipe = 6.84(In.)
Flow top width inside pipe= 11.88(In.)
Critical Depth= 9.23(In.)
Pipe flow velocity = 6.99(Ft/s)
Travel time through pipe= 0.10 min.
Time of concentration (TC) = 6.09 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 504.000 to Point/Station 504.000
* * * * CONFLUENCE OF MINOR STREAMS * * * *
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.570(Ac.)
Runoff from this stream = 3.232(CFS)
Time of concentration = 6.09 min.
Rainfall intensity = 6.314(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 43.000 to Point/Station 503.000
* * * * 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 467.000(Ft.)
Top (of initial area) elevation = 1774.000(Ft.)
Bottom (of initial area) elevation = 1765.500(Ft.)
Difference in elevation = 8.500(Ft.)
Slope= 0.01820 s(%)= 1.82
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.917 min.
Rainfall intensity = 5.393(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.887
Subarea runoff = 7.797(CFS)
2
in
Ventana
PA 1& 8 User Input
File Name:PA18B
Total initial stream area = 1.630(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 503.000 to Point/Station 504.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1760.500(Ft.)
Downstream point/station elevation = 1759.000(Ft.)
Pipe length = 17.58(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 7.797(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 7.797(CFS)
Normal flow depth in pipe= 8.61(In.)
Flow top width inside pipe = 10.80(In.)
Critical depth could not be calculated.
Pipe flow velocity = 12.92(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 7.94 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 504.000 to Point/Station 504.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.630(Ac.)
Runoff from this stream = 7.797(CFS)
Time of concentration = 7.94 min.
Rainfall intensity = 5.384(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 3.23
0.570
6.09
0.079 6.314
2 7.80
1.630
7.94
0.079 5.384
Qmax(1)
_
1.000 *
1.000 *
3.232) +
1.175 *
0.767 *
7.797) + = 10.258
Qmax(2)
_
0.851 *
1.000 *
3.232) +
1.000 *
1.000 *
7.797) + = 10.547
Total of 2 streams to confluence:
Flow rates before confluence point:
3.232 7.797
Maximum flow rates at confluence using above data:
10.258 10.547
Area of streams before confluence:
y'Mrw�
3
Ventana
PA 1 & 8 User Input
File Name:PA18B
0.570 1.630
Effective area values after confluence:
1.820 2.200
Results of confluence:
Total flow rate = 10.547(CFS)
Time of concentration = 7.940 min.
Effective stream area after confluence = 2.200(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 2.20(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 504.000 to Point/Station 507.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 1759.000(Ft.)
Downstream point/station elevation = 1754.000(Ft.)
Pipe length = 212.28(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 10.547(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 10.547(CFS)
Normal flow depth in pipe= 11.68(In.)
Flow top width inside pipe = 17.18(In.)
Critical Depth = 14.98(In.)
Pipe flow velocity = 8.69(Ft/s)
Travel time through pipe = 0.41 min.
Time of concentration (TC) = 8.35 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 507.000 to Point/Station 507.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.200(Ac.)
Runoff from this stream = 10.547(CFS)
Time of concentration = 8.35 min.
Rainfall intensity= 5.225(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 44.000 to Point/Station 505.000
* * * * 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
AM,. SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
M
Ventana
PA 1& 8 User Input
File Name:PA1813
�^- Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 235.000(Ft.)
Top (of initial area) elevation = 1768.000(Ft.)
Bottom (of initial area) elevation = 1762.700(Ft.)
Difference in elevation = 5300(Ft.)
Slope = 0.02255 s(%)= 2.26
TC = k(0304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.763 min.
Rainfall intensity = 6.526(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.889
Subarea runoff= 2.843(CFS)
Total initial stream area = 0.490(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 505.000 to Point/Station 507.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1757.000(Ft.)
Downstream point/station elevation = 1754.000(Ft.)
Pipe length = 173.76(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 2.843(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.843(CFS)
Normal flow depth in pipe= 7.41(In.)
Flow top width inside pipe= 11.67(In.)
Critical Depth = 8.67(In.)
Pipe flow velocity = 5.59(Ft/s)
Travel time through pipe = 0.52 min.
Time of concentration (TC) = 6.28 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 507.000 to Point/Station 507.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.490(Ac.)
Runoff from this stream = 2.843(CFS)
Time of concentration = 6.28 min.
Rainfall intensity = 6.197(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 45.000 to Point/Station 506.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
low*- Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Ventana
PA 1 & 8 User Input
File Name:PA18B
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 287.500(Ft.)
Top (of initial area) elevation = 1765.200(Ft.)
Bottom (of initial area) elevation = 1759.900(Ft.)
Difference in elevation = 5.300(Ft.)
Slope= 0.01843 s(%)= 1.84
TC = k(0.304)*[(length13)/(elevation change)]^0.2
Initial area time of concentration = 6.504 min.
Rainfall intensity = 6.069(hvHr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.888
Subarea runoff = 3.774(CFS)
Total initial stream area = 0.700(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 506.000 to Point/Station 506.000
**** SUBAREA FLOW ADDITION ****
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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Time of concentration = 6.50 min.
Rainfall intensity = 6.069(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.888
Subarea runoff= 3.558(CFS)for 0.660(Ac.)
Total runoff = 7.332(CFS)
Effective area this stream = 1.36(Ac.)
Total Study Area (Main Stream No. 1) = 4.05(Ac.)
Area averaged Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 506.000 to Point/Station 507.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1754.500(Ft.)
Downstream point/station elevation = 1754.000(Ft.)
Pipe length = 25.51(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 7.332(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 7.332(CFS)
Normal flow depth in pipe= 11.51(In.)
2
Ventana
PA 1 & 8 User Input
File Name:PA18B
Flow top width inside pipe = 12.68(In.)
Critical Depth = 12.95(In.)
Pipe flow velocity = 7.26(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 6.56 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 507.000 to Point/Station 507.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 1.360(Ac.)
Runoff from this stream = 7.332(CFS)
Time of concentration = 6.56 min.
Rainfall intensity = 6.036(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 10.55
2.200
8.35
0.079 5.225
2 2.84
0.490
6.28
0.079 6.197
3 7.33
1.360
6.56
0.079 6.036
Qmax(1) _
1.000 *
1.000 *
10.547) +
0.841 *
1.000 *
2.843) +
0.864 *
1.000 *
7.332) + = 19.272
Qmax(2) _
1.189 *
0.752 *
10.547) +
1.000 *
1.000 *
2.843) +
1.027 *
0.957 *
7.332) + = 19.485
Qmax(3) _
1.158 *
0.786 *
10.547) +
0.974 *
1.000 *
2.843) +
1.000 *
1.000 *
7.332) + = 19.699
Total of 3 streams to confluence:
Flow rates before confluence point:
10.547 2.843 7.332
Maximum flow rates at confluence using above data:
19.272 19.485 19.699
Area of streams before confluence:
2.200 0.490 1.360
Effective area values after confluence:
4.050 3.447 3.580
Results of confluence:
Total flow rate = 19.699(CFS)
Time of concentration = 6.563 min.
Effective stream area after confluence = 3.580(Ac.)
�• Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
7
Ventana
PA 1& 8 User Input
File Name:PA18B
.00"1 Study area total (this main stream) = 4.05(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 507.000 to Point/station 508.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1754.000(Ft.)
Downstream point/station elevation = 1752.950(Ft.)
Pipe length = 79.62(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 19.699(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 19.699(CFS)
Normal flow depth in pipe = 17.39(In.)
Flow top width inside pipe = 21.44(In.)
Critical Depth = 19.14(In.)
Pipe flow velocity = 8.08(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 6.73 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 508.000 to Point/Station 508.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.580(Ac.)
Runoff from this stream = 19.699(CFS)
.. Time of concentration = 6.73 min.
Rainfall intensity= 5.947(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 46.000 to Point/Station 508.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 290.000(Ft.)
Top (of initial area) elevation = 1766.120(Ft.)
Bottom (of initial area) elevation = 1758.870(Ft.)
Difference in elevation = 7.250(Ft.)
Slope = 0.02500 s(%)= 2.50
TC = k(0.304)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 6.141 min.
Rainfall intensity = 6.282(In/Hr) fora 100.0 year storm
`�hrr✓
Ventana
PA 1& 8 User Input
File Name:PA18B
,rte Effective runoff coefficient used for area (Q=KCIA) is C = 0.889
Subarea runoff= 5.471(CFS)
Total initial stream area = 0.980(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 508.000 to Point/Station 508.000
**** SUBAREA FLOW ADDITION ****
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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Time of concentration = 6.14 min.
Rainfall intensity = 6.282(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.889
Subarea runoff = 0.614(CFS) for 0.110(Ac.)
Total runoff= 6.085(CFS)
Effective area this stream = 1.09(Ac.)
Total Study Area (Main Stream No. 1) = 5.14(Ac.)
Area averaged Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 508.000 to Point/Station 508.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.090(Ac.)
Runoff from this stream = 6.085(CFS)
Time of concentration = 6.14 min.
Rainfall intensity = 6.282(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 19.70
3.580
6.73
0.079 5.947
2 6.09
1.090
6.14
0.079 6.282
Qmax(1) _
1.000 *
1.000 *
19.699) +
0.946 *
1.000 *
6.085) + = 25.456
Qmax(2) _
1.057 *
0.913 *
19.699) +
1.000 *
1.000 *
6.085) + = 25.093
0
Ventana
PA 1& 8 User Input
File Name:PA18B
Total of 2 streams to confluence:
Flow rates before confluence point:
19.699 6.085
Maximum flow rates at confluence using above data:
25.456 25.093
Area of streams before confluence:
3.580 1.090
Effective area values after confluence:
4.670 4.358
Results of confluence:
Total flow rate = 25.456(CFS)
Time of concentration = 6.727 min.
Effective stream area after confluence = 4.670(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 4.67(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 508.000 to Point/Station 509.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1752.950(Ft.)
Downstream point/station elevation= 1749.930(Ft.)
Pipe length = 229.71(Ft.) Manning's N= 0.015
No. of pipes = 1 Required pipe flow = 25.456(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 25.456(CFS)
Normal flow depth in pipe = 18.73 (In.)
Flow top width inside pipe = 24.89(In.)
Critical Depth = 21.16(In.)
Pipe flow velocity = 8.65(Ft/s)
Travel time through pipe = 0.44 min.
Time of concentration (TC) = 7.17 min.
End of computations, Total Study Area = 5.14 (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
10
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
-- 24
25
On
LYTLE CREEK RD
Node
Area
Ac
L
?H
S=% Soil
96-2000
S-10
0.63
695.00
1800.00
1775.50
24.50
3.53 A
2000-2000
2-1
96.1-2000
S-11
0.55
695.00
1800.00
1775.50
24.50
3.53
2000-2000
2-2
2000-2001
Pipe
XX
127.92
1769.50
1768.22
1.28
1.00
2001-2001
2-1
2001-2001
16.6
Q=60.77
TC =11.39 USER INPUT
2001-2001
2-2
2001-2002
Pipe
XX
268.76
1768.22
1765
3.22
1.20
2002-2002
3-1
97-2002
S-12
0.41
380
1776
1771
5.00
1.32
2002-2002
3-2
97.1-2002
S-13
0.49
365
1776
1771
5.00
1.37
2002-2002
3-3
2002-2003
Pipe
XX
371.04
1765.00
1759.40
5.60
1.51
2003-2003
3-1
98-2003
S-14
0.52
340
1771
1765
6.00
1.76
2003-2003
3-2
98.1-2003
S-15
0.40
340
1771
1765
6.00
1.76
2003-2003
3-3
2003-413
Pipe
XX
26.92
1759.4
1759
0.40
1.49
413-413
2-1
413-413
12.44
Q=46.95
TC=8.51
USER INPUT
413-413
2-2
413-2004
Pipe
XX
22.6
1759 1
1758.5
0.50
2.21
Ventana
Lytle Creek Rd
File Name: Lytle
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0
Rational Hydrology Study Date: 09/15/06
Ventana
100 Year Storm
JN 06075
Offsite Lytle Creek Rd
Program License Serial Number 4014
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.600 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 96.000 to Point/Station 2000.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 695.000(Ft.)
Top (of initial area) elevation = 1800.000(Ft.)
Bottom (of initial area) elevation = 1775.500(Ft.)
Difference in elevation = 24.500(Ft.)
Slope = 0.03525 s(%)= 3.53
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.133 min.
Rainfall intensity = 5.307(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.887
Subarea runoff = 2.965(CFS)
Total initial stream area = 0.630(Ac.)
Pervious area fraction = 0.100
,,�., Initial area Fm value = 0.079(In/Hr)
Ventana
Lytle Creek Rd
File Name: Lytle
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2000.000 to Point/Station 2000.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.630(Ac.)
Runoff from this stream = 2.965(CFS)
Time of concentration = 8.13 min.
Rainfall intensity = 5.307(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 96.100 to Point/Station 2000.000
* * * * 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 695.000(Ft.)
Top (of initial area) elevation = 1800.000(Ft.)
Bottom (of initial area) elevation = 1775.500(Ft.)
Difference in elevation = 24.500(Ft.)
Slope = 0.03525 s(%)= 3.53
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.133 min.
Rainfall intensity = 5.307(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.887
Subarea runoff = 2.588(CFS)
Total initial stream area = 0.550(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2000.000 to Point/Station 2000.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.550(Ac.)
Runoff from this stream = 2.588(CFS)
Time of concentration = 8.13 min.
Rainfall intensity = 5.307(In/11r)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
2
Ventana
Lytle Creek Rd
File Name: Lytle
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 2.96
0.630
8.13
0.079 5.307
2 2.59
0.550
8.13
0.079 5.307
Qmax(1)
_
1.000 *
1.000 *
2.965) +
1.000 *
1.000 *
2.588) + = 5.553
Qmax(2)
_
1.000 *
1.000 *
2.965) +
1.000 *
1.000 *
2.588) + = 5.553
Total of 2 streams to confluence:
Flow rates before confluence point:
2.965 2.588
Maximum flow rates at confluence using above data:
5.553 5.553
Area of streams before confluence:
0.630 0.550
Effective area values after confluence:
1.180 1.180
Results of confluence:
Total flow rate = 5.553(CFS)
Time of concentration = 8.133 min.
Effective stream area after confluence = 1.180(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 1.18(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2000.000 to Point/Station 2001.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1769.500(Ft.)
Downstream point/station elevation = 1768.220(Ft.)
Pipe length = 127.92(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 5.553(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 5.553(CFS)
Normal flow depth in pipe = 12.19(In.)
Flow top width inside pipe= 11.71(In.)
Critical Depth = 11.45(In.)
Pipe flow velocity = 5.20(Ft/s)
Travel time through pipe = 0.41 min.
Time of concentration (TC) = 8.54 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2001.000 to Point/Station 2001.000
**** CONFLUENCE OF MINOR STREAMS ****
�* Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.180(Ac.)
3
Ventana
Lytle Creek Rd
File Name: Lytle
Runoff from this stream = 5.553(CFS)
Time of concentration = 8.54 min.
Rainfall intensity = 5.153(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2001.000 to Point/Station 2001.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Rainfall intensity = 4.336(In/Hr) fora 100.0 year storm
User specified values are as follows:
TC = 11.39 min. Rain intensity = 4.34(In/Hr)
Total area this stream = 16.60(Ac.)
Total Study Area (Main Stream No. 1) = 17.78(Ac.)
Total runoff = 60.77(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2001.000 to Point/Station 2001.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 16.600(Ac.)
Runoff from this stream = 60.770(CFS)
Time of concentration= 11.39 min.
Rainfall intensity= 4.336(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 5.55
1.180
8.54
0.079 5.153
2 60.77
16.600
11.39
0.275 4.336
Qmax(1) _
1.000 *
1.000 *
5.553) +
1.201 *
0.750 *
60.770) + = 60.298
Qmax(2)
_
0.839 *
1.000 *
5.553) +
1.000 *
1.000 *
60.770) + = 65.429
04"k- Total of 2 streams to confluence:
Flow rates before confluence point:
L'
Ventana
Lytle Creek Rd
File Name: Lytle
5.553 60.770
Maximum flow rates at confluence using above data:
60.298 65.429
Area of streams before confluence:
1.180 16.600
Effective area values after confluence:
13.630 17.780
Results of confluence:
Total flow rate = 65.429(CFS)
Time of concentration= 11.390 min.
Effective stream area after confluence = 17.780(Ac.)
Study area average Pervious fraction(Ap) = 0.333
Study area average soil loss rate(Fm) = 0.262(In/Hr)
Study area total (this main stream) = 17.78(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2001.000 to Point/Station 2002.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1768.220(Ft.)
Downstream point/station elevation = 1765.000(Ft.)
Pipe length = 268.76(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 65.429(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 65.429(CFS)
Normal flow depth in pipe = 27.23(In.)
Flow top width inside pipe = 35.80(In.)
Critical Depth = 30.93(In.)
Pipe flow velocity = 10.57(Ft/s)
Travel time through pipe = 0.42 min.
Time of concentration (TC) = 11.81 min.
+++++++++++++++++++++++++++++++++++++++++++++++ Hill +++++++++++++++++++++
Process from Point/Station 2002.000 to Point/Station 2002.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 17.780(Ac.)
Runoff from this stream = 65.429(CFS)
Time of concentration= 11.81 min.
Rainfall intensity = 4.242(In/Hr)
Area averaged loss rate (Fm) = 0.2618(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3334
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 97.000 to Point/Station 2002.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
44WK Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
V entana
Lytle Creek Rd
File Name: Lytle
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance= 380.000(Ft.)
Top (of initial area) elevation = 1776.000(Ft.)
Bottom (of initial area) elevation = 1771.000(Ft.)
Difference in elevation = 5.000(Ft.)
Slope= 0.01316 s(%)= 1.32
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.779 min.
Rainfall intensity = 5.451(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.887
Subarea runoff = 1.982(CFS)
Total initial stream area = 0.410(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2002.000 to Point/Station 2002.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.410(Ac.)
Runoff from this stream = 1.982(CFS)
Time of concentration = 7.78 min.
Rainfall intensity= 5.451(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 97.100 to Point/Station 2002.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 380.000(Ft.)
Top (of initial area) elevation = 1776.000(Ft.)
Bottom (of initial area) elevation = 1771.000(Ft.)
Difference in elevation = 5.000(Ft.)
Slope = 0.01316 s(%)= 1.32
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.779 min.
Rainfall intensity = 5.451(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.887
0
Ventana
Lytle Creek Rd
File Name: Lytle
Subarea runoff = 2.369(CFS)
Total initial stream area = 0.490(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2002.000 to Point/Station 2002.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.490(Ac.)
Runoff from this stream = 2.369(CFS)
Time of concentration = 7.78 min.
Rainfall intensity= 5.451(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 65.43
17.780
11.81
0.262 4.242
2 1.98
0.410
7.78
0.079 5.451
3 2.37
0.490
7.78
0.079 5.451
Qmax(1)
=
1.000 *
1.000 *
65.429) +
0.775 *
1.000 *
1.982) +
0.775 *
1.000 *
2.369) + = 68.801
Qmax(2)
=
1.304 *
0.659 *
65.429) +
1.000 *
1.000 *
1.982) +
1.000 *
1.000 *
2.369) + = 60.518
Qmax(3)
=
1.304 *
0.659 *
65.429) +
1.000 *
1.000 *
1.982) +
1.000 *
1.000 *
2.369) + = 60.518
Total of 3 streams to confluence:
Flow rates before confluence point:
65.429 1.982 2.369
Maximum flow rates at confluence using above data:
68.801 60.518 60.518
Area of streams before confluence:
17.780 0.410 0.490
Effective area values after confluence:
18.680 12.608 12.608
Results of confluence:
Total flow rate = 68.801(CFS)
Time of concentration= 11.814 min.
Effective stream area after confluence = 18.680(Ac.)
Study area average Pervious fraction(Ap) = 0.322
Study area average soil loss rate(Fm) = 0.253(In/Hr)
Study area total (this main stream) = 18.68(Ac.)
7
14
Ventana
Lytle Creek Rd
File Name: Lytle
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2002.000 to Point/Station 2003.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1765.000(Ft.)
Downstream point/station elevation = 1759.400(Ft.)
Pipe length = 371.04(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 68.801(CFS)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 68.801(CFS)
Normal flow depth in pipe = 28.55(In.)
Flow top width inside pipe = 29.17(In.)
Critical Depth = 31.70(In.)
Pipe flow velocity = 11.45(Ft/s)
Travel time through pipe = 0.54 min.
Time of concentration (TC) = 12.35 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2003.000 to Point/Station 2003.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 18.680(Ac.)
Runoff from this stream= 68.801(CFS)
Time of concentration = 12.35 min.
Rainfall intensity = 4.130(In/Hr)
Area averaged loss rate (Fm) = 0.2529(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3222
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 98.000 to Point/Station 2003.000
* * * * 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 340.000(Ft.)
Top (of initial area) elevation = 1771.000(Ft.)
Bottom (of initial area) elevation = 1765.000(Ft.)
Difference in elevation = 6.000(Ft.)
Slope= 0.01765 s(%)= 1.76
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.017 min.
da", Rainfall intensity = 5.799(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.888
[:3
Ventana
Lytle Creek Rd
File Name: Lytle
Subarea runoff = 2.677(CFS)
Total initial stream area = 0.520(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2003.000 to Point/Station 2003.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.520(Ac.)
Runoff from this stream = 2.677(CFS)
Time of concentration = 7.02 min.
Rainfall intensity = 5.799(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 98.100 to Point/Station 2003.000
* * * * 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
owwDecimal fraction soil group D = 0.000
S%.,, SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 340.000(Ft.)
Top (of initial area) elevation = 1771.000(Ft.)
Bottom (of initial area) elevation = 1765.000(Ft.)
Difference in elevation = 6.000(Ft.)
Slope= 0.01765 s(%)= 1.76
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.017 min.
Rainfall intensity = 5.799(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.888
Subarea runoff= 2.059(CFS)
Total initial stream area = 0.400(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2003.000 to Point/Station 2003.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.400(Ac.)
Runoff from this stream = 2.059(CFS)
Time of concentration = 7.02 min.
`fir✓'
C
Ventana
Lytle Creek Rd
File Name: Lytle
Rainfall intensity = 5.799(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 68.80 18.680 12.35 0.253 4.130
2 2.68 0.520 7.02 0.079 5.799
3 2.06 0.400 7.02 0.079 5.799
Qmax(1) =
1.000 * 1.000 * 68.801) +
0.708 * 1.000 * 2.677) +
0.708 * 1.000 * 2.059) + = 72.156
Qmax(2) =
1.431 * 0.568 * 68.801)+
1.000 * 1.000 * 2.677) +
1.000 * 1.000 * 2.059) + = 60.635
Qmax(3) =
1.431 * 0.568 * 68.801) +
1.000 * 1.000 * 2.677) +
1.000 * 1.000 * 2.059) + = 60.635
Total of 3 streams to confluence:
Flow rates before confluence point:
68.801 2.677 2.059
Maximum flow rates at confluence using above data:
72.156 60.635 60.635
Area of streams before confluence:
18.680 0.520 0.400
Effective area values after confluence:
19.600 11.530 11.530
Results of confluence:
Total flow rate = 72.156(CFS)
Time of concentration= 12.354 min.
Effective stream area after confluence = 19.600(Ac.)
Study area average Pervious fraction(Ap) = 0.312
Study area average soil loss rate(Fm) = 0.245(In/Hr)
Study area total (this main stream) = 19.60(Ac.)
++++++++++++++++++++++++++++++++++++++ Hill ++++++++++++++++++++++++++++++
Process from Point/Station 2003.000 to Point/Station 413.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1759.400(Ft.)
Downstream point/station elevation = 1759.000(Ft.)
Pipe length = 26.92(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 72.156(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 72.156(CFS)
Normal flow depth in pipe = 27.05(In.)
Flow top width inside pipe = 35.96(In.)
10
Ventana
Lytle Creek Rd
File Name: Lytle
Critical Depth = 32.30(In.)
Pipe flow velocity = 11.75(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 12.39 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 413.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 19.600(Ac.)
Runoff from this stream = 72.156(CFS)
Time of concentration = 12.39 min.
Rainfall intensity= 4.122(In/Hr)
Area averaged loss rate (Fm) = 0.2448(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3117
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 413.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3'= 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Rainfall intensity = 5.165(In/Hr) fora 100.0 year storm
User specified values are as follows:
TC = 8.51 min. Rain intensity = 5.16(In/Hr)
Total area this stream = 12.44(Ac.)
Total Study Area (Main Stream No. 1) = 32.04(Ac.)
Total runoff = 46.95(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 413.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 12.440(Ac.)
Runoff from this stream = 46.950(CFS)
Time of concentration = 8.51 min.
Rainfall intensity = 5.165(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
,am� No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
D
11
Ventana
Lytle Creek Rd
File Name: Lytle
o 1 72.16
19.600
12.39
0.245 4.122
2 46.95
12.440
8.51
0.275 5.165
Qmax(1) _
1.000 *
1.000 *
72.156) +
0.787 *
1.000 *
46.950) + = 109.095
Qmax(2) _
1.269 *
0.687 *
72.156) +
1.000 *
1.000 *
46.950) + = 109.826
Total of 2 streams to confluence:
Flow rates before confluence point:
72.156 46.950
Maximum flow rates at confluence using above data:
109.095 109.826
Area of streams before confluence:
19.600 12.440
Effective area values after confluence:
32.040 25.900
Results of confluence:
Total flow rate = 109.826(CFS)
Time of concentration = 8.510 min.
Effective stream area after confluence = 25.900(Ac.)
Study area average Pervious fraction(Ap) = 0.327
Study area average soil loss rate(Fm) = 0.256(In/Hr)
Study area total (this main stream) = 32.04(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 413.000 to Point/Station 2004.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1759.000(Ft.)
Downstream point/station elevation= 1758.500(Ft.)
Pipe length = 22.60(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 109.826(CFS)
Nearest computed pipe diameter = 42.00(In.)
Calculated individual pipe flow = 109.826(CFS)
Normal flow depth in pipe = 29.67(In.)
Flow top width inside pipe= 38.25(In.)
Critical Depth = 38.03(In.)
Pipe flow velocity = 15.12(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 8.53 min.
End of computations, Total Study Area = 32.04 (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) = 0.327
Area averaged SCS curve number = 32.0
12
cm
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
cm
IN
DUNCAN CANYON RD
Node
Area
Ac
L
?H
S=% Soil
99-300
S-16
1.06
730.00
1778.00 1765.00
13.00
1.78 A
3000-3000
2-1
99.1-3000
5-17
1.11
715.00
1778.00 1765.50
12.50
1.75
3000-3000
2-2
3000-2004
Pipe
XX
23.88
1754.94 1754.57
0.37
1.55
2004-2004
2-1
20042004
32.04
Q=109.83 TC =8.53
USER INPUT
2004-2004
2-2
2004-3001
Pipe
XX
606.5
1754.57 1745.11
9.46
1.56
3001-3001
3-1
99.2-3001
S-18
1.32
603
1767 1753
14.00
2.32
3001-3001
3-2
99.3-3001
S-19
1.08
467
1762 1753
9.00
1.93
3001-3001
3-3
3001-511
Pipe
XX
133.67
1745.11 1743.02
2.09
1.56
511-511
2-1
511-511
9.45
Q=46.79
TC=7.37
JUSER INPUT
511-511
2-2
Ventana
Duncan Canyon Rd
File Name: Duncan
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0
Rational Hydrology Study Date: 09/18/06
Ventana at Duncan
100 Year Storm
TN 06075
Duncan Canyon Road
Program License Serial Number 4014
********* Hydrology Study Control Information**********
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year= 100.00 1 hour rainfall= 1.600 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
N%U++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 99.000 to Point/Station 3000.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 730.000(Ft.)
Top (of initial area) elevation = 1778.000(Ft.)
Bottom (of initial area) elevation = 1765.000(Ft.)
Difference in elevation = 13.000(Ft.)
Slope = 0.01781 s(%)= 1.78
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.508 min.
Rainfall intensity = 4.832(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.885
Subarea runoff = 4.535(CFS)
Total initial stream area = 1.060(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
om
Ventana
Duncan Canyon Rd
File Name: Duncan
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3000.000 to Point/Station 3000.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.060(Ac.)
Runoff from this stream = 4.535(CFS)
Time of concentration = 9.51 min.
Rainfall intensity = 4.832(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 99.100 to Point/Station 3000.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
' Initial area flow distance = 715.000(Ft.)
Top (of initial area) elevation = 1778.000(Ft.)
Bottom (of initial area) elevation = 1765.500(Ft.)
Difference in elevation = 12.500(Ft.)
Slope= 0.01748 s(%)= 1.75
TC = k(0.304)*[(length^3)/(elevation change))^0.2
Initial area time of concentration = 9.464 min.
Rainfall intensity = 4.846(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.885
Subarea runoff = 4.763(CFS)
Total initial stream area = 1.110(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
W
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3000.000 to Point/Station 3000.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.110(Ac.)
Runoff from this stream = 4.763(CFS)
Time of concentration = 9.46 min.
Rainfall intensity = 4.846(ln/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
2
Ventana
Duncan Canyon Rd
File Name: Duncan
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 4.54 1.060 9.51 0.079 4.832
2 4.76 1.110 9.46 0.079 4.846
Qmax(1) _
1.000 * 1.000 * 4.535) +
0.997 * 1.000 * 4.763) + = 9.284
Qmax(2) _
1.003 * 0.995 * 4.535) +
1.000 * 1.000 * 4.763) + = 9.290
Total of 2 streams to confluence:
Flow rates before confluence point:
4.535 4.763
Maximum flow rates at confluence using above data:
9.284 9.290
Area of streams before confluence:
1.060 1.110
Effective area values after confluence:
2.170 2.165
Results of confluence:
Total flow rate = 9.290(CFS)
Time of concentration = 9.464 min.
Effective stream area after confluence = 2.165(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 2.17(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3000.000 to Point/Station 2004.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1754.940(Ft.)
Downstream point/station elevation = 1754.570(Ft.)
Pipe length = 23.88(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.290(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 9.290(CFS)
Normal flow depth in pipe = 11.20(In.)
Flow top width inside pipe = 17.45(In.)
Critical Depth= 14.13 (In.)
Pipe flow velocity = 8.03(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 9.51 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2004.000 to Point/Station 2004.000
* * * * CONFLUENCE OF MINOR STREAMS * * * *
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.165(Ac.)
3
Ventana
Duncan Canyon Rd
File Name: Duncan
Runoff from this stream = 9.290(CFS)
�...p- Time of concentration = 9.51 min.
Rainfall intensity= 4.831(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
+++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++
Process from Point/Station 2004.000 to Point/Station 2004.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Rainfall intensity = 5.158(In/Hr) fora 100.0 year storm
User specified values are as follows:
TC = 8.53 min. Rain intensity = 5.16(In/Hr)
Total area this stream = 32.04(Ac.)
Total Study Area (Main Stream No. 1) = 34.21(Ac.)
Total runoff= 109.83 (CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2004.000 to Point/Station 2004.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 32.040(Ac.)
Runoff from this stream = 109.830(CFS)
Time of concentration= 8.53 min.
Rainfall intensity = 5.15 8 (In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 9.29 2.165 9.51 0.079 4.831
2 109.83 32.040 8.53 0.275 5.158
Qmax(1) _
1.000 * 1.000 * 9.290) +
0.933 * 1.000 * 109.830) + = 111.767
Qmax(2) _
1.069 * 0.897 * 9.290) +
1.000 * 1.000 * 109.830) + = 118.732
Total of 2 streams to confluence:
Flow rates before confluence point:
M
Ventana
Duncan Canyon Rd
File Name: Duncan
9.290 109.830
Maximum flow rates at confluence using above data:
111.767 118.732
Area of streams before confluence:
2.165 32.040
Effective area values after confluence:
34.205 33.981
Results of confluence:
Total flow rate = 118.732(CFS)
Time of concentration = 8.530 min.
Effective stream area after confluence = 33.981(Ac.)
Study area average Pervious fraction(Ap) = 0.334
Study area average soil loss rate(Fm) = 0.262(In/Hr)
Study area total (this main stream) = 34.21(Ac.)
+++++++++++++++++++++++ Hill +++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2004.000 to Point/Station 3001.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1754.570(Ft.)
Downstream point/station elevation= 1745.110(Ft.)
Pipe length = 606.50(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = I I8.732(CFS)
Nearest computed pipe diameter = 45.00(In.)
Calculated individual pipe flow = 118.732(CFS)
Normal flow depth in pipe= 33.61(In.)
Flow top width inside pipe= 39.13(In.)
Critical Depth = 39.45(In.)
Pipe flow velocity = 13.43(Ft/s)
Travel time through pipe = 0.75 min.
Time of concentration (TC) = 9.28 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3 00 1.000 to Point/Station 3001.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 33.981(Ac.)
Runoff from this stream= 118.732(CFS)
Time of concentration = 9.28 min.
Rainfall intensity = 4.902(In/Hr)
Area averaged loss rate (Fm) = 0.2624(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3342
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 99.200 to Point/Station 3001.000
**** 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
5
Ventana
Duncan Canyon Rd
File Name: Duncan
.wn� Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 603.000(Ft.)
Top (of initial area) elevation = 1767.000(Ft.)
Bottom (of initial area) elevation = 1753.000(Ft.)
Difference in elevation = 14.000(Ft.)
Slope = 0.02322 s(%)= 2.32
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration= 8.353 min.
Rainfall intensity = 5.223(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.886
Subarea runoff = 6.111 (CFS)
Total initial stream area = 1.320(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3001.000 to Point/Station 3001.000
* * * * CONFLUENCE OF MINOR STREAMS * * * *
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.320(Ac.)
Runoff from this stream = 6.111(CFS)
Time of concentration = 8.35 min.
Rainfall intensity = 5.223(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 99.300 to Point/Station 3001.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 467.000(Ft.)
Top (of initial area) elevation = 1762.000(Ft.)
Bottom (of initial area) elevation = 1753.000(Ft.)
Difference in elevation = 9.000(Ft.)
Slope= 0.01927 s(%)= 1.93
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.827 min.
Rainfall intensity = 5.431(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.887
0
Ventana
Duncan Canyon Rd
File Name: Duncan
-� Subarea runoff = 5.202(CFS)
`.� Total initial stream area = 1.080(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In4lr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3001.000 to Point/Station 3001.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 1.080(Ac.)
Runoff from this stream = 5.202(CFS)
Time of concentration = 7.83 min.
Rainfall intensity= 5.431(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 118.73
33.981
9.28
0.262 4.902
2 6.11
1.320
8.35
0.079 5.223
3 5.20
1.080
7.83
0.079 5.431
Qmax(1) _
1.000 *
1.000 *
118.732) +
0.938 *
1.000 *
6.111) +
0.901 *
1.000 *
5.202) + = 129.151
Qmax(2) _
1.069 *
0.900 *
118.732) +
1.000 *
1.000 *
6.111) +
0.961 *
1.000 *
5.202) + = 125.330
Qmax(3) _
1.114 *
0.843 *
118.732) +
1.040 *
0.937 *
6.111) +
1.000 *
1.000 *
5.202) + = 122.673
Total of 3 streams to confluence:
Flow rates before confluence point:
118.732 6.111 5.202
Maximum flow rates at confluence using above data:
129.151 125.330 122.673
Area of streams before confluence:
33.981 1.320 1.080
Effective area values after confluence:
36.381 32.977 30.970
Results of confluence:
Total flow rate = 129.151(CFS)
Time of concentration = 9.283 min.
Effective stream area after confluence = 36.381(Ac.)
Study area average Pervious fraction(Ap) = 0.319
Study area average soil loss rate(Fm) = 0.250(In/Hr)
Study area total (this main stream) = 36.38(Ac.)
7
Ventana
Duncan Canyon Rd
File Name: Duncan
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3 00 1.000 to Point/Station 511.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 1745.110(Ft.)
Downstream point/station elevation = 1743.020(Ft.)
Pipe length = 133.67(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 129.151(CFS)
Nearest computed pipe diameter = 45.00(In.)
Calculated individual pipe flow = 129.151(CFS)
Normal flow depth in pipe= 36.28(In.)
Flow top width inside pipe= 35.57(In.)
Critical Depth = 40.61(In.)
Pipe flow velocity = 13.53(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 9.45 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 511.000 to Point/Station 511.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 36.381(Ac.)
Runoff from this stream= 129.151(CFS)
Time of concentration = 9.45 min.
Rainfall intensity= 4.851(In/Hr)
Area averaged loss rate (Fm) = 0.2502(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3187
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 511.000 to Point/Station 511.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Rainfall intensity = 5.630(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 7.37 min. Rain intensity = 5.63(In/Hr)
Total area this stream = 9.45(Ac.)
Total Study Area (Main Stream No. 1) = 46.06(Ac.)
Total runoff = 46.79(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 511.000 to Point/Station 511.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 9.450(Ac.)
Runoff from this stream = 46.790(CFS)
Time of concentration = 7.37 min.
Rainfall intensity = 5.630(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 129.15
36.381
9.45
0.250 4.851
2 46.79
9.450
7.37
0.079 5.630
Qmax(1) _
1.000 *
1.000 *
129.151) +
0.860 *
1.000 *
46.790) + = 169.372
Qmax(2) _
1.169 *
0.780 *
129.151) +
1.000 *
1.000 *
46.790) + = 164.609
Total of 2 streams to confluence:
Flow rates before confluence point:
129.151 46.790
Maximum flow rates at confluence using above data:
169.372 164.609
Area of streams before confluence:
36.381 9.450
Effective area values after confluence:
45.831 37.831
Results of confluence:
Total flow rate = 169.372(CFS)
Time of concentration = 9.448 min.
Effective stream area after confluence = 45.831(Ac.)
Study area average Pervious fraction(Ap) = 0.274
Study area average soil loss rate(Fm) = 0.215(In/Hr)
Study area total (this main stream) = 45.83(Ac.)
End of computations, Total Study Area = 46.06 (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) = 0.274
Area averaged SCS curve number = 32.0
on
Ventana
Duncan Canyon Rd
File Name: Duncan
I
Unit Hydrograph Analysis
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0
Study date 09/18/06
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
Program License Serial Number 4014
Ventana at Duncan Canyon
100 Year Storm - 5 Day Event
JN 06075
PA 1,5,6,8, & Offsite Streets
Storm Event Year= 100
Antecedent Moisture Condition = 3
English (in -lb) Input Units Used
English Rainfall 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
46.06 1 1.60
Rainfall data for year 100
46.06 6 4.50
Rainfall data for year 100
46.06 24 10.00
1
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
* * * * * * * * 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 46.06 1.000 0.785 0.274 0.215
Area -averaged adjusted loss rate Fm (In/Hr) = 0.215
********* Area -Averaged low loss rate fraction, Yb **********
Area
Area
SCS CN
SCS CN
S Pervious
(Ac.)
Fract
(AMC2)
(AMC3)
Yield Fr
12.62
0.274
32.0
52.0 9.23
0.382
33.44
0.726
98.0
98.0 0.20
0.976
Area -averaged catchment yield fraction, Y = 0.813
Area -averaged low loss fraction, Yb = 0.187
User entry of time of concentration = 0.157 (hours)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Watershed area = 46.06(Ac.)
Catchment Lag time= 0.126 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 66.3482
Hydrograph baseflow = 5.00(CFS)
Average maximum watershed loss rate(Fm) = 0.215(In/Hr)
Average low loss rate fraction (Yb) = 0.187 (decimal)
VALLEY DEVELOPED S -Graph Selected
Computed peak 5 -minute rainfall = 0.592(In)
Computed peak 30 -minute rainfall = 1.213(In)
Specified peak 1 -hour rainfall= 1.600(In)
Computed peak 3 -hour rainfall = 3.016(In)
Specified peak 6 -hour rainfall = 4.500(In)
Specified peak 24-hour rainfall= 10.000(In)
Rainfall depth area reduction factors:
Using a total area of 46.06(Ac.) (Ref: fig. E-4)
5 -minute factor
= 0.998
Adjusted rainfall=
0.591(In)
30 -minute factor= 0.998
Adjusted rainfall=
1.210(In)
1 -hour factor =
0.998
Adjusted rainfall =
1.597(In)
3 -hour factor =
1.000
Adjusted rainfall =
3.016(In)
6 -hour factor =
1.000
Adjusted rainfall =
4.499(In)
24-hour factor =
1.000
Adjusted rainfall =
9.999(In)
N
2
Unit Hydrograph
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
(K = 557.04 (CFS))
1 7.918
44.106
2 49.346
230.772
3 86.899
209.180
4 97.311
58.000
5 99.174
10.380
6 100.000
4.600
Mday RAINFALL MASS RATIOS
Rainfall Duration
Ratio To Peak 24 Hours
PEAK 24 HOURS
1
PEAK 48 TO 24 HOURS
0.360
PEAK 72 TO 48 HOURS
0.190
PEAK 96 TO 72 HOURS
0.150
PEAK 120 TO 96 HOURS
0.100
Mn
cm
3
0
0+5
4+0
7+55
11+50
15+45
19+40
23+35
27+30
31+25
35+20
39+15
43+10
47+5
51+0
54+55
58+50
62+45
66+40
70+35
74+30
78+25
82+20
86+15
90+10
94+5
98+0
101+55
105+50
109+45
113+40
117+35
Volume Ac. Ft/ Q (cfs)
O 0 O 0 O O O 0 0 0
v
cD
�D
O
O
v
—• (A
O
C
M
CD
O
t%1 =
Q
O
19
tO
N
cn
W
p
/TI
V/
v
0
3
CD
?
-n
D
0
v
cD
�D
O
O
v
—• (A
O
C
M
CD
O
t%1 =
Q
O
19
tO
N
cm
14
Ventana
Retention Basin
18" outlet + 23 efs Infiltration
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004
Study date: 09/19/06
Ventana at Duncan Canyon
100 Year Storm - 5 Day Storm Events
JN 06075
Retention Basin for PA 1,5,6,8, & Offsite Streets -24" Outlet
Program License Serial Number 4014
********************* HYDROGRAPH INFORMATION **********************
From study/file name: DETENTION.rte
****************************HYDROGRAPH DATA****************************
Number of intervals = 1445
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 185.160 (CFS)
Total volume = 106.395 (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
***********************************************************************
D
Ventana
Retention Basin
18" outlet + 23 ds Infiltration
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** RETARDING BASIN ROUTING ****
Program computation of outflow v. depth
CALCULATED OUTFLOW DATA AT DEPTH = 5.00(Ft.))
Pipe length = 262.39(Ft.) Elevation difference= 7.38(Ft.)
Manning's N= 0.015 No. of pipes = 1
Given pipe size = 18.00(In.)
NOTE: Assuming outlet depth at soffit of outlet.
NOTE: Normal flow is pressure flow.
The total friction loss through the pipe is 10.380(Ft.)
Pipe friction loss = 8.393(Ft.)
Minor friction loss = 1.977(Ft.) K -factor = 1.50
Calculated flow rate through pipe(s) = 16.282(CFS)
Pipe length = 10.00(Ft.) Elevation difference= 0.39(Ft.)
.,.. Maiming's N = 0.040 No. of pipes = 1
Given pipe size = 18.00(In.)
NOTE: Assuming outlet depth at soffit of outlet.
NOTE: Normal flow is pressure flow.
The total friction loss through the pipe is 3.887(Ft.)
Pipe friction loss = 2.080(Ft.)
Minor friction loss = 1.808(Ft.) K -factor = 1.50
Calculated flow rate through pipe(s) = 15.570(CFS)
Total outflow at this depth = 31.85(CFS)
CALCULATED OUTFLOW DATA AT DEPTH = 10.00(Ft.))
Pipe length = 262.39(Ft.) Elevation difference= 7.38(Ft.)
Manning's N = 0.015 No. of pipes = 1
Given pipe size = 18.00(In.)
NOTE: Assuming outlet depth at soffit of outlet.
NOTE: Normal flow is pressure flow.
The total friction loss through the pipe is 15.380(Ft.)
Pipe friction loss = 12.436(Ft.)
Minor friction loss = 2.930(Ft.) K -factor = 1.50
Calculated flow rate through pipe(s) = 19.819(CFS)
Pipe length = 10.00(Ft.) Elevation difference = 0.39(Ft.)
Manning's N = 0.040 No. of pipes = 1
Given pipe size = 18.00(In.)
NOTE: Assuming outlet depth at soffit of outlet.
.Ow^ NOTE: Normal flow is pressure flow.
ayt,, The total friction loss through the pipe is 8.887(Ft.)
2
,,. Pipe friction loss = 4.756(Ft.)
Minor friction loss = 4.134(Ft.) K -factor = 1.50
Calculated flow rate through pipe(s) = 23.543(CFS)
Total outflow at this depth = 43.36(CFS)
Total number of inflow hydrograph intervals = 1445
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-O*dt/2) (S+O*dt/2)
(Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
0.000 0.000 0.000 0.000 0.000
5.000 4.070 31.853 3.960 4.180
10.000 9.580 43.363 9.431 9.729
Hydrograph Detention Basin Routing
01 M
Ventana
Retention Basin
18" outlet + 23 ds Infiltration
Q (cfs)
O O O O O O
Time
4.083
8.25
12.417
16.583
20.75
24.917
29.083
33.25
37.417
41.583
45.75
49.917
54.083
58.25
3 62.417
s 66.583
70.75
74.917
79.083
83.25
87.417
91.583
95.75
99.917
104.083
108.25
112.417
116.583
120.75
124.917
O O O co O
it
I
I
I
i
i
I
1
li
I �
s
3
i
i
i
cn
cn
0)
00
o
Z
r,v
0�
N
O
0=
1 W
-nu)
03
H
N
Depth(ft) I Storage (Ac -Ft)
C) N) w � cn 0) -4 co CO C)
0.08
4.17
8.25
12.3
16.4
20.5
24.6
28.7
32.8
36.8
40.9
45
49.1
53.2
57.3
61.3
65.4
69.5
73.6
77.7
81.8
85.8
89.9
94
98.1
102
106
110
114
119
123
127
w
lim
m
O
oe
%
OD
(0
>
w
lim
m
0
0+5
4+0
7+55
11+50
15+45
19+40
23+35
27+30
31+25
35+20
39+15
43+10
47+5
51+0
54+55
58+50
62+45
66+40
70+35
74+30
78+25
82+20
86+15
90+10
94+5
98+0
101+55
105+50
109+45
113+40
117+35
121+30
125+25
Q out (cfs)
0 0 0 0 0 0
N
O
-t
3
C
3
cD
0 0
0+5
4+0
7+55
11+50
15+45
19+40
23+35
27+30
31+25
35+20
39+15
43+10
47+5
51+0
54+55
58+50
62+45
66+40
70+35
74+30
78+25
82+20
86+15
90+10
94+5
98+0
101+55
105+50
109+45
113+40
117+35
121+30
125+25
Q out (cfs)
0 0 0 0 0
w
F o
I
'
E
I
i
s
e
i
3
e
I
i
g
f
i
I 1
E
s
I P
g
II
i
I
i
P (
9
p
O
-Di
i
rn
3
CD
w
o
i�
N co
i
4,0,00
ILsw
1
w
F o
P (
O
-Di
C
3
CD
w
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
° 49
�rr 50
PA 7
Node
Area
Ac
L
? H
S=% Soil
10-200
B-1
3.01
655.00
1777.50
1768.00
9.50
1.45 A
200-202
Pipe
XX
51.10
1762.00
1760.98
1.02
2.00
202-202
2-1
11-201
B-2
0.33
566.00
1772.64
1768.50
4.14
0.73
201-202
Pipe
XX
39.45
1762.50
1760.98
1.52
3.85
202-202
2-2
202-207
Pipe
XX
154.36
1760.98
1756.35
4.63
3.00
207-207
3-1
12-203
B-3
0.50
151.00
1769.00
1768.20
0.80
0.53
203-207
Pipe
XX
126.56
1763.20
1756.35
6.85
5.41
207-207
3-2
13-204
B-4
0.44
129.00
1773.65
1773.10
0.55
0.43
204-205
Pipe
XX
139.07
1768.10
1765.32
2.78
2.00
205-205
B-5
0.46
ADD SUB AREA
205-206
Pipe
XX
122.43 1
1765.32
1762.87
2.45
2.00
206-206
B-6
0.43
ADD SUB AREA
206-207
Pipe
XX
95.48
1762.87
1756.35
6.52
6.83
207-207
3-3
207-209
Pipe
XX
135.54
1756.35
1748.45
7.90
5.83
209-209
2-1
14-208
B-7
1.59
367.00
1765.65
1754.30
11.35
3.09 PARK
208-209
Pipe
XX
33.12
1749.30
1748.45
0.85
2.57
209-209
2-2
209-213
Pipe
XX
22.41
1748.45
1746.97
1.48
6.60
213-213
2-1
Main
15-210
B-8
0.28
352.50
1774.78
1756.78
18.00
5.11
210-212
Pipe
XX
17.02
1750.78
1750.65
0.13
0.76
212-212
2-1
16-211
B-9
1.59
363.00
1772.50
1756.78
15.72
4.33
211-212
Pipe
XX
26.47
1751.18
1750.65
0.53
2.00
212-212
2-2
212-213
Pipe
XX
264.12
1750.65
1746.97
3.68
1.39
213-213
2-2
Main
213-217
Pipe
XX
299.56
1746.97
1743.00
3.97
1.33
217-217
3-1
Main
17-214
B-10
0.43
1339.21
1777.16
1749.75
27.41
2.05
214-215
Pipe
XX
22.42
1743.75
1743.35
0.40
1.78
215-215
2-1
210-215
B-11
0.35
545.00 1
1756.78
1749.35
7.43
1.36
215-215
B-12
1.41
ADD SUB AREA
215-215
2-2
215-217
Pipe
XX
37.10
1743.35
1743.00
0.35
0.94
217-217
3-2
Main
18-216
B-13
1.85
665.00
1757.62
1749.18
8.44
1.27
216-217
Pipe
XX
10.78
1743.17
1743.00
0.17
1.58
217-217
3-3
Main
217-220
Pipe
XX
169.26
1743.00
1738.00
5.00
2.95
220-220
2-1
Main
19-218
B-14
0.50
273.00
1751.00
1744.51
6.49
2.38
218-219
Pipe
XX
1 26.00
1 1738.51
1738.00
0.51
1.96
'
L
?H
S=%
Node
Area
Ac
51
219-219
2-1
1753.11 1744.50 8.61
2.68
20-219
B-15
0.83
321.00
52
53
219-219
2-2
Pipe
XX
11.25
1738.50 1738.00 0.50
4.44
54
219-220
55
220-220
2-2
Pipe
Main
XX
271.87
1738 1730.5 7.50
2.76
56
220-902
I
1
Ventana
PA 7
File Name: PA7
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0
Rational Hydrology Study Date: 09/01/06
Ventana at Duncan Canyon
100 Year Storm
JN 06075
PA 7 Developed
Program License Serial Number 4014
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.600 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 200.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 655.000(Ft.)
Top (of initial area) elevation = 1777.500(Ft.)
Bottom (of initial area) elevation = 1768.000(Ft.)
Difference in elevation = 9.500(Ft.)
Slope = 0.01450 s(%)= 1.45
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration= 11.233 min.
Rainfall intensity = 4.372(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.843
Subarea runoff = 11.100(CFS)
Total initial stream area = 3.010(Ac.)
Pervious area fraction = 0.350
loop+ Initial area Fm value= 0.275(In/Hr)
Ventana
PA 7
File Name: PA7
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 202.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1762.000(Ft.)
Downstream point/station elevation = 1760.980(Ft.)
Pipe length = 51.10(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 11.100(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 11.100(CFS)
Normal flow depth in pipe = 12.90(In.)
Flow top width inside pipe = 16.22(In.)
Critical Depth = 15.29(In.)
Pipe flow velocity = 8.19(Ft/s)
Travel time through pipe= 0.10 min.
Time of concentration (TC) = 11.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 202.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.010(Ac.)
Runoff from this stream = 11.100(CFS)
Time of concentration = 11.34 min.
Rainfall intensity = 4.348(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 201.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 566.000(Ft.)
Top (of initial area) elevation = 1772.640(Ft.)
Bottom (of initial area) elevation = 1768.500(Ft.)
Difference in elevation = 4.140(Ft.)
Slope = 0.00731 s(%)= 0.73
TC = k(0.360)*[(length^3)/(elevation change)]110.2
Initial area time of concentration = 12.150 min.
Rainfall intensity = 4.171(In/Hr) fora 100.0 year storm
001ft. Effective runoff coefficient used for area (Q=KCIA) is C = 0.841
Subarea runoff = 1.157(CFS)
Fa
on
V entana
PA 7
File Name: PA7
Total initial stream area = 0.330(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1762.500(Ft.)
Downstream point/station elevation= 1760.980(Ft.)
Pipe length = 39.45(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 1.157(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.157(CFS)
Normal flow depth in pipe = 4.02(In.)
Flow top width inside pipe = 8.95(In.)
Critical Depth = 5.94(In.)
Pipe flow velocity = 6.06(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 12.26 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 202.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.330(Ac.)
Runoff from this stream = 1.157(CFS)
Time of concentration = 12.26 min.
Rainfall intensity = 4.149(ln/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 11.10
3.010
11.34
0.275 4.348
2 1.16
0.330
12.26
0.275 4.149
Qmax(1) _
1.000 *
1.000*
11.100) +
1.051 *
0.925 *
1.157) + = 12.225
Qmax(2) _
0.951 *
1.000 *
11.100) +
1.000 *
1.000 *
1.157) + = 11.714
Total of 2 streams to confluence:
Flow rates before confluence point:
11.100 1.157
Maximum flow rates at confluence using above data:
12.225 11.714
Area of streams before confluence:
3
on
Ventana
PA 7
File Name: PA7
3.010 0.330
Effective area values after confluence:
3.315 3.340
Results of confluence:
Total flow rate = 12.225(CFS)
Time of concentration= 11.337 min.
Effective stream area after confluence = 3.315(Ac.)
Study area average Pervious fraction(Ap) = 0.350
Study area average soil loss rate(Fm) = 0.275(In/Hr)
Study area total (this main stream) = 3.34(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 207.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1760.980(Ft.)
Downstream point/station elevation= 1756.350(Ft.)
Pipe length = 154.36(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 12.225(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 12.225(CFS)
Normal flow depth in pipe= 11.91(In.)
Flow top width inside pipe = 17.04(In.)
Critical Depth = 15.88(In.)
Pipe flow velocity = 9.86(Ft/s)
Travel time through pipe = 0.26 min.
Time of concentration (TC) = 11.60 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 207.000 to Point/Station 207.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.315(Ac.)
Runoff from this stream = 12.225(CFS)
Time of concentration = 11.60 min.
Rainfall intensity = 4.289(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 203.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
�rw
M
Ventana
PA 7
File Name: PA7
Initial subarea data:
Initial area flow distance= 151.000(Ft.)
Top (of initial area) elevation = 1769.000(Ft.)
Bottom (of initial area) elevation = 1768.200(Ft.)
Difference in elevation = 0.800(Ft.)
Slope = 0.00530 s(%)= 0.53
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.640 min.
Rainfall intensity = 5.510(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.855
Subarea runoff = 2.356(CFS)
Total initial stream area = 0.500(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 207.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1763.200(Ft.)
Downstream point/station elevation= 1756.350(Ft.)
Pipe length = 126.56(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 2.356(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 2.356(CFS)
Normal flow depth in pipe= 5.58(In.)
Flow top width inside pipe = 8.74(In.)
Critical Depth = 8.17(In.)
Pipe flow velocity = 8.18(Ft/s)
Travel time through pipe = 0.26 min.
Time of concentration (TC) = 7.90 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 207.000 to Point/Station 207.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.500(Ac.)
Runoff from this stream = 2.356(CFS)
Time of concentration = 7.90 min.
Rainfall intensity = 5.402(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13.000 to Point/Station 204.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM subarea type
Decimal fraction soil group A = 1.000
.. Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
5
Ventana
PA 7
File Name: PA7
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 129.000(Ft.)
Top (of initial area) elevation = 1773.650(Ft.)
Bottom (of initial area) elevation= 1773.100(Ft.)
Difference in elevation = 0.550(Ft.)
Slope = 0.00426 s(%)= 0.43
TC = k(0.360)*[(length^3)/(elevation change)]10.2
Initial area time of concentration = 7.492 min.
Rainfall intensity = 5.575(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.856
Subarea runoff = 2.099(CFS)
Total initial stream area = 0.440(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 204.000 to Point/Station 205.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1768.100(Ft.)
Downstream point/station elevation = 1765.320(Ft.)
Pipe length = 139.07(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 2.099(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.099(CFS)
Normal flow depth in pipe = 5.87(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth= 7.43(In.)
Pipe flow velocity = 5.50(Ft/s)
Travel time through pipe = 0.42 min.
Time of concentration (TC) = 7.91 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 205.000 to Point/Station 205.000
**** SUBAREA FLOW ADDITION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Time of concentration = 7.91 min.
Rainfall intensity = 5.395(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
,. rational method)(Q=KCIA) is C = 0.854
Subarea runoff = 2.049(CFS) for 0.460(Ac.)
no
Ventana
PA 7
File Name: PA7
Total runoff = 4.148(CFS)
Effective area this stream = 0.90(Ac.)
Total Study Area (Main Stream No. 1) = 4.74(Ac.)
Area averaged Fm value = 0.275(In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++
Process from Point/Station 205.000 to Point/Station 206.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1765.320(Ft.)
Downstream point/station elevation = 1762.870(Ft.)
Pipe length = 122.43(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 4.148(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.148(CFS)
Normal flow depth in pipe = 9.33(In.)
Flow top width inside pipe= 9.98(In.)
Critical Depth= 10.32(In.)
Pipe flow velocity = 6.33(Ft/s)
Travel time through pipe= 0.32 min.
Time of concentration (TC) = 8.24 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 206.000 to Point/Station 206.000
**** SUBAREA FLOW ADDITION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Time of concentration = 8.24 min.
Rainfall intensity = 5.267(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.853
Subarea runoff = 1.829(CFS) for 0.430(Ac.)
Total runoff = 5.976(CFS)
Effective area this stream = 1.33(Ac.)
Total Study Area (Main Stream No. 1) = 5.17(Ac.)
Area averaged Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 206.000 to Point/Station 207.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1762.870(Ft.)
Downstream point/station elevation= 1756.350(Ft.)
Pipe length = 95.48(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 5.976(CFS)
7
Ventana
PA 7
File Name: PA7
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 5.976(CFS)
Normal flow depth in pipe = 7.69(In.)
Flow top width inside pipe= 11.52(In.)
Critical depth could not be calculated.
Pipe flow velocity = 11.25(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 8.38 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 207.000 to Point/Station 207.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 1.330(Ac.)
Runoff from this stream = 5.976(CFS)
Time of concentration= 8.38 min.
Rainfall intensity = 5.214(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 12.23 3.315 11.60 0.275 4.289
F 2 2.36 0.500 7.90 0.275 5.402
3 5.98 1.330 8.38 0.275 5.214
Qmax(1) _
1.000 * 1.000 * 12.225) +
0.783 * 1.000 * 2.356) +
0.813 * 1.000 * 5.976) + = 18.927
Qmax(2) _
1.277 * 0.681 * 12.225) +
1.000 * 1.000 * 2.356) +
1.038 * 0.943 * 5.976) + = 18.835
Qmax(3) _
1.230 * 0.722 * 12.225) +
0.963 * 1.000 * 2.356) +
1.000 * 1.000 * 5.976) + = 19.110
Total of 3 streams to confluence:
Flow rates before confluence point:
12.225 2.356 5.976
Maximum flow rates at confluence using above data:
18.927 18.835 19.110
Area of streams before confluence:
3.315 0.500 1.330
Effective area values after confluence:
5.145 4.011 4.224
Results of confluence:
Total flow rate = 19.110(CFS)
Time of concentration = 8.377 min.
`err'
''j
Ventana
PA 7
File Name: PA7
'^ Effective stream area after confluence = 4.224(Ac.)
Study area average Pervious fraction(Ap) = 0.350
Study area average soil loss rate(Fm) = 0.275(In/Hr)
Study area total (this main stream) = 5.15(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 207.000 to Point/Station 209.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 1756.350(Ft.)
Downstream point/station elevation = 1748.450(Ft.)
Pipe length = 135.54(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 19.110(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 19.110(CFS)
Normal flow depth in pipe = 12.98(In.)
Flow top width inside pipe = 16.14(In.)
Critical depth could not be calculated.
Pipe flow velocity = 14.01(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 8.54 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 209.000 to Point/Station 209.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 4.224(Ac.)
Runoff from this stream = 19.110(CFS)
Time of concentration = 8.54 min.
Rainfall intensity = 5.155(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 14.000 to Point/Station 208.000
**** INITIAL AREA EVALUATION ****
PARK 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) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.667(In/Hr)
Initial subarea data:
Initial area flow distance = 367.000(Ft.)
Top (of initial area) elevation = 1765.650(Ft.)
Bottom (of initial area) elevation = 1754.300(Ft.)
Difference in elevation= 11.350(Ft.)
Slope= 0.03093 s(%)= 3.09
E
Ventana
PA 7
File Name: PA7
TC = k(0.483)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.274 min.
Rainfall intensity = 4.613(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.770
Subarea runoff = 5.646(CFS)
Total initial stream area = 1.590(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.667(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 208.000 to Point/Station 209.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1749.300(Ft.)
Downstream point/station elevation = 1748.450(Ft.)
Pipe length = 33.12(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 5.646(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 5.646(CFS)
Normal flow depth in pipe = 8.63(In.)
Flow top width inside pipe= 14.83(In.)
Critical Depth = 11.54(In.)
Pipe flow velocity = 7.72(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 10.35 min.
a++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 209.000 to Point/Station 209.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.590(Ac.)
Runoff from this stream = 5.646(CFS)
Time of concentration= 10.35 min.
Rainfall intensity = 4.594(In/Hr)
Area averaged loss rate (Fm) = 0.6674(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 19.11
4.224
8.54
0.275 5.155
2 5.65
1.590
10.35
0.667 4.594
Qmax(1)
=
1.000 *
1.000 *
19.110) +
1.143 *
0.825 *
5.646) + = 24.435
Qmax(2)
=
0.885 *
1.000 *
19.110) +
1.000 *
1.000 *
5.646) + = 22.559
,ems
Total of 2 streams to confluence:
10
Ventana
PA 7
File Name: PA7
'^^ Flow rates before confluence point:
19.110 5.646
Maximum flow rates at confluence using above data:
24.435 22.559
Area of streams before confluence:
4.224 1.590
Effective area values after confluence:
5.537 5.814
Results of confluence:
Total flow rate = 24.435(CFS)
Time of concentration = 8.538 min.
Effective stream area after confluence = 5.537(Ac.)
Study area average Pervious fraction(Ap) = 0.487
Study area average soil loss rate(Fm) = 0.382(In/Hr)
Study area total (this main stream) = 5.81(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 209.000 to Point/Station 213.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1748.480(Ft.)
Downstream point/station elevation = 1746.970(Ft.)
Pipe length = 22.41(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 24.435(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 24.435(CFS)
Normal flow depth in pipe = 12.77(In.)
Flow top width inside pipe = 20.50(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.97(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 8.56 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 213.000 to Point/Station 213.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 5.537(Ac.)
Runoff from this stream = 24.435(CFS)
Time of concentration = 8.56 min.
Rainfall intensity= 5.146(In/Hr)
Area averaged loss rate (Fm) = 0.3822(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4867
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 15.000 to Point/Station 210.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM subarea type
11
Ventana
PA 7
File Name: PA7
�^ Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 352.500(Ft.)
Top (of initial area) elevation = 1774.780(Ft.)
Bottom (of initial area) elevation = 1756.780(Ft.)
Difference in elevation = 18.000(Ft.)
Slope = 0.05106 s(%)= 5.11
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.816 min.
Rainfall intensity = 5.900(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.858
Subarea runoff = 1.418(CFS)
Total initial stream area = 0.280(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 212.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1750.780(Ft.)
,.. Downstream point/station elevation = 1750.650(Ft.)
Pipe length = 17.02(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 1.418(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.418(CFS)
Normal flow depth in pipe = 6.18(In.)
Flow top width inside pipe= 11.99(In.)
Critical Depth = 6.05(In.)
Pipe flow velocity = 3.48(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 6.90 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 212.000 to Point/Station 212.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.280(Ac.)
Runoff from this stream = 1.418(CFS)
Time of concentration = 6.90 min.
Rainfall intensity = 5.858(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
12
Ventana
PA 7
File Name: PA7
�► Process from Point/Station 16.000 to Point/Station 211.000
* * * * INITIAL AREA EVALUATION * * * *
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/1-Ir)
Initial subarea data:
Initial area flow distance = 363.000(Ft.)
Top (of initial area) elevation = 1772.500(Ft.)
Bottom (of initial area) elevation = 1756.780(Ft.)
Difference in elevation = 15.720(Ft.)
Slope = 0.04331 s(%)= 4.33
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.128 min.
Rainfall intensity = 5.744(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.857
Subarea runoff = 7.827(CFS)
Total initial stream area = 1.590(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
° Process from Point/Station 211.000 to Point/Station 212.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1751.180(Ft.)
Downstream point/station elevation = 1750.650(Ft.)
Pipe length = 26.47(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 7.827(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 7.827(CFS)
Normal flow depth in pipe = 12.14(In.)
Flow top width inside pipe= 11.78(In.)
Critical Depth = 13.28(In.)
Pipe flow velocity = 7.36(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 7.19 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 212.000 to Point/Station 212.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.590(Ac.)
Runoff from this stream = 7.827(CFS)
Time of concentration = 7.19 min.
Rainfall intensity = 5.716(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
13
Ventana
PA 7
File Name: PA7
r^ Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 1.42 0.280 6.90 0.275 5.858
2 7.83 1.590 7.19 0.275 5.716
Qmax(1) _
1.000 * 1.000 * 1.418) +
1.026 * 0.960 * 7.827) + = 9.126
Qmax(2) _
0.974 * 1.000 * 1.418) +
1.000 * 1.000 * 7.827) + = 9.208
Total of 2 streams to confluence:
Flow rates before confluence point:
1.418 7.827
Maximum flow rates at confluence using above data:
9.126 9.208
Area of streams before confluence:
0.280 1.590
Effective area values after confluence:
1.806 1.870
Results of confluence:
Total flow rate = 9.208(CFS)
Time of concentration = 7.188 min.
Effective stream area after confluence = 1.870(Ac.)
Study area average Pervious fraction(Ap) = 0.350
Study area average soil loss rate(Fm) = 0.275(In/Hr)
Study area total (this main stream) = 1.87(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 212.000 to Point/Station 213.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1750.650(Ft.)
Downstream point/station elevation = 1746.970(Ft.)
Pipe length = 264.12(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 9.208(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 9.208(CFS)
Normal flow depth in pipe = 12.82(In.)
Flow top width inside pipe = 16.30(In.)
Critical Depth = 14.08(In.)
Pipe flow velocity = 6.83(Ft/s)
Travel time through pipe = 0.64 min.
Time of concentration (TC) = 7.83 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
lopft-� Process from Point/Station 213.000 to Point/Station 213.000
**** CONFLUENCE OF MAIN STREAMS ****
14
Ventana
PA 7
File Name: PA7
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.870(Ac.)
Runoff from this stream = 9.208(CFS)
Time of concentration = 7.83 min.
Rainfall intensity = 5.429(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 24.43
5.537
8.56
0.382 5.146
2 9.21
1.870
7.83
0.275 5.429
Qmax(1)
_
1.000 *
1.000 *
24.435) +
0.945 *
1.000 *
9.208) + = 33.138
Qmax(2) _
1.059 * 0.915 * 24.435) +
1.000 * 1.000 * 9.208) + = 32.886
Total of 2 main streams to confluence:
Flow rates before confluence point:
25.435 10.208
Maximum flow rates at confluence using above data:
33.138 32.886
Area of streams before confluence:
5.537 1.870
Effective area values after confluence:
7.407 6.935
Results of confluence:
Total flow rate = 33.138(CFS)
Time of concentration = 8.561 min.
Effective stream area after confluence = 7.407(Ac.)
Study area average Pervious fraction(Ap) = 0.452
Study area average soil loss rate(Fm) = 0.355(In/Hr)
Study area total = 7.41(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 213.000 to Point/Station 217.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1746.970(Ft.)
Downstream point/station elevation = 1743.000(Ft.)
Pipe length = 299.56(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 33.138(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 33.138(CFS)
Normal flow depth in pipe = 20.48(In.)
15
Ventana
PA 7
File Name: PA7
.*owl Flow top width inside pipe = 27.92(In.)
Critical Depth = 23.51(In.)
Pipe flow velocity = 9.28(Ft/s)
Travel time through pipe = 0.54 min.
Time of concentration (TC) = 9.10 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 217.000 to Point/Station 217.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 7.407(Ac.)
Runoff from this stream = 33.138(CFS)
Time of concentration = 9.10 min.
Rainfall intensity= 4.961(In/Hr)
Area averaged loss rate (Fm) = 0.3550(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4522
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 17.000 to Point/Station 214.000
**** INITIAL AREA EVALUATION ****
PARK subarea
Decimal fraction soil group A = 1.000
`+..o Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.667(In/Hr)
Initial subarea data:
Initial area flow distance= 1000.000(Ft.)
Top (of initial area) elevation = 1777.160(Ft.)
Bottom (of initial area) elevation = 1749.750(Ft.)
Difference in elevation= 27.410(Ft.)
Slope= 0.02741 s(%)= 2.74
TC = k(0.483)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.717 min.
Rainfall intensity = 3.574(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.732
Subarea runoff= 1.125(CFS)
Total initial stream area = 0.430(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.667(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 214.000 to Point/Station 215.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1743.750(Ft.)
0
16
Ventana
PA 7
File Name: PA7
^� Downstream point/station elevation= 1743.350(Ft.)
Pipe length = 22.42(Ft.) Manning's N = 0.015
No. of pipes= 1 Required pipe flow = 1.125(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.125(CFS)
Normal flow depth in pipe = 4.96(In.)
Flow top width inside pipe = 8.95(In.)
Critical Depth = 5.86(In.)
Pipe flow velocity = 4.51(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 15.80 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 215.000 to Point/Station 215.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.430(Ac.)
Runoff from this stream = 1.125(CFS)
Time of concentration = 15.80 min.
Rainfall intensity= 3.563(In/Hr)
Area averaged loss rate (Fm) = 0.6674(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 215.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 545.000(Ft.)
Top (of initial area) elevation = 1756.780(Ft.)
Bottom (of initial area) elevation = 1749.350(Ft.)
Difference in elevation = 7.430(Ft.)
Slope= 0.01363 s(%)= 1.36
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.567 min.
Rainfall intensity = 4.536(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.845
Subarea runoff = 1.342(CFS)
Total initial stream area = 0.350(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
;O
17
Ventana
PA 7
File Name: PA7
Process from Point/Station 215.000 to Point/Station 215.000
**** SUBAREA FLOW ADDITION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Time of concentration = 10.57 min.
Rainfall intensity = 4.536(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.845
Subarea runoff= 5.407(CFS) for 1.410(Ac.)
Total runoff = 6.749(CFS)
Effective area this stream = 1.76(Ac.)
Total Study Area (Main Stream No. 2) = 10.82(Ac.)
Area averaged Fm value = 0.275(In/Hr)
++++++++'{'++++++++++++++++++++ +++++++++++ t++++++t++
Process from Point/Station 215.000 to Point/Station 215.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.760(Ac.)
Runoff from this stream = 6.749(CFS)
Time of concentration = 10.57 min.
Rainfall intensity = 4.536(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 1.12 0.430 15.80 0.667 3.563
2 6.75 1.760 10.57 0.275 4.536
Qmax(1) _
1.000 * 1.000 * 1.125) +
0.772 * 1.000 * 6.749) + = 6.334
Qmax(2) _
1.336 * 0.669 * 1.125) +
1.000 * 1.000 * 6.749) + = 7.754
Total of 2 streams to confluence:
Flow rates before confluence point:
1.125 6.749
Maximum flow rates at confluence using above data:
6.334 7.754
Area of streams before confluence:
0.430 1.760
�^ Effective area values after confluence:
2.190 2.048
Results of confluence:
Total flow rate = 7.754(CFS)
Time of concentration = 10.567 min.
Effective stream area after confluence = 2.048(Ac.)
Study area average Pervious fraction(Ap) = 0.448
Study area average soil loss rate(Fm) = 0.352(In/Hr)
Study area total (this main stream) = 2.19(Ac.)
on
Ventana
PA 7
File Name: PA7
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 215.000 to Point/Station 217.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1743.350(Ft.)
Downstream point/station elevation = 1743.000(Ft.)
Pipe length = 37.10(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 7.754(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 7.754(CFS)
Normal flow depth in pipe = 13.08(In.)
Flow top width inside pipe = 16.05(In.)
Critical Depth = 12.95(In.)
Pipe flow velocity = 5.64(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 10.68 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 217.000 to Point/Station 217.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.048(Ac.)
Runoff from this stream = 7.754(CFS)
Time of concentration = 10.68 min.
Rainfall intensity= 4.508(In/Hr)
Area averaged loss rate (Fm) = 0.3519(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4482
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 18.000 to Point/Station 216.000
* * * * INITIAL AREA EVALUATION * * * *
CONDOMINIUM 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
0m,, SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
19
Ventana
PA 7
File Name: PA7
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 665.000(Ft.)
Top (of initial area) elevation = 1757.620(Ft.)
Bottom (of initial area) elevation = 1749.180(Ft.)
Difference in elevation = 8.440(Ft.)
Slope= 0.01269 s(%)= 1.27
TC = k(0.360)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration= 11.607 min.
Rainfall intensity = 4.287(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.842
Subarea runoff = 6.681(CFS)
Total initial stream area = 1.850(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 216.000 to Point/Station 217.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1743.170(Ft.)
Downstream point/station elevation = 1743.000(Ft.)
Pipe length = 10.78(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 6.681(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 6.681(CFS)
Normal flow depth in pipe= 11.67(In.)
Flow top width inside pipe = 12.47(In.)
Critical Depth= 12.48(In.)
Pipe flow velocity = 6.52(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 11.63 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 217.000 to Point/Station 217.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 1.850(Ac.)
Runoff from this stream = 6.681(CFS)
Time of concentration= 11.63 min.
Rainfall intensity = 4.281(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 33.14 7.407 9.10 0.355 4.961
2 7.75 2.048 10.68 0.352 4.508
20
Ventana
PA 7
File Name: PA7
3 6.68 1.850
11.63
0.275 4.281
� Qmax(1) _
1.000 *
1.000 *
33.138) +
1.109 *
0.852 *
7.754) +
1.170 *
0.782 *
6.681) + = 46.581
Qmax(2) _
0.902 *
1.000 *
33.138) +
1.000 *
1.000 *
7.754) +
1.057 *
0.918 *
6.681) + = 44.106
Qmax(3) _
0.852 *
1.000 *
33.138) +
0.945 *
1.000 *
7.754) +
1.000 *
1.000 *
6.681) + = 42.256
Total of 3 main streams to confluence:
Flow rates before confluence point:
34.138 8.754 7.681
Maximum flow rates at confluence using above data:
46.581 44.106 42.256
Area of streams before confluence:
7.407 2.048 1.850
Effective area values after confluence:
10.599 11.152 11.304
Results of confluence:
Total flow rate = 46.581(CFS)
Time of concentration = 9.099 min.
Effective stream area after confluence = 10.599(Ac.)
Study area average Pervious fraction(Ap) = 0.435
Study area average soil loss rate(Fm) = 0.341(In/Hr)
Study area total = 11.30(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 217.000 to Point/Station 220.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1743.000(Ft.)
Downstream point/station elevation = 1738.000(Ft.)
Pipe length = 169.26(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 46.581(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 46.581(CFS)
Normal flow depth in pipe = 19.62(In.)
Flow top width inside pipe = 28.54(In.)
Critical Depth = 27.02(In.)
Pipe flow velocity = 13.71(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 9.31 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 220.000 to Point/Station 220.000
**** CONFLUENCE OF MAIN STREAMS ****
21
Ventana
PA 7
File Name: PA7
to %,
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 10.599(Ac.)
Runoff from this stream= 46.581(CFS)
Time of concentration = 9.31 min.
Rainfall intensity = 4.895(In/Hr)
Area averaged loss rate (Fm) = 0.3413(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4348
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 19.000 to Point/Station 218.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 273.000(Ft.)
Top (of initial area) elevation = 1751.000(Ft.)
Bottom (of initial area) elevation= 1744.510(Ft.)
Difference in elevation = 6.490(Ft.)
Slope = 0.02377 s(%)= 2.38
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.171 min.
Rainfall intensity = 5.724(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.857
Subarea runoff = 2.452(CFS)
Total initial stream area = 0.500(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++ Hill ++++++++++++++++++++++++++++++++
Process from Point/Station 218.000 to Point/Station 219.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1738.510(Ft.)
Downstream point/station elevation= 1738.000(Ft.)
Pipe length = 26.00(Ft.) Manning's N= 0.015
No. of pipes = 1 Required pipe flow = 2.452(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.452(CFS)
Normal flow depth in pipe = 6.47(In.)
Flow top width inside pipe= 11.96(In.)
Critical Depth = 8.05(In.)
Pipe flow velocity = 5.68(Ft/s)
Travel time through pipe = 0.08 min.
22
Ventana
PA 7
File Name: PA7
Time of concentration (TC) = 7.25 min.
+++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++
Process from Point/Station 219.000 to Point/Station 219.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.500(Ac.)
Runoff from this stream = 2.452(CFS)
Time of concentration= 7.25 min.
Rainfall intensity = 5.688(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 219.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance= 321.000(Ft.)
Top (of initial area) elevation = 1753.110(Ft.)
Bottom (of initial area) elevation = 1744.500(Ft.)
Difference in elevation = 8.610(Ft.)
Slope = 0.02682 s(%)= 2.68
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.468 min.
Rainfall intensity = 5.586(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.856
Subarea runoff= 3.967(CFS)
Total initial stream area = 0.830(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 219.000 to Point/Station 219.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.830(Ac.)
Runoff from this stream = 3.967(CFS)
Time of concentration = 7.47 min.
Rainfall intensity = 5.586(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
23
Ventana
PA 7
File Name: PA7
141^ Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 2.45 0.500 7.25 0.275 5.688
2 3.97 0.830 7.47 0.275 5.586
Qmax(1) _
1.000 * 1.000 * 2.452) +
1.019 * 0.970 * 3.967) + = 6.376
Qmax(2) _
0.981 * 1.000 * 2.452) +
1.000 * 1.000 * 3.967) + = 6.373
Total of 2 streams to confluence:
Flow rates before confluence point:
2.452 3.967
Maximum flow rates at confluence using above data:
6.376 6.373
Area of streams before confluence:
0.500 0.830
Effective area values after confluence:
1.305 1.330
Results of confluence:
Total flow rate = 6.376(CFS)
Time of concentration = 7.247 min.
Effective stream area after confluence = 1.305(Ac.)
Study area average Pervious fraction(Ap) = 0.350
Study area average soil loss rate(Fm) = 0.275(In/Hr)
Study area total (this main stream) = 1.33(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 219.000 to Point/Station 220.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 1738.500(Ft.)
Downstream point/station elevation= 1738.000(Ft.)
Pipe length = 11.25(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 6.376(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 6.376(CFS)
Normal flow depth in pipe = 9.62(In.)
Flow top width inside pipe = 9.57(In.)
Critical depth could not be calculated.
Pipe flow velocity = 9.45(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 7.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 220.000 to Point/Station 220.000
0 **** CONFLUENCE OF MAIN STREAMS ****
11%W
24
Ventana
PA 7
File Name: PA7
�^ The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.305(Ac.)
Runoff from this stream = 6.376(CFS)
Time of concentration = 7.27 min.
Rainfall intensity= 5.678(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 46.58
10.599
9.31
0.341 4.895
2 6.38
1.305
7.27
0.275 5.678
Qmax(1) _
1.000 *
1.000 *
46.581) +
0.855 *
1.000 *
6.376) + = 52.033
Qmax(2) _
1.172 * 0.781 * 46.581) +
1.000 * 1.000 * 6.376) + = 49.006
Total of 2 main streams to confluence:
Flow rates before confluence point:
47.581 7.376
Maximum flow rates at confluence using above data:
52.033 49.006
Area of streams before confluence:
10.599 1.305
Effective area values after confluence:
11.904 9.582
Results of confluence:
Total flow rate = 52.033(CFS)
Time of concentration = 9.305 min.
Effective stream area after confluence = 11.904(Ac.)
Study area average Pervious fraction(Ap) = 0.425
Study area average soil loss rate(Fm) = 0.334(In/Hr)
Study area total = 11.90(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 220.000 to Point/Station 902.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1738.000(Ft.)
Downstream point/station elevation = 1730.500(Ft.)
Pipe length = 217.87(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 52.033(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 52.033(CFS)
Normal flow depth in pipe = 20.09(In.)
Flow top width inside pipe = 28.22(In.)
25
Critical Depth= 27.87(In.)
Pipe flow velocity = 14.89(Ft/s)
Travel time through pipe = 0.24 min.
Time of concentration (TC) = 9.55 min.
End of computations, Total Study Area = 14.00 (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) = 0.422
Area averaged SCS curve number = 32.0
Ventana
PA 7
File Name: PA7
26
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
C-'
f
PA 4
Node
Area
Ac
L
?H
S=% Soil
21-300
C-1
2.65
1195.00
1725.00
1710.40
14.60
1.22 A
300-301
Pipe
XX
163.47
1704.40
1703.00
1.40
0.86
301-301
2-1
22-301
C-2
2.47
901.29
1721.40
1710.40
11.00
1.22
301-301
2-2
301-304
Pipe
XX
170.82
1703.00
1701.53
1.47
0.86
304-304
2-1
MAIN
22-302
C-3
1.16
680.00
1725.00
1714.70
10.30
1.51
302-303
Pipe
XX
457.37
1709.70
1703.50
6.20
1.36
303-303
2-1
24-303
C-4
2.83
848.00
1718.30
1710.00
8.30
0.98
303-303
2-2
303-304
Pipe
XX
33.00
1703.50
1701.53
1.97
5.97
304-304
2-2
MAIN
304-305
Pipe
XX
79.00
1701.53
1698.80
2.73
3.46
305-305
C-5
0.15
305-907
Pipe
XX
77.70
1698.80
1693.20
5.60 1
7.21
Ventana
PA 4
File Name: PA4
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0
Rational Hydrology Study Date: 08/18/06
Ventana
100 Year Storm
JN 06075
PA 4 Developed
Program License Serial Number 4014
********* Hydrology Study Control Information**********
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year= 100.00 1 hour rainfall= 1.600 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 21.000 to Point/Station 300.000
* * * * INITIAL AREA EVALUATION * * * *
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1725.000(Ft.)
Bottom (of initial area) elevation = 1710.400(Ft.)
Difference in elevation = 14.600(Ft.)
Slope = 0.01460 s(%)= 1.46
TC = k(0.360)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 13.287 min.
Rainfall intensity = 3.953(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.837
Subarea runoff = 8.773(CFS)
Total initial stream area = 2.650(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
Ventana
PA 4
File Name: PA4
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 301.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1704.400(Ft.)
Downstream point/station elevation = 1703.000(Ft.)
Pipe length = 163.47(Ft.) Maiming's N = 0.015
No. of pipes = 1 Required pipe flow = 8.773(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 8.773(CFS)
Normal flow depth in pipe = 12.82(In.)
Flow top width inside pipe = 20.48(In.)
Critical Depth = 13.21(In.)
Pipe flow velocity = 5.70(Ft/s)
Travel time through pipe = 0.48 min.
Time of concentration (TC) = 13.77 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.000 to Point/Station 301.000
* * * * CONFLUENCE OF MINOR STREAMS * * * *
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.650(Ac.)
Runoff from this stream = 8.773(CFS)
Time of concentration = 13.77 min.
Rainfall intensity = 3.870(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++
Process from Point/Station 22.000 to Point/Station 301.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 901.290(Ft.)
Top (of initial area) elevation = 1721.400(Ft.)
Bottom (of initial area) elevation = 1710.400(Ft.)
Difference in elevation = 11.000(Ft.)
Slope = 0.01220 s(%)= 1.22
TC = k(0.360)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration= 13.211 min.
Rainfall intensity = 3.967(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.838
Subarea runoff = 8.207(CFS)
Ventana
PA 4
File Name: PA4
Total initial stream area = 2.470(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.000 to Point/Station 301.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.470(Ac.)
Runoff from this stream = 8.207(CFS)
Time of concentration = 13.21 min.
Rainfall intensity = 3.967(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
i 8.77
2.650
13.77
00.275 3.870
2 8.21
2.470
13.21
0.275 3.967
Qmax(1)
_
1.000 *
1.000 *
8.773) +
0.974 *
1.000 *
8.207) + = 16.766
Qmax(2)
_
1.027 *
0.960 *
8.773) +
1.000 *
1.000 *
8.207) + = 16.854
Total of 2 streams to confluence:
Flow rates before confluence point:
8.773 8.207
Maximum flow rates at confluence using above data:
16.766 16.854
Area of streams before confluence:
2.650 2.470
Effective area values after confluence:
5.120 5.013
Results of confluence:
Total flow rate = 16.854(CFS)
Time of concentration = 13.211 min.
Effective stream area after confluence = 5.013(Ac.)
Study area average Pervious fraction(Ap) = 0.350
Study area average soil loss rate(Fm) = 0.275(In/Hr)
Study area total (this main stream) = 5.12(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.000 to Point/Station 304.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1703.000(Ft.)
Downstream point/station elevation = 1701.530(Ft.)
Ventana
PA 4
File Name: PA4
^^ Pipe length = 170.82(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 16.854(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 16.854(CFS)
Normal flow depth in pipe = 18.26(In.)
Flow top width inside pipe = 20.48(In.)
Critical Depth = 17.76(In.)
Pipe flow velocity = 6.57(Ft/s)
Travel time through pipe = 0.43 min.
Time of concentration (TC) = 13.64 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.000 to Point/Station 304.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 5.013(Ac.)
Runoff from this stream = 16.854(CFS)
Time of concentration = 13.64 min.
Rainfall intensity= 3.891(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 22.000 to Point/Station 302.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 680.000(Ft.)
Top (of initial area) elevation = 1725.000(Ft.)
Bottom (of initial area) elevation = 1714.700(Ft.)
Difference in elevation = 10.300(Ft.)
Slope= 0.01515 s(%)= 1.51
TC = k(0.360)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration= 11.304 min.
Rainfall intensity = 4.356(hvHr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.843
Subarea runoff = 4.261(CFS)
Total initial stream area = 1.160(Ac.)
Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
N
Ventana
PA 4
File Name: PA4
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 303.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1709.700(Ft.)
Downstream point/station elevation = 1703.500(Ft.)
Pipe length = 457.37(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 4.261(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 4.261(CFS)
Normal flow depth in pipe = 8.84(In.)
Flow top width inside pipe = 14.76(In.)
Critical Depth = 10.03(In.)
Pipe flow velocity = 5.66(Ft/s)
Travel time through pipe = 1.35 min.
Time of concentration (TC) = 12.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/Station 303.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 1.160(Ac.)
Runoff from this stream = 4.261(CFS)
Time of concentration = 12.65 min.
Rainfall intensity= 4.071(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 24.000 to Point/Station 303.000
**** INITIAL AREA EVALUATION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Initial subarea data:
Initial area flow distance = 848.000(Ft.)
Top (of initial area) elevation = 1718.300(Ft.)
Bottom (of initial area) elevation= 1710.000(Ft.)
Difference in elevation = 8.300(Ft.)
Slope = 0.00979 s(%)= 0.98
TC = k(0.360)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 13.475 min.
Rainfall intensity = 3.920(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.837
Subarea runoff = 9.285(CFS)
Total initial stream area = 2.830(Ac.)
Ventana
PA 4
File Name: PA4
" Pervious area fraction = 0.350
Initial area Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/station 303.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 2.830(Ac.)
Runoff from this stream = 9.285(CFS)
Time of concentration = 13.47 min.
Rainfall intensity = 3.920(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 4.26
1.160
12.65
0.275 4.071
2 9.28
2.830
13.47
0.275 3.920
Qmax(1)
_
1.000 *
1.000 *
4.261) +
1.041 *
0.939 *
9.285) + = 13.339
Qmax(2)
_
0.960 *
1.000 *
4.261)+
1.000 *
1.000 *
9.285) + = 13.375
Total of 2 streams to confluence:
Flow rates before confluence point:
4.261 9.285
Maximum flow rates at confluence using above data:
13.339 13.375
Area of streams before confluence:
1.160 2.830
Effective area values after confluence:
3.817 3.990
Results of confluence:
Total flow rate = 13.375(CFS)
Time of concentration = 13.475 min.
Effective stream area after confluence = 3.990(Ac.)
Study area average Pervious fraction(Ap) = 0.350
Study area average soil loss rate(Fm) = 0.275(In/Hr)
Study area total (this main stream) = 3.99(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++
Process from Point/Station 303.000 to Point/Station 304.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1703.500(Ft.)
Downstream point/station elevation = 1701.530(Ft.)
Pipe length = 33.00(Ft.) Manning's N = 0.015
Ventana
PA 4
File Name: PA4
No. of pipes = 1 Required pipe flow = 13.375(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 13.375(CFS)
Normal flow depth in pipe = 12.00(In.)
Flow top width inside pipe = 12.00(In.)
Critical depth could not be calculated.
Pipe flow velocity = 12.70(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 13.52 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.000 to Point/Station 304.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.990(Ac.)
Runoff from this stream = 13.375(CFS)
Time of concentration = 13.52 min.
Rainfall intensity= 3.913(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 16.85
5.013
13.64
0.275 3.891
2 13.38
3.990
13.52
0.275 3.913
Qmax(1) _
1.000 *
1.000 *
16.854) +
0.994 *
1.000 *
13.375) + = 30.149
Qmax(2) _
1.006 *
0.991 *
16.854) +
1.000 *
1.000 *
13.375) + = 30.173
Total of 2 main streams to confluence:
Flow rates before confluence point:
17.854 14.375
Maximum flow rates at confluence using above data:
30.149 30.173
Area of streams before confluence:
5.013 3.990
Effective area values after confluence:
9.003 8.957
Results of confluence:
Total flow rate = 30.173(CFS)
Time of concentration = 13.518 min.
Effective stream area after confluence = 8.957(Ac.)
Study area average Pervious fraction(Ap) = 0.350
Study area average soil loss rate(Fm) = 0.275(In/Hr)
Ventana
PA 4
File Name: PA4
r"^ Study area total = 9.00(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.000 to Point/Station 305.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1701.530(Ft.)
Downstream point/station elevation= 1698.800(Ft.)
Pipe length = 79.00(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 30.173(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 30.173(CFS)
Normal flow depth in pipe = 16.66(In.)
Flow top width inside pipe= 22.11(In.)
Critical Depth = 22.37(In.)
Pipe flow velocity = 12.97(Ft/s)
Travel time through pipe= 0.10 min.
Time of concentration (TC) = 13.62 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 305.000 to Point/Station 305.000
**** SUBAREA FLOW ADDITION ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
The area added to the existing stream causes a
a lower flow rate of Q = 29.672(CFS)
therefore the upstream flow rate of Q = 30.173(CFS) is being used
Time of concentration = 13.62 min.
Rainfall intensity = 3.895(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.837
Subarea runoff = 0.000(CFS) for 0.150(Ac.)
Total runoff= 30.173(CFS)
Effective area this stream = 9.11 (Ac.)
Total Study Area (Main Stream No. 1) = 9.26(Ac.)
Area averaged Fm value = 0.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 305.000 to Point/Station 907.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 1698.800(Ft.)
Downstream point/station elevation = 1693.200(Ft.)
Pipe length = 77.70(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 30.173(CFS)
Ventana
PA 4
File Name: PA4
°^ Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 30.173(CFS)
Normal flow depth in pipe = 14.45(In.)
Flow top width inside pipe = 19.46(In.)
Critical depth could not be calculated.
Pipe flow velocity = 17.10(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 13.70 min.
End of computations, Total Study Area = 9.26 (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) = 0.350
Area averaged SCS curve number = 32.0
OR
w
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
�. 28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
cm
LINE E
Node
Area
Ac
L
?H
S=% Soil
50-600
E-1
1.18
310.00
1753.44
1747.24
6.20
2.00 A
600-602
PIPE
XX
47.4
1741.24
1737.34
3.90
8.23
602-602
2-1
51-601
E-2
1.08
225
1749.12
1743.88
5.24
2.33
601-601
E-3
0.69
ADD SUB AREA
601-602
PIPE
XX
190.14
1738.88
1737.74
1.14
0.60
602-602
2-2
602-604
PIPE
XX
180.02
1737.74
1735.25
2.49
1.38
604-604
3-1
52-603
E-4
0.58
270
1753.41
1741.3
12.11
4.49
603-604
PIPE
XX
41.65
1736.31
1735.25
1.06
2.55
604-604
3-2
53-604
E-5
0.35
190
1749.45
1742.35
7.10
3.74
604-604
3-3
604-607
PIPE
XX
98.17
1735.25
1730.56
4.69
4.78
607-607
2-1
MAIN
54-605
E-6
0.45
310
1753.19
1737.56
15.63
5.04
605-606
PIPE
XX
44.55
1732.56
1732.13
0.43
0.97
606-606
2-1
55-606
E-7
0.72
430
1746.61
1736.24
10.37
2.41
606-606
2-2
606-607
PIPE
XX
261.83
1732.13
1730.56
1.57
0.60
607-607
2-2
MAIN
607-609
PIPE
XX
242.52
1730.56
1726
4.56
1.88
609-609
3-1
56-608
E-8
1.00
260
1739.15
1732.32
6.83
2.63
608-609
PIPE
XX
8.06
1726.3
1726
0.30
3.72
609-609
3-2
57-609
E-9
1.24
460
1746.24
1732.34
13.90
3.02
609-609
3-3
609-611
PIPE
XX
281.34
1726
1719
7.00
2.49
611-611
2-1
58-610
E-10
1.21
220
1731.83
1726.27
5.56
2.53
610-611
PIPE
XX
41.39
1721.25
1719
2.25
5.44
611-611
2-2
611-612
PIPE
XX
97.51
1719
1716.57
2.43
2.49
612-612
2-1
59-612
E-11
0.86
440
1734.71
1722.76
11.95
2.72
612-612
2-2
612-903.1
PIPE
XX
44.23
1716.57
1716.12
0.45
1 1.02
903.1-903.1
2-1
903.1-903.1
RETENTION
Q=19.82
TC=120
USERS INPUT
903.1-903.1
2-1
903.1-903.1
PIPE I
XX
132.74
1716.12
1 1714.8
1.32
0.99
On
M
Ventana
Commercial Line `B"
File Name: LineE
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0
Rational Hydrology Study Date: 09/19/06
Ventana at Duncan Canyon
100 Year Storm
JN 06075
Commericial Area- LINE "E"- PA 2, 3, 9, & 10
Program License Serial Number 4014
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.600 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 600.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance= 310.000(Ft.)
Top (of initial area) elevation = 1753.440(Ft.)
Bottom (of initial area) elevation = 1747.240(Ft.)
Difference in elevation = 6.200(Ft.)
Slope = 0.02000 s(%)= 2.00
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.595 min.
Rainfall intensity = 6.018(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.888
Subarea runoff = 6.308(CFS)
Total initial stream area = 1.180(Ac.)
.. Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
Ventana
Commercial Line `B"
File Name: LineE
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 600.000 to Point/Station 602.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1741.240(Ft.)
Downstream point/station elevation = 1737.340(Ft.)
Pipe length = 47.40(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 6.308(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 6.308(CFS)
Normal flow depth in pipe = 7.49(In.)
Flow top width inside pipe= 11.62(In.)
Critical depth could not be calculated.
Pipe flow velocity = 12.25(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 6.66 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 602.000 to Point/Station 602.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.180(Ac.)
Runoff from this stream = 6.308(CFS)
Time of concentration = 6.66 min.
Rainfall intensity= 5.983(IwUr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 51.000 to Point/Station 601.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 225.000(Ft.)
Top (of initial area) elevation = 1749.120(Ft.)
Bottom (of initial area) elevation = 1743.880(Ft.)
Difference in elevation = 5.240(Ft.)
Slope = 0.02329 s(%)= 2.33
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
.M^ Initial area time of concentration = 5.628 min.
,war, Rainfall intensity = 6.619(In/Hr) for a 100.0 year storm
2
Ventana
Commercial Line `B"
File Name: LineE
Effective runoff coefficient used for area (Q=KCIA) is C = 0.889
Subarea runoff = 6.358(CFS)
Total initial stream area = 1.080(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++
Process from Point/Station 601.000 to Point/Station 601.000
**** SUBAREA FLOW ADDITION ****
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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Time of concentration = 5.63 min.
Rainfall intensity = 6.619(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.889
Subarea runoff = 4.062(CFS) for 0.690(Ac.)
Total runoff = 10.420(CFS)
Effective area this stream = 1.77(Ac.)
Total Study Area (Main Stream No. 1) = 2.95(Ac.)
Area averaged Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 601.000 to Point/Station 602.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1738.880(Ft.)
Downstream point/station elevation= 1737.740(Ft.)
Pipe length = 190.14(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 10.420(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 10.420(CFS)
Normal flow depth in pipe = 16.83(In.)
Flow top width inside pipe = 16.76(In.)
Critical Depth = 14.42(In.)
Pipe flow velocity = 5.04(Ft/s)
Travel time through pipe = 0.63 min.
Time of concentration (TC) = 6.26 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 602.000 to Point/Station 602.000
**** CONFLUENCE OF MINOR STREAMS ****
°'^ Along Main Stream number: 1 in normal stream number 2
`mowe Stream flow area = 1.770(Ac.)
Ventana
Commercial Line "E"
File Name: LineE
Runoff from this stream = 10.420(CFS)
Time of concentration = 6.26 min.
Rainfall intensity = 6.212(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 6.31
1.180
6.66
0.079 5.983
2 10.42
1.770
6.26
0.079 6.212
Qmax(1) _
1.000 *
1.000 *
6.308) +
0.963 *
1.000 *
10.420) + = 16.340
Qmax(2) _
1.039 *
0.939 *
6.308) +
1.000 *
1.000 *
10.420) + = 16.575
Total of 2 streams to confluence:
Flow rates before confluence point:
6.308 10.420
Maximum flow rates at confluence using above data:
16.340 16.575
�._ Area of streams before confluence:
1.180 1.770
` Effective area values after confluence:
2.950 2.879
Results of confluence:
Total flow rate = 16.575(CFS)
Time of concentration = 6.256 min.
Effective stream area after confluence = 2.879(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 2.95(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 602.000 to Point/Station 604.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1737.740(Ft.)
Downstream point/station elevation= 1735.250(Ft.)
Pipe length = 180.02(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 16.575(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 16.575(CFS)
Normal flow depth in pipe = 15.07(In.)
Flow top width inside pipe = 23.20(In.)
Critical Depth = 17.61 (In.)
Pipe flow velocity = 7.99(Ft/s)
Travel time through pipe = 0.38 min.
Time of concentration (TC) = 6.63 min.
0
M
Ventana
Commercial Line `B"
File Name: LineE
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 604.000 to Point/Station 604.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.879(Ac.)
Runoff from this stream = 16.575(CFS)
Time of concentration = 6.63 min.
Rainfall intensity = 5.998(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++
Process from Point/Station 52.000 to Point/Station 603.000
**** 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
.. Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 270.000(Ft.)
Top (of initial area) elevation = 1753.410(Ft.)
Bottom (of initial area) elevation = 1741.300(Ft.)
Difference in elevation= 12.110(Ft.)
Slope= 0.04485 s(%)= 4.49
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration= 5.310 min.
Rainfall intensity = 6.854(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.890
Subarea runoff = 3.537(CFS)
Total initial stream area = 0.580(Ac.)
Pervious area fraction= 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 603.000 to Point/Station 604.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1736.310(Ft.)
Downstream point/station elevation= 1735.250(Ft.)
Pipe length = 41.65(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 3.537(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.537(CFS)
Normal flow depth in pipe = 7.52(In.)
Ventana
Commercial Line `B"
File Name: LineE
Flow top width inside pipe= 11.61(In.)
Critical Depth = 9.64(In.)
Pipe flow velocity = 6.82(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 5.41 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 604.000 to Point/Station 604.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.580(Ac.)
Runoff from this stream = 3.537(CFS)
Time of concentration = 5.41 min.
Rainfall intensity= 6.777(In/Hr)
Area averaged loss rate (Fm) = 0.0785(ln/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 53.000 to Point/Station 604.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 190.000(Ft.)
Top (of initial area) elevation = 1749.450(Ft.)
Bottom (of initial area) elevation = 1742.350(Ft.)
Difference in elevation = 7.100(Ft.)
Slope = 0.03737 s(%)= 3.74
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 4.785 min.
Rainfall intensity = 7.296(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.890
Subarea runoff = 2.274(CFS)
Total initial stream area = 0.350(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++
Process from Point/Station 604.000 to Point/Station 604.000
**** CONFLUENCE OF MINOR STREAMS ****
•00k. Along Main Stream number: 1 in normal stream number 3
*WSW Stream flow area = 0.350(Ac.)
0
Ventana
Commercial Line "E"
File Name: LineE
Runoff from this stream = 2.274(CFS)
Time of concentration = 4.78 min.
Rainfall intensity = 7.296(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 16.58 2.879 6.63 0.079 5.998
2 3.54 0.580 5.41 0.079 6.777
3 2.27 0.350 4.78 0.079 7.296
Qmax(1) _
1.000 * 1.000 * 16.575) +
0.884 * 1.000 * 3.537) +
0.820 * 1.000 * 2.274) + = 21.566
Qmax(2) _
1.132 * 0.816 * 16.575) +
1.000 * 1.000 * 3.537) +
0.928 * 1.000 * 2.274) + = 20.950
Qmax(3) _
1.219 * 0.721 * 16.575) +
1.078 * 0.884 * 3.537) +
�. 1.000 * 1.000 * 2.274) + = 20.224
Total of 3 streams to confluence:
Flow rates before confluence point:
16.575 3.537 2.274
Maximum flow rates at confluence using above data:
21.566 20.950 20.224
Area of streams before confluence:
2.879 0.580 0.350
Effective area values after confluence:
3.809 3.279 2.940
Results of confluence:
Total flow rate = 21.566(CFS)
Time of concentration = 6.632 min.
Effective stream area after confluence = 3.809(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 3.81(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 604.000 to Point/Station 607.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1735.250(Ft.)
Downstream point/station elevation = 1730.560(Ft.)
Pipe length = 98.17(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 21.566(CFS)
Nearest computed pipe diameter = 21.00(In.)
7
Ventana
Commercial Line `B"
File Name: LineE
Calculated individual pipe flow = 21.566(CFS)
Normal flow depth in pipe = 13.17(In.)
Flow top width inside pipe= 20.31(In.)
Critical Depth= 19.57(In.)
Pipe flow velocity = 13.58(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 6.75 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 607.000 to Point/Station 607.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 3.809(Ac.)
Runoff from this stream = 21.566(CFS)
Time of concentration = 6.75 min.
Rainfall intensity = 5.934(IwUr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 54.000 to Point/Station 605.000
* * * * 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance= 310.000(Ft.)
Top (of initial area) elevation = 1753.190(Ft.)
Bottom (of initial area) elevation = 1737.560(Ft.)
Difference in elevation = 15.630(Ft.)
Slope = 0.05042 s(%)= 5.04
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.481 min.
Rainfall intensity = 6.725(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.889
Subarea runoff = 2.692(CFS)
Total initial stream area = 0.450(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
«�++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
,, Process from Point/Station 605.000 to Point/Station 606.000
Ventana
Commercial Line `B"
File Name: LineE
PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1732.560(Ft.)
Downstream point/station elevation= 1732.130(Ft.)
Pipe length = 44.55(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 2.692(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.692(CFS)
Normal flow depth in pipe = 8.79(In.)
Flow top width inside pipe = 10.62(In.)
Critical Depth = 8.44(In.)
Pipe flow velocity = 4.36(Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 5.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 606.000 to Point/Station 606.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.450(Ac.)
Runoff from this stream = 2.692(CFS)
Time of concentration = 5.65 min.
Rainfall intensity = 6.602(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 55.000 to Point/Station 606.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 430.000(Ft.)
Top (of initial area) elevation = 1746.610(Ft.)
Bottom (of initial area) elevation = 1736.240(Ft.)
Difference in elevation = 10.370(Ft.)
Slope = 0.02412 s(%)= 2.41
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.241 min.
Rainfall intensity = 5.690(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.888
Subarea runoff = 3.636(CFS)
Total initial stream area = 0.720(Ac.)
Pervious area fraction = 0.100
Wei
Ventana
Commercial Line `B"
File Name: LineE
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 606.000 to Point/Station 606.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.720(Ac.)
Runoff from this stream = 3.636(CFS)
Time of concentration = 7.24 min.
Rainfall intensity = 5.690(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 2.69
0.450
5.65
0.079 6.602
2 3.64
0.720
7.24
0.079 5.690
Qmax(1)
_
1.000 *
1.000 *
2.692) +
1.163 *
0.781 *
3.636) + = 5.991
Qmax(2)
_
0.860 *
1.000 *
2.692) +
1.000 *
1.000 *
3.636) + = 5.952
Total of 2 streams to confluence:
Flow rates before confluence point:
2.692 3.636
Maximum flow rates at confluence using above data:
5.991 5.952
Area of streams before confluence:
0.450 0.720
Effective area values after confluence:
1.012 1.170
Results of confluence:
Total flow rate = 5.991(CFS)
Time of concentration = 5.652 min.
Effective stream area after confluence = 1.012(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 1.17(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++
Process from Point/Station 606.000 to Point/Station 607.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1732.130(Ft.)
Downstream point/station elevation = 1730.560(Ft.)
e Pipe length = 261.83(Ft.) Manning's N = 0.015
10
Ventana
Commercial Line `B"
File Name: LineE
No. of pipes = 1 Required pipe flow = 5.991(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 5.991(CFS)
Normal flow depth in pipe = 12.75(In.)
Flow top width inside pipe = 16.36(In.)
Critical Depth = 11.35(In.)
Pipe flow velocity = 4.48(Ft/s)
Travel time through pipe = 0.97 min.
Time of concentration (TC) = 6.63 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 607.000 to Point/Station 607.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.012(Ac.)
Runoff from this stream = 5.991(CFS)
Time of concentration = 6.63 min.
Rainfall intensity = 6.001(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 21.57
3.809
6.75
0.079 5.934
2 5.99
1.012
6.63
0.079 6.001
Qmax(1) _
1.000 *
1.000 *
21.566) +
0.989 *
1.000 *
5.991) + = 27.489
Qmax(2) _
1.012 *
0.981 *
21.566) +
1.000 *
1.000 *
5.991) + = 27.398
Total of 2 main streams to confluence:
Flow rates before confluence point:
22.566 6.991
Maximum flow rates at confluence using above data:
27.489 27.398
Area of streams before confluence:
3.809 1.012
Effective area values after confluence:
4.821 4.749
Results of confluence:
Total flow rate = 27.489(CFS)
Time of concentration = 6.753 min.
Effective stream area after confluence = 4.821(Ac.)
Study area average Pervious fraction(Ap) = 0.100
11
Ventana
Commercial Line `B"
File Name: LineE
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total = 4.82(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 607.000 to Point/Station 609.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1730.560(Ft.)
Downstream point/station elevation = 1726.000(Ft.)
Pipe length = 242.52(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 27.489(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 27.489(CFS)
Normal flow depth in pipe = 17.39(In.)
Flow top width inside pipe = 25.85(In.)
Critical Depth = 21.92(In.)
Pipe flow velocity = 10.15(Ft/s)
Travel time through pipe = 0.40 min.
Time of concentration (TC) = 7.15 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 609.000 to Point/Station 609.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 4.821(Ac.)
Runoff from this stream = 27.489(CFS)
Time of concentration = 7.15 min.
Rainfall intensity = 5.733(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 56.000 to Point/Station 608.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 260.000(Ft.)
Top (of initial area) elevation = 1739.180(Ft.)
Bottom (of initial area) elevation = 1732.320(Ft.)
Difference in elevation = 6.860(Ft.)
Slope = 0.02638 s(%)= 2.64
TC = k(0.304)*[(length13)/(elevation change)]/10.2
12
Ventana
Commercial Line "E"
File Name: LineE
Initial area time of concentration = 5.816 min.
Rainfall intensity = 6.490(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.889
Subarea runoff = 5.770(CFS)
Total initial stream area = 1.000(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 608.000 to Point/Station 609.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1726.300(Ft.)
Downstream point/station elevation = 1726.000(Ft.)
Pipe length = 8.06(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 5.770(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 5.770(CFS)
Normal flow depth in pipe = 9.52(In.)
Flow top width inside pipe = 9.72(In.)
Critical Depth = 11.39(In.)
Pipe flow velocity = 8.64(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 5.83 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 609.000 to Point/Station 609.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.000(Ac.)
Runoff from this stream = 5.770(CFS)
Time of concentration= 5.83 min.
Rainfall intensity = 6.480(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 57.000 to Point/Station 609.000
* * * * 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 460.000(Ft.)
13
Ventana
Commercial Line "E"
File Name: LineE
Top (of initial area) elevation = 1746.240(Ft.)
Bottom (of initial area) elevation = 1732.340(Ft.)
Difference in elevation = 13.900(Ft.)
Slope = 0.03022 s(%)= 3.02
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration= 7.111 min.
Rainfall intensity = 5.752(In/1Ir) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.888
Subarea runoff = 6.332(CFS)
Total initial stream area = 1.240(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 609.000 to Point/Station 609.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 1.240(Ac.)
Runoff from this stream = 6.332(CFS)
Time of concentration= 7.11 min.
Rainfall intensity = 5.752(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
�. Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 27.49 4.821 7.15 0.079 5.733
2 5.77 1.000 5.83 0.079 6.480
3 6.33 1.240 7.11 0.079 5.752
Qmax(1) _
1.000 * 1.000 * 27.489) +
0.883 * 1.000 * 5.770) +
0.997 * 1.000 * 6.332) + = 38.897
Qmax(2) _
1.132 * 0.815 * 27.489) +
1.000 * 1.000 * 5.770) +
1.128 * 0.820 * 6.332) + = 37.004
Qmax(3) _
1.003 * 0.994 * 27.489) +
0.886 * 1.000 * 5.770) +
1.000 * 1.000 * 6.332) + = 38.876
Total of 3 streams to confluence:
Flow rates before confluence point:
27.489 5.770 6.332
Maximum flow rates at confluence using above data:
38.897 37.004 38.876
Area of streams before confluence:
*MOW 4.821 1.000 1.240
14
Ventana
Commercial Line "E"
File Name: LineE
Effective area values after confluence:
7.061 5.948 7.034
Results of confluence:
Total flow rate = 38.897(CFS)
Time of concentration = 7.151 min.
Effective stream area after confluence = 7.061(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 7.06(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 609.000 to Point/Station 611.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1726.000(Ft.)
Downstream point/station elevation = 1719.000(Ft.)
Pipe length = 281.34(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 38.897(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 38.897(CFS)
Normal flow depth in pipe = 20.39(In.)
Flow top width inside pipe = 23.22(In.)
Critical Depth = 24.91(In.)
Pipe flow velocity = 12.08(Ft/s)
Travel time through pipe = 0.39 min.
Time of concentration (TC) = 7.54 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 611.000 to Point/Station 611.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 7.061(Ac.)
Runoff from this stream = 38.897(CFS)
Time of concentration = 7.54 min.
Rainfall intensity = 5.554(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 58.000 to Point/Station 610.000
**** 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
.'"° Adjusted SCS curve number for AMC 3 = 52.00
*%aw Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
15
Ventana
Commercial Line `B"
File Name: LineE
Initial subarea data:
Initial area flow distance = 220.000(Ft.)
Top (of initial area) elevation = 1731.830(Ft.)
Bottom (of initial area) elevation = 1726.270(Ft.)
Difference in elevation = 5.560(Ft.)
Slope = 0.02527 s(%)= 2.53
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.487 min.
Rainfall intensity = 6.721(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.889
Subarea runoff= 7.233(CFS)
Total initial stream area = 1.210(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 610.000 to Point/Station 611.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1721.250(Ft.)
Downstream point/station elevation = 1719.000(Ft.)
Pipe length = 41.39(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 7.233(CFS)
Nearest computed pipe diameter = 15.00(In.)
M... Calculated individual pipe flow = 7.233(CFS)
Normal flow depth in pipe = 7.97(In.)
Flow top width inside pipe = 14.97(In.)
Critical Depth= 12.89(In.)
Pipe flow velocity = 10.91(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 5.55 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 611.000 to Point/Station 611.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.210(Ac.)
Runoff from this stream = 7.233(CFS)
Time of concentration = 5.55 min.
Rainfall intensity = 6.675(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 38.90 7.061 7.54 0.079 5.554
oww 2 7.23 1.210 5.55 0.079 6.675
14 ft , Qmax(1) =
16
Ventana
Commercial Line "E"
File Name: LineE
1.000 *
1.000 *
38.897) +
0.830 *
1.000 *
7.233) + = 44.901
Qmax(2) _
1.205 *
0.736 *
38.897) +
1.000 *
1.000 *
7.233) + = 41.728
Total of 2 streams to confluence:
Flow rates before confluence point:
38.897 7.233
Maximum flow rates at confluence using above data:
44.901 41.728
Area of streams before confluence:
7.061 1.210
Effective area values after confluence:
8.271 6.408
Results of confluence:
Total flow rate = 44.901(CFS)
Time of concentration = 7.539 min.
Effective stream area after confluence = 8.271(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 8.27(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 611.000 to Point/Station 612.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1719.000(Ft.)
Downstream point/station elevation = 1716.570(Ft.)
Pipe length = 97.51(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 44.901(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 44.901(CFS)
Normal flow depth in pipe = 20.30(In.)
Flow top width inside pipe = 28.07(In.)
Critical Depth = 26.70(In.)
Pipe flow velocity = 12.70(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 7.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 612.000 to Point/Station 612.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 8.271(Ac.)
Runoff from this stream= 44.901(CFS)
Time of concentration = 7.67 min.
Rainfall intensity = 5.498(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
17
V entana
Commercial Line `B"
File Name: LineE
+++++++++++++++++++++++++++++++++++++++++++++ Hill +++++++++++++++++++++++
Process from Point/Station 59.000 to Point/Station 612.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 440.000(Ft.)
Top (of initial area) elevation= 1734.710(Ft.)
Bottom (of initial area) elevation = 1722.760(Ft.)
Difference in elevation= 11.950(Ft.)
Slope= 0.02716 s(%)= 2.72
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.136 min.
Rainfall intensity = 5.740(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.888
Subarea runoff = 4.382(CFS)
Total initial stream area = 0.860(Ac.)
�- Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 612.000 to Point/Station 612.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.860(Ac.)
Runoff from this stream = 4.382(CFS)
Time of concentration = 7.14 min.
Rainfall intensity = 5.740(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 44.90
8.271
7.67
0.079 5.498
2 4.38
0.860
7.14
0.079 5.740
Qmax(1) _
1.000 *
1.000 *
44.901) +
0.957 *
1.000 *
4.382)+= 49.096
Qmax(2) _
"Va..
1.045 *
0.931 *
44.901) +
1.000 *
1.000 *
4.382) + = 48.040
Ventana
Commercial Line `B"
File Name: LineE
Total of 2 streams to confluence:
Flow rates before confluence point:
44.901 4.382
Maximum flow rates at confluence using above data:
49.096 48.040
Area of streams before confluence:
8.271 0.860
Effective area values after confluence:
9.131 8.558
Results of confluence:
Total flow rate = 49.096(CFS)
Time of concentration = 7.667 min.
Effective stream area after confluence = 9.131(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 9.13(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++Hill ++
Process from Point/Station 612.000 to Point/Station 903.100
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1716.570(Ft.)
Downstream point/station elevation = 1416.120(Ft.)
.�. Pipe length = 44.23(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 49.096(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 49.096(CFS)
Normal flow depth in pipe = 6.77(In.)
Flow top width inside pipe= 11.90(In.)
Critical depth could not be calculated.
Pipe flow velocity = 107.54(Ft/s)
Travel time through pipe= 0.01 min.
Time of concentration (TC) = 7.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 903.100 to Point/Station 903.100
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number I
Stream flow area = 9.131(Ac.)
Runoff from this stream = 49.096(CFS)
Time of concentration = 7.67 min.
Rainfall intensity = 5.495(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 903.100 to Point/Station 903.100
**** USER DEFINED FLOW INFORMATION AT A POINT ****
cm
19
Ventana
Commercial Line "E"
File Name: LineE
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Rainfall intensity = 1.056(In/Hr) fora 100.0 year storm
User specified values are as follows:
TC = 120.00 min. Rain intensity = 1.06(In/Hr)
Total area this stream = 0.01(Ac.)
Total Study Area (Main Stream No. 1) = 9.37(Ac.)
Total runoff = 19.82(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 903.100 to Point/Station 903.100
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.010(Ac.)
Runoff from this stream = 19.820(CFS)
Time of concentration = 120.00 min.
Rainfall intensity = 1.056(In/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 49.10 9.131 7.67 0.079 5.495
2 19.82 0.010 120.00 0.275 1.056
Qmax(1) _
1.000 * 1.000 * 49.096) +
6.686 * 0.064 * 19.820) + = 57.571
Qmax(2) _
0.180* 1.000* 49.096) +
1.000 * 1.000 * 19.820) + = 28.676
Total of 2 streams to confluence:
Flow rates before confluence point:
49.096 19.820
Maximum flow rates at confluence using above data:
57.571 28.676
Area of streams before confluence:
9.131 0.010
Effective area values after confluence:
9.131 9.141
Results of confluence:
Total flow rate = 57.571(CFS)
'*4ftV1 Time of concentration = 7.674 min.
20
0
Ventana
Commercial Line `B"
File Name: LineE
Effective stream area after confluence = 9.131(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 9.14(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 903.100 to Point/Station 903.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1716.120(Ft.)
Downstream point/station elevation = 1714.800(Ft.)
Pipe length = 132.74(Ft.) Manning's N = 0.015
No. of pipes= 1 Required pipe flow = 57.571(CFS)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 57.571(CFS)
Normal flow depth in pipe = 29.44(In.)
Flow top width inside pipe = 27.80(In.)
Critical Depth = 29.47(In.)
Pipe flow velocity = 9.30(Ft/s)
Travel time through pipe = 0.24 min.
Time of concentration (TC) = 7.91 min.
End of computations, Total Study Area = 9.37 (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
21
on
cm
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
LINE F
Node
Area
Ac
L
?H
S=% Soil
60-700
F-1
1.42
600
1741.45
1725.17
16.28
2.71
700-701
PIPE
XX
93.90
1720.10
1718.69
1.41
1.50
701-701
2-1
61-701
F-2
1.79
700
1741.45
1725.81
15.64 1
2.23
701-701
2-2
701-704
PIPE
XX
69.54
1718.69
1712
6.69
9.62
704-704
3-1
62-702
F-3
1.18
450
1736.9
1719
17.90
3.98
702-704
PIPE
XX
20.8
1715.1
1712
3.10
14.90
704-704
3-2
63-703
F-4
0.37
287.5
1724.8
1722.1
2.70
0.94
703-704
PIPE
XX
195.95
1717.1
1712
5.10
2.60
704-704
3-3
704-706
PIPE
XX
552.61
1712
1703
9.00
1.63
706-706
2-1
64-705
F-5
2.67
560
1725.05
1712.38
12.67
2.26
705-706
PIPE
XX
97.04
1706.38
1703
3.38
3.48
706-706
2-2
706-709
PIPE
XX
617.35
1703
1692.93
10.07
1.63
709-709
2-1
MAIN
65-707
F6
1.18
680
1712.53
1701.47 1
11.06
1.63
707-708
PIPE
XX
118.18
1695.47
1693.7
1.77
1.50
708-708
2-1
66-708
F-7
1.07
650
1712.16
1701.92
10.24
1.58
708-708
2-2
708-709
PIPE
XX
51.47
1693.7
1692.93
0.77
1.50
709-709
2-2
MAIN
709-711
PIPE
XX
135.17
1692.93
1690.73
2.20
1.63
711-711
2-1
67-710
F-8
0.55
360
1708.78
1699.96
8.82
2.45
710-711
PIPE
XX
46.44
1694.96
1690.73
4.23
9.11
711-711
2-2
711-713
PIPE
XX
144.18
1690.73
1686.37
4.36
3.02
713-713
2-1
68-712
F-9
1.54
450
1708.46
1698.28
10.18
2.26
712-713
PIPE
XX
62.43
1692.28
1686.37
5.91
9.47
713-713
2-2
713-716
PIPE
XX
22.28
1686.37
1685.7
0.67
3.01
716-716
3-1
69-714
F-10
0.54
1 640
1709.89
1692.5
17.39
2.72
714-716
PIPE
XX
30.97
1686.5
1685.7
0.80
2.58
716-716
3-2
70-715
F-11
0.49
600
1709.74
1692.88
16.86
2.81
715-716
PIPE
XX
22.46
1686.88
1685.7
1.18
5.25
716-716
3-3
716-908
PIPE
XX
89.63
1685.7
1682.99
2.71
3.02
Ventana
Commercial Line "F"
File Name: LineF
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0
Rational Hydrology Study Date: 08/31/06
Ventana at Duncan Canyon
100 Year Storm
JN 06075
Commercial Area - LINE "F" - PA 2, 3, 9, &�0
Program License Serial Number 4014
********* Hydrology Study Control Information"""""
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.600 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 60.000 to Point/Station 700.000
* * * * 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 600.000(Ft.)
Top (of initial area) elevation = 1741.450(Ft.)
Bottom (of initial area) elevation = 1725.170(Ft.)
Difference in elevation = 16.280(Ft.)
Slope = 0.02713 s(%)= 2.71
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.080 min.
Rainfall intensity = 5.328(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.887
Subarea runoff = 6.709(CFS)
Total initial stream area = 1.420(Ac.)
Pervious area fraction = 0.100
,w... Initial area Fm value = 0.079(In/Hr)
Ventana
Commercial Line "F"
File Name: LineF
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 700.000 to Point/Station 701.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 1720.100(Ft.)
Downstream point/station elevation = 1718.690(Ft.)
Pipe length = 93.90(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 6.709(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 6.709(CFS)
Normal flow depth in pipe = 12.00(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth = 12.49(In.)
Pipe flow velocity = 6.37(Ft/s)
Travel time through pipe = 0.25 min.
Time of concentration (TC) = 8.33 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 701.000 to Point/Station 701.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: i in normal stream number 1
Stream flow area = 1.420(Ac.)
Runoff from this stream = 6.709(CFS)
Time of concentration = 8.33 min.
Rainfall intensity = 5.233(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 61.000 to Point/Station 701.000
* * * * 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 700.000(Ft.)
Top (of initial area) elevation = 1741.420(Ft.)
Bottom (of initial area) elevation= 1725.810(Ft.)
Difference in elevation= 15.610(Ft.)
Slope= 0.02230 s(%)= 2.23
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration= 8.938 min.
Rainfall intensity = 5.015(ln/Hr) for a 100.0 year storm
,,..,. Effective runoff coefficient used for area (Q=KCIA) is C = 0.886
Subarea runoff = 7.952(CFS)
M
Ventana
Commercial Line "F"
File Name: LineF
r^' Total initial stream area = 1.790(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/1-Ir)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 701.000 to Point/station 701.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.790(Ac.)
Runoff from this stream = 7.952(CFS)
Time of concentration = 8.94 min.
Rainfall intensity = 5.015(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 6.71 1.420
8.33
0.079 5.233
2 7.95 1.790
8.94
0.079 5.015
Qmax(1) _
1.000 *
1.000 *
6.709) +
1.044 *
0.932 *
7.952) + = 14.444
Qmax(2) _
0.958 *
1.000 *
6.709) +
1.000 *
1.000 *
7.952) + = 14.377
Total of 2 streams to confluence:
Flow rates before confluence point:
6.709 7.952
Maximum flow rates at confluence using above data:
14.444 14.377
Area of streams before confluence:
1.420 1.790
Effective area values after confluence:
3.087 3.210
Results of confluence:
Total flow rate = 14.444(CFS)
Time of concentration = 8.326 min.
Effective stream area after confluence = 3.087(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 3.21(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 701.000 to Point/station 704.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1718.690(Ft.)
Downstream point/station elevation = 1712.000(Ft.)
1*4W
3
M
Ventana
Commercial Line 'T'
File Name: LineF
Pipe length = 69.54(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 14.444(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 14.444(CFS)
Normal flow depth in pipe = 10.45(In.)
Flow top width inside pipe = 13.79(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.83(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 8.40 min.
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++
Process from Point/Station 704.000 to Point/Station 704.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.087(Ac.)
Runoff from this stream = 14.444(CFS)
Time of concentration = 8.40 min.
Rainfall intensity = 5.206(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 62.000 to Point/Station 702.000
* * * * 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 450.000(Ft.)
Top (of initial area) elevation = 1736.900(Ft.)
Bottom (of initial area) elevation = 1719.000(Ft.)
Difference in elevation = 17.900(Ft.)
Slope = 0.03978 s(%)= 3.98
TC = k(0.304)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 6.672 min.
Rainfall intensity = 5.977(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.888
Subarea runoff = 6.264(CFS)
Total initial stream area = 1.180(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 702.000 to Point/Station 704.000
M
Ventana
Commercial Line "F"
File Name: LineF
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1715.100(Ft.)
Downstream point/station elevation = 1712.000(Ft.)
Pipe length = 20.80(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 6.264(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 6.264(CFS)
Normal flow depth in pipe = 6.18(In.)
Flow top width inside pipe= 11.99(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.37(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 6.69 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 704.000 to Point/Station 704.000
* * * * CONFLUENCE OF MINOR STREAMS * * * *
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.180(Ac.)
Runoff from this stream = 6.264(CFS)
Time of concentration = 6.69 min.
Rainfall intensity = 5.965(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 63.000 to Point/Station 703.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 287.500(Ft.)
Top (of initial area) elevation = 1724.800(Ft.)
Bottom (of initial area) elevation= 1722.100(Ft.)
Difference in elevation = 2.700(Ft.)
Slope = 0.00939 s(%)= 0.94
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.444 min.
Rainfall intensity = 5.597(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.887
Subarea runoff = 1.838(CFS)
Total initial stream area = 0.370(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
CM
L
Ventana
Commercial Line' F"
File Name: LineF
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 703.000 to Point/Station 704.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 1717.100(Ft.)
Downstream point/station elevation = 1712.000(Ft.)
Pipe length = 195.95(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 1.838(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.838(CFS)
Normal flow depth in pipe = 6.06(In.)
Flow top width inside pipe = 8.44(In.)
Critical Depth = 7.44(In.)
Pipe flow velocity = 5.81(Ft/s)
Travel time through pipe = 0.56 min.
Time of concentration (TC) = 8.01 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 704.000 to Point/Station 704.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.370(Ac.)
Runoff from this stream = 1.838(CFS)
Time of concentration = 8.01 min.
Rainfall intensity = 5.358(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 14.44
3.087
8.40
0.079 5.206
2 6.26
1.180
6.69
0.079 5.965
3 1.84
0.370
8.01
0.079 5.358
Qmax(1) _
1.000 *
1.000 *
14.444) +
0.871 *
1.000 *
6.264) +
0.971 *
1.000 *
1.838) + = 21.684
Qmax(2) _
1.148 * 0.797 * 14.444) +
1.000 * 1.000 * 6.264) +
1.115* 0.836* 1.838) + = 21.193
Qmax(3) _
1.030 * 0.953 * 14.444) +
0.897 * 1.000 * 6.264) +
1.000 * 1.000 * 1.838) + = 21.631
Total of 3 streams to confluence:
Flow rates before confluence point:
no
Ventana
Commercial Line "F"
File Name: LineF
14.444 6.264 1.838
Maximum flow rates at confluence using above data:
21.684 21.193 21.631
Area of streams before confluence:
3.087 1.180 0.370
Effective area values after confluence:
4.637 3.950 4.493
Results of confluence:
Total flow rate = 21.684(CFS)
Time of concentration = 8.399 min.
Effective stream area after confluence = 4.637(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 4.64(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 704.000 to Point/Station 706.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1712.000(Ft.)
Downstream point/station elevation = 1703.000(Ft.)
Pipe length = 552.61(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 21.684(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 21.684(CFS)
.� Normal flow depth in pipe = 17.25(In.)
Flow top width inside pipe= 21.58(In.)
Critical Depth = 19.97(In.)
Pipe flow velocity = 8.97(Ftls)
Travel time through pipe = 1.03 min.
Time of concentration (TC) = 9.43 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 706.000 to Point/Station 706.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 4.637(Ac.)
Runoff from this stream = 21.684(CFS)
Time of concentration = 9.43 min.
Rainfall intensity = 4.857(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 64.000 to Point/Station 705.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
O""'^ Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
7
Ventana
Commercial Line 'T'
File Name: LineF
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 560.000(Ft.)
Top (of initial area) elevation = 1725.050(Ft.)
Bottom (of initial area) elevation = 1712.380(Ft.)
Difference in elevation = 12.670(Ft.)
Slope = 0.02262 s(%)= 2.26
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.151 min.
Rainfall intensity = 5.300(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.887
Subarea runoff = 12.547(CFS)
Total initial stream area = 2.670(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 705.000 to Point/Station 706.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1706.380(Ft.)
Downstream point/station elevation = 1703.000(Ft.)
Pipe length = 97.04(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 12.547(CFS)
' Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 12.547(CFS)
Normal flow depth in pipe= 11.51(In.)
Flow top width inside pipe = 17.29(In.)
Critical Depth = 16.02(In.)
Pipe flow velocity = 10.52(Ft/s)
Travel time through pipe = 0.15 min.
Time of concentration (TC) = 8.31 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 706.000 to Point/Station 706.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.670(Ac.)
Runoff from this stream = 12.547(CFS)
Time of concentration = 8.31 min.
Rainfall intensity= 5.241(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
Ventana
Commercial Line "F"
File Name: LineF
1 21.68
4.637
9.43
0.079 4.857
2 12.55
2.670
8.31
0.079 5.241
Qmax(1) _
1.000 *
1.000 *
21.684) +
0.926 *
1.000 *
12.547) + = 33.299
Qmax(2) _
1.080 *
0.881 *
21.684) +
1.000 *
1.000 *
12.547) + = 33.185
Total of 2 streams to confluence:
Flow rates before confluence point:
21.684 12.547
Maximum flow rates at confluence using above data:
33.299 33.185
Area of streams before confluence:
4.637 2.670
Effective area values after confluence:
7.307 6.756
Results of confluence:
Total flow rate = 33.299(CFS)
Time of concentration = 9.427 min.
Effective stream area after confluence = 7.307(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 7.31(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
`- Process from Point/Station 706.000 to Point/Station 709.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1703.000(Ft.)
Downstream point/station elevation = 1692.930(Ft.)
Pipe length = 617.35(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 33.299(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 33.299(CFS)
Normal flow depth in pipe = 21.47(In.)
Flow top width inside pipe = 21.79(In.)
Critical Depth = 23.73(In.)
Pipe flow velocity = 9.82(Ft/s)
Travel time through pipe = 1.05 min.
Time of concentration (TC) = 10.47 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 709.000 to Point/Station 709.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 7.307(Ac.)
Runoff from this stream = 33.299(CFS)
Time of concentration = 10.47 min.
Rainfall intensity = 4.560(In/Hr)
9
_ ,.,...� _ _ # - .. .. ..............a..:.,.....x.www.mm.'w+^++x�'e.•..>-......,..,.....,.-...�...>.....�.«,...,w..+x�,.avww..w �mme. .. �--. ..- .., ,-«wn,.n..Y..... ..w. H.w,�m-.o,»...�...,, ..... ..y...,... .-..-s. .; .. .-. .,.. .. .., e _ ...... ...
Ventana
Commercial Line 'T'
File Name: LineF
01 "- Area averaged loss rate (Fm) = 0.0785(In/Hr)
Nommw Area averaged Pervious ratio (Ap) = 0.1000
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 65.000 to Point/Station 707.000
* * * * 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 680.000(Ft.)
Top (of initial area) elevation = 1712.530(Ft.)
Bottom (of initial area) elevation = 1701.470(Ft.)
Difference in elevation= 11.060(Ft.)
Slope= 0.01626 s(%)= 1.63
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration= 9.411 min.
Rainfall intensity = 4.862(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.885
Subarea runoff = 5.080(CFS)
Total initial stream area = 1.180(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 707.000 to Point/Station 708.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1695.470(Ft.)
Downstream point/station elevation = 1693.700(Ft.)
Pipe length = 118.18(Ft.) Manning's N= 0.015
No. of pipes = 1 Required pipe flow = 5.080(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 5.080(CFS)
Normal flow depth in pipe= 9.61(In.)
Flow top width inside pipe = 14.39(In.)
Critical Depth = 10.97(In.)
Pipe flow velocity = 6.11(Ft/s)
Travel time through pipe = 0.32 min.
Time of concentration (TC) = 9.73 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 708.000 to Point/Station 708.000
loww **** CONFLUENCE OF MINOR STREAMS ****
10
Ventana
Commercial Line "F"
File Name: LineF
" Along Main Stream number: 2 in normal stream number 1
Stream flow area = 1.180(Ac.)
Runoff from this stream = 5.080(CFS)
Time of concentration = 9.73 min.
Rainfall intensity = 4.765(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 66.000 to Point/Station 708.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 650.000(Ft.)
Top (of initial area) elevation = 1712.160(Ft.)
Bottom (of initial area) elevation = 1701.920(Ft.)
Difference in elevation = 10.240(Ft.)
Slope= 0.01575 s(%)= 1.58
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.302 min.
Rainfall intensity = 4.896(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.886
Subarea runoff = 4.640(CFS)
Total initial stream area = 1.070(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 708.000 to Point/Station 708.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.070(Ac.)
Runoff from this stream = 4.640(CFS)
Time of concentration = 9.30 min.
Rainfall intensity = 4.896(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
11
Ventana
Commercial Line "F"
File Name: LineF
1 5.08
1.180
9.73
0.079 4.765
2 4.64
1.070
9.30
0.079 4.896
Qmax(1)
_
1.000 *
1.000 *
5.080) +
0.973 *
1.000 *
4.640) + = 9.593
Qmax(2)
_
1.028 *
0.956 *
5.080) +
1.000 *
1.000 *
4.640) + = 9.631
Total of 2 streams to confluence:
Flow rates before confluence point:
5.080 4.640
Maximum flow rates at confluence using above data:
9.593 9.631
Area of streams before confluence:
1.180 1.070
Effective area values after confluence:
2.250 2.198
Results of confluence:
Total flow rate = 9.631(CFS)
Time of concentration = 9.302 min.
Effective stream area after confluence = 2.198(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 2.25(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 708.000 to Point/Station 709.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1693.700(Ft.)
Downstream point/station elevation = 1692.930(Ft.)
Pipe length = 51.47(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 9.631(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 9.631(CFS)
Normal flow depth in pipe = 12.91(In.)
Flow top width inside pipe= 16.21(In.)
Critical Depth = 14.39(In.)
Pipe flow velocity = 7.09(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 9.42 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 709.000 to Point/Station 709.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.198(Ac.)
Runoff from this stream = 9.631(CFS)
low*. Time of concentration = 9.42 min.
Rainfall intensity = 4.859(ln/Hr)
12
Ventana
Commercial Line 'T'
File Name: LineF
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 33.30
7.307
10.47
0.079 4.560
2 9.63
2.198
9.42
0.079 4.859
Qmax(1) _
1.000 *
1.000 *
33.299) +
0.938 *
1.000 *
9.631) + = 42.328
Qmax(2) _
1.067 *
0.900 *
33.299) +
1.000 *
1.000 *
9.631) + = 41.585
Total of 2 main streams to confluence:
Flow rates before confluence point:
34.299 10.631
Maximum flow rates at confluence using above data:
42.328 41.585
Area of streams before confluence:
7.307 2.198
Effective area values after confluence:
9.505 8.772
Results of confluence:
Total flow rate = 42.328(CFS)
Time of concentration = 10.474 min.
Effective stream area after confluence = 9.505(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total = 9.51(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 709.000 to Point/Station 711.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1692.930(Ft.)
Downstream point/station elevation = 1690.730(Ft.)
Pipe length = 135.17(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 42.328(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 42.328(CFS)
Normal flow depth in pipe = 22.97(In.)
Flow top width inside pipe = 25.42(In.)
Critical Depth = 26.13(In.)
Pipe flow velocity = 10.50(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 10.69 min.
im
13
Ventana
Commercial Line "F"
File Name: LineF
1001, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 711.000 to Point/Station 711.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 9.505(Ac.)
Runoff from this stream = 42.328(CFS)
Time of concentration = 10.69 min.
Rainfall intensity = 4.505(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 67.000 to Point/Station 710.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 360.000(Ft.)
Top (of initial area) elevation = 1708.780(Ft.)
.» Bottom (of initial area) elevation = 1699.960(Ft.)
Difference in elevation = 8.820(Ft.)
Slope = 0.02450 s(%)= 2.45
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.723 min.
Rainfall intensity = 5.949(ln/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.888
Subarea runoff = 2.906(CFS)
Total initial stream area = 0.550(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++Hill
+++++++++
Process from Point/Station 710.000 to Point/Station 711.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1694.960(Ft.)
Downstream point/station elevation = 1690.730(Ft.)
Pipe length = 46.44(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 2.906(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 2.906(CFS)
Normal flow depth in pipe = 5.40(In.)
Flow top width inside pipe = 8.82(In.)
..., Critical depth could not be calculated.
Pipe flow velocity = 10.50(Ft/s)
14
Ventana
Commercial Line "F"
File Name: LineF
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 6.80 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 711.000 to Point/Station 711.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.550(Ac.)
Runoff from this stream = 2.906(CFS)
Time of concentration = 6.80 min.
Rainfall intensity= 5.911 (In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 42.33
9.505
10.69
0.079 4.505
2 2.91
0.550
6.80
0.079 5.911
Qmax(1)
=
1.000 *
1.000 *
42.328) +
0.759 *
1.000 *
2.906) + = 44.534
Qmax(2)
=
1.318 *
0.636 *
42.328) +
1.000 *
1.000 *
2.906) + = 38.372
Total of 2 streams to confluence:
Flow rates before confluence point:
42.328 2.906
Maximum flow rates at confluence using above data:
44.534 38.372
Area of streams before confluence:
9.505 0.550
Effective area values after confluence:
10.055 6.594
Results of confluence:
Total flow rate = 44.534(CFS)
Time of concentration = 10.688 min.
Effective stream area after confluence = 10.055(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 10.06(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 711.000 to Point/Station 713.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1690.730(Ft.)
.00+•. Downstream point/station elevation= 1686.370(Ft.)
Pipe length = 144.18(Ft.) Manning's N = 0.015
15
Ventana
Commercial Line "F"
File Name: LineF
' No. of pipes = 1 Required pipe flow = 44.534(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 44.534(CFS)
Normal flow depth in pipe = 21.09(In.)
Flow top width inside pipe = 22.32(In.)
Critical depth could not be calculated.
Pipe flow velocity = 13.36(Ft/s)
Travel time through pipe= 0.18 min.
Time of concentration (TC) = 10.87 min.
+++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++
Process from Point/Station 713.000 to Point/Station 713.000
* * * * CONFLUENCE OF MINOR STREAMS * * * *
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 10.055(Ac.)
Runoff from this stream = 44.534(CFS)
Time of concentration = 10.87 min.
Rainfall intensity = 4.460(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
+++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++
Process from Point/Station 68.000 to Point/Station 712.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(ln/Hr)
Initial subarea data:
Initial area flow distance = 450.000(Ft.)
Top (of initial area) elevation = 1708.460(Ft.)
Bottom (of initial area) elevation = 1698.280(Ft.)
Difference in elevation= 10.180(Ft.)
Slope= 0.02262 s(%)= 2.26
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.469 min.
Rainfall intensity = 5.585(hi/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.887
Subarea runoff = 7.633(CFS)
Total initial stream area = 1.540(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
,*9W Process from Point/Station 712.000 to Point/Station 713.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
[G7
Ventana
Commercial Line "F"
File Name: LineF
Upstream point/station elevation= 1692.280(Ft.)
Downstream point/station elevation = 1686.370(Ft.)
Pipe length = 62.43(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 7.633(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 7.633(CFS)
Normal flow depth in pipe = 8.14(In.)
Flow top width inside pipe= 11.21(In.)
Critical depth could not be calculated.
Pipe flow velocity = 13.45(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 7.55 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 713.000 to Point/Station 713.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.540(Ac.)
Runoff from this stream = 7.633(CFS)
Time of concentration = 7.55 min.
Rainfall intensity = 5.551(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 44.53 10.055 10.87 0.079 4.460
2 7.63
1.540
7.55
0.079 5.551
Qmax(1)
_
1.000 *
1.000 *
44.534) +
0.801 *
1.000 *
7.633) + = 50.645
Qmax(2)
_
1.249 *
0.694 *
44.534) +
1.000 *
1.000*
'7.633)+= 46.256
Total of 2 streams to confluence:
Flow rates before confluence point:
44.534 7.633
Maximum flow rates at confluence using above data:
50.645 46.256
Area of streams before confluence:
10.055 1.540
Effective area values after confluence:
11.595 8.522
Results of confluence:
Total flow rate = 50.645(CFS)
Time of concentration = 10.868 min.
Effective stream area after confluence = 11.595(Ac.)
Study area average Pervious fraction(Ap) = 0.100
17
Ventana
Commercial Line "F"
File Name: LineF
Study area average soil loss rate(Fm) = 0.079(In/Hr)
I
Study area total (this main stream) = 11.60(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 713.000 to Point/Station 716.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1686370(Ft.)
Downstream point/station elevation = 1685.700(Ft.)
Pipe length = 22.28(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 50.645(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 50.645(CFS)
Normal flow depth in pipe = 20.70(In.)
Flow top width inside pipe = 27.75(In.)
Critical Depth = 27.68(In.)
Pipe flow velocity = 14.02(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 10.89 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 716.000 to Point/Station 716.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 11.595(Ac.)
Runoff from this stream = 50.645(CFS)
Time of concentration = 10.89 min.
Rainfall intensity = 4.453(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 69.000 to Point/Station 714.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 640.000(Ft.)
Top (of initial area) elevation = 1709.890(Ft.)
Bottom (of initial area) elevation = 1692.500(Ft.)
Difference in elevation = 17.390(Ft.)
Slope = 0.02717 s(%)= 2.72
., TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.289 min.
IN
Ventana
Commercial Line "F"
File Name: LineF
Rainfall intensity = 5.247(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.887
Subarea runoff = 2.512(CFS)
Total initial stream area = 0.540(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 714.000 to Point/Station 716.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1686.500(Ft.)
Downstream point/station elevation = 1685.700(Ft.)
Pipe length = 30.97(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 2.512(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.512(CFS)
Normal flow depth in pipe = 6.05(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth = 8.15(In.)
Pipe flow velocity = 6.34(Ft/s)
Travel time through pipe= 0.08 min.
Time of concentration (TC) = 8.37 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 716.000 to Point/Station 716.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.540(Ac.)
Runoff from this stream = 2.512(CFS)
Time of concentration = 8.37 min.
Rainfall intensity = 5.216(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
+++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++
Process from Point/Station 70.000 to Point/Station 715.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 600.000(Ft.)
look. Top (of initial area) elevation = 1709.740(Ft.)
�%We Bottom (of initial area) elevation = 1692.880(Ft.)
19
Ventana
Commercial Line' F"
File Name: LineF
Difference in elevation = 16.860(Ft.)
Slope= 0.02810 s(%)= 2.81
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.024 min.
Rainfall intensity = 5.350(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.887
Subarea runoff = 2.325(CFS)
Total initial stream area = 0.490(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 715.000 to Point/Station 716.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1686.880(Ft.)
Downstream point/station elevation = 1685.700(Ft.)
Pipe length = 22.46(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 2.325(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 2.325(CFS)
Normal flow depth in pipe = 5.59(In.)
Flow top width inside pipe = 8.73(In.)
Critical Depth = 8.14(In.)
Pipe flow velocity = 8.07(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 8.07 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 716.000 to Point/Station 716.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.490(Ac.)
Runoff from this stream = 2.325(CFS)
Time of concentration = 8.07 min.
Rainfall intensity = 5.332(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 50.64
11.595
10.89
0.079 4.453
2 2.51
0.540
8.37
0.079 5.216
3 2.32
0.490
8.07
0.079 5.332
Qmax(1) _
1.000 *
1.000 *
50.645) +
0.852 *
1.000 *
2.512) +
,...
0.833 *
1.000 *
2.325) + = 54.719
Qmax(2) _
N"W
QI]
Ventana
Commercial Line "F"
File Name: LineF
1.174 *
0.768 *
50.645) +
1.000 *
1.000 *
2.512) +
0.978 *
1.000 *
2.325) + = 50.483
Qmax(3) _
1.201 *
0.741 *
50.645) +
1.023 *
0.964 *
2.512) +
1.000 *
1.000 *
2.325) + = 49.850
Total of 3 streams to confluence:
Flow rates before confluence point:
50.645 2.512 2.325
Maximum flow rates at confluence using above data:
54.719 50.483 49.850
Area of streams before confluence:
11.595 0.540 0.490
Effective area values after confluence:
12.625 9.939 9.600
Results of confluence:
Total flow rate = 54.719(CFS)
Time of concentration = 10.895 min.
Effective stream area after confluence = 12.625(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 12.63(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 716.000 to Point/Station 908.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1685.700(Ft.)
Downstream point/station elevation = 1682.990(Ft.)
Pipe length = 89.63(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 54.719(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 54.719(CFS)
Normal flow depth in pipe = 21.94(In.)
Flow top width inside pipe = 26.60(In.)
Critical Depth = 28.22(In.)
Pipe flow velocity = 14.22(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 11.00 min.
End of computations, Total Study Area = 12.80 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged SCS curve number = 32.0
on
21
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
LIM
LINE G
Node
Area
Ac
L
?H
S=% Soil
71-800
G-1
0.83
705
1701.15
1680.41
20.74
2.94
800-801
PIPE
XX
55.42
1674.40
1672.55
1.85
3.34
801-801
2-1
72-801
G-2
1.11
700
1701.22
1680.56
20.66
2.95
801-801
2-2
801-804
PIPE
XX
116.67
1672.55
1668.65
3.90
3.34
804-804
2-1
MAIN
73-802
G-3
0.90
710
1701.26
1683.34
17.92
2.52
802-803
PIPE
XX
106.32
1677.34
1670.71
6.63
6.24
803-803
2-1
74-803
G-4,
1.44
735
1701.37
1681.17
20.20
2.75
803-803
2-2
803-804
PIPE
XX
32.99
1670.71
1668.65
2.06
6.24
804-804
2-2
MAIN
804-806
PIPE
XX
37.06
1668.65
1667.42
1.23
3.32
806-806
2-1
74-805
G-5
1.27
260
1680.97
1674.32
6.65
2.56
805-806
PIPE
XX
189.73
1669.32
1667.42
1.90
1.00
806-806 1
2-2
806-912 1
PIPE
XX
101.25
1 1667.42
1665.39
2.03
2.00
Ventana
Commercial Line "G"
File Name: LineG
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0
Rational Hydrology Study Date: 08/31/06
Ventana at Duncan Canyon
100 Year Storm
JN 06075
Commercial Area - LINE "G" - PA 2, 3, 9, &
Program License Serial Number 4014
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.600 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
`^++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 71.000 to Point/Station 800.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 705.000(Ft.)
Top (of initial area) elevation = 1701.150(Ft.)
Bottom (of initial area) elevation= 1680.410(Ft.)
Difference in elevation = 20.740(Ft.)
Slope = 0.02942 s(%)= 2.94
TC = k(0.304)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 8.481 min.
Rainfall intensity = 5.176(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.886
Subarea runoff = 3.807(CFS)
Total initial stream area = 0.830(Ac.)
Pervious area fraction = 0.100
�,.. Initial area Fm value = 0.079(In/Hr)
05
Ventana
Commercial Line "G"
File Name: LineG
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 800.000 to Point/Station 801.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1674.400(Ft.)
Downstream point/station elevation = 1672.550(Ft.)
Pipe length = 55.42(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 3.807(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.807(CFS)
Normal flow depth in pipe = 7.22(In.)
Flow top width inside pipe= 11.75(In.)
Critical Depth = 9.97(In.)
Pipe flow velocity = 7.71(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 8.60 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 801.000 to Point/Station 801.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.830(Ac.)
Runoff from this stream = 3.807(CFS)
Time of concentration = 8.60 min.
Rainfall intensity = 5.132(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++
Process from Point/Station 72.000 to Point/Station 801.000
* * * * 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 700.000(Ft.)
Top (of initial area) elevation = 1701.220(Ft.)
Bottom (of initial area) elevation = 1680.560(Ft.)
Difference in elevation = 20.660(Ft.)
Slope = 0.02951 s(%)= 2.95
TC = k(0.304)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 8.451 min.
Rainfall intensity = 5.186(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.886
Subarea runoff= 5.103(CFS)
2
Ventana
Commercial Line "G"
File Name: LineG
laws ` Total initial stream area = 1.110(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 801.000 to Point/station 801.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.110(Ac.)
Runoff from this stream = 5.103(CFS)
Time of concentration = 8.45 min.
Rainfall intensity = 5.186(ln/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 3.81 0.830
8.60
0.079 5.132
2 5.10 1.110
8.45
0.079 5.186
Qmax(1) _
1.000 *
1.000 *
3.807) +
0.989 *
1.000 *
5.103) + = 8.856
Qmax(2) _
1.011 *
0.983 *
3.807) +
1.000 *
1.000 *
5.103) + = 8.884
Total of 2 streams to confluence:
Flow rates before confluence point:
3.807 5.103
Maximum flow rates at confluence using above data:
8.856 8.884
Area of streams before confluence:
0.830 1.110
Effective area values after confluence:
1.940 1.926
Results of confluence:
Total flow rate = 8.884(CFS)
Time of concentration = 8.451 min.
Effective stream area after confluence = 1.926(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 1.94(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 801.000 to Point/Station 804.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1672.550(Ft.)
Downstream point/station elevation= 1668.650(Ft.)
3
Ventana
Commercial Line "G"
File Name: LineG
Pipe length = 116.67(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 8.884(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 8.884(CFS)
Normal flow depth in pipe = 10.80(In.)
Flow top width inside pipe = 13.47(In.)
Critical Depth = 13.82(In.)
Pipe flow velocity = 9.39(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 8.66 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 804.000 to Point/Station 804.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 1.926(Ac.)
Runoff from this stream = 8.884(CFS)
Time of concentration = 8.66 min.
Rainfall intensity = 5.112(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 73.000 to Point/Station 802.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance= 710.000(Ft.)
Top (of initial area) elevation = 1701.260(Ft.)
Bottom (of initial area) elevation = 1683.340(Ft.)
Difference in elevation = 17.920(Ft.)
Slope = 0.02524 s(%)= 2.52
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.769 min.
Rainfall intensity = 5.073(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.886
Subarea runoff = 4.045(CFS)
Total initial stream area = 0.900(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
cm
M
Ventana
Commercial Line "G"
File Name: LineG
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 802.000 to Point/Station 803.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1677.340(Ft.)
Downstream point/station elevation= 1670.710(Ft.)
Pipe length = 106.32(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 4.045(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.045(CFS)
Normal flow depth in pipe = 6.18(In.)
Flow top width inside pipe= 11.99(In.)
Critical Depth = 10.21(In.)
Pipe flow velocity = 9.94(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 8.95 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 803.000 to Point/Station 803.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.900(Ac.)
Runoff from this stream = 4.045(CFS)
Time of concentration = 8.95 min.
Rainfall intensity= 5.012(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
'. Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 74.000 to Point/Station 803.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 735.000(Ft.)
Top (of initial area) elevation = 1701.370(Ft.)
Bottom (of initial area) elevation = 1681.170(Ft.)
Difference in elevation = 20.200(Ft.)
Slope = 0.02748 s(%)= 2.75
TC = k(0.304)*[(length13)/(elevation change)]^0.2
Initial area time of concentration = 8.741 min.
Rainfall intensity = 5.082(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.886
Subarea runoff = 6.485(CFS)
�..a Total initial stream area = 1.440(Ac.)
5
Ventana
Commercial Line "G"
File Name: LineG
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 803.000 to Point/station 803.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.440(Ac.)
Runoff from this stream = 6.485(CFS)
Time of concentration = 8.74 min.
Rainfall intensity = 5.082(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 4.05
0.900
8.95
0.079 5.012
2 6.48
1.440
8.74
0.079 5.082
Qmax(1)
_
1.000 *
1.000 *
4.045) +
0.986 *
1.000 *
6.485) + = 10.439
Qmax(2)
_
1.014 *
0.977 *
4.045) +
`
1.000 *
1.000 *
6.485) + = 10.494
Total of 2 streams to confluence:
Flow rates before confluence point:
4.045 6.485
Maximum flow rates at confluence using above data:
10.439 10.494
Area of streams before confluence:
0.900 1.440
Effective area values after confluence:
2.340 2.319
Results of confluence:
Total flow rate = 10.494(CFS)
Time of concentration = 8.741 min.
Effective stream area after confluence = 2.319(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 2.34(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 803.000 to Point/station 804.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 1670.710(Ft.)
Downstream point/station elevation = 1668.650(Ft.)
Pipe length = 32.99(Ft.) Manning's N = 0.015
2
Ventana
Commercial Line "G"
File Name: LineG
No. of pipes = 1 Required pipe flow = 10.494(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 10.494(CFS)
Normal flow depth in pipe = 9.69(In.)
Flow top width inside pipe = 14.35(In.)
Critical depth could not be calculated.
Pipe flow velocity = 12.51(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 8.79 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 804.000 to Point/Station 804.000
* * * * CONFLUENCE OF MAIN STREAMS * * * *
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.319(Ac.)
Runoff from this stream = 10.494(CFS)
Time of concentration = 8.79 min.
Rainfall intensity = 5.067(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 8.88 1.926
8.66
0.079 5.112
2 10.49 2.319
8.79
0.079 5.067
Qmax(1) _
1.000 *
1.000 *
8.884) +
1.009 *
0.986 *
10.494) + = 19.318
Qmax(2) _
0.991 *
1.000 *
8.884) +
1.000 *
1.000 *
10.494) + = 19.299
Total of 2 main streams to confluence:
Flow rates before confluence point:
9.884 11.494
Maximum flow rates at confluence using above data:
19.318 19.299
Area of streams before confluence:
1.926 2.319
Effective area values after confluence:
4.211 4.245
Results of confluence:
Total flow rate = 19.318(CFS)
Time of concentration = 8.658 min.
Effective stream area after confluence = 4.211 (Ac.)
,0mStudy area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
7
D
Ventana
Commercial Line "G"
File Name: LineG
Study area total = 4.24(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 804.000 to Point/Station 806.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1668.650(Ft.)
Downstream point/station elevation = 1667.420(Ft.)
Pipe length = 37.06(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 19.318(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 19.318(CFS)
Normal flow depth in pipe = 13.85(In.)
Flow top width inside pipe = 19.90(In.)
Critical Depth = 18.98(In.)
Pipe flow velocity = 11.48(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 8.71 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 806.000 to Point/Station 806.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 4.211 (Ac.)
Runoff from this stream = 19.318(CFS)
°.� Time of concentration = 8.71 min.
Rainfall intensity= 5.093(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 74.000 to Point/Station 805.000
* * * * 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 260.000(Ft.)
Top (of initial area) elevation = 1680.970(Ft.)
Bottom (of initial area) elevation = 1674.320(Ft.)
Difference in elevation = 6.650(Ft.)
Slope = 0.02558 s(%)= 2.56
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
... Initial area time of concentration = 5.852 min.
Rainfall intensity = 6.466(In/Hr) fora 100.0 year storm
Ventana
Commercial Line "G"
File Name: LineG
Effective runoff coefficient used for area (Q=KCIA) is C = 0.889
Subarea runoff= 7.301(CFS)
Total initial stream area = 1.270(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 805.000 to Point/Station 806.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1669.320(Ft.)
Downstream point/station elevation = 1667.420(Ft.)
Pipe length = 189.73(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 7.301(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 7.301(CFS)
Normal flow depth in pipe = 12.19(In.)
Flow top width inside pipe = 16.83(In.)
Critical Depth = 12.56(In.)
Pipe flow velocity = 5.73(Ft/s)
Travel time through pipe= 0.55 min.
Time of concentration (TC) = 6.40 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 806.000 to Point/Station 806.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.270(Ac.)
Runoff from this stream = 7.301(CFS)
Time of concentration = 6.40 min.
Rainfall intensity= 6.126(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 19.32
4.211
8.71
0.079 5.093
2 7.30
1.270
6.40
0.079 6.126
Qmax(1) _
1.000 *
1.000 *
19.318) +
0.829 *
1.000 *
7.301) + = 25.372
Qmax(2) _
1.206 *
0.735 *
19.318) +
1.000 *
1.000 *
7.301) + = 24.426
Total of 2 streams to confluence:
Flow rates before confluence point:
19.318 7.301
Maximum flow rates at confluence using above data:
E
25.372 24.426
N%W.,, Area of streams before confluence:
4.211 1.270
Effective area values after confluence:
5.481 4.366
Results of confluence:
Total flow rate = 25.372(CFS)
Time of concentration = 8.712 min.
Effective stream area after confluence = 5.481(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.079(In/Hr)
Study area total (this main stream) = 5.48(Ac.)
M
N
Ventana
Commercial Line "G"
File Name: LineG
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 806.000 to Point/Station 912.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1667.420(Ft.)
Downstream point/station elevation = 1665.390(Ft.)
Pipe length = 101.25(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 25.372(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 25.372(CFS)
Normal flow depth in pipe = 18.05(In.)
Flow top width inside pipe = 20.73(In.)
Critical Depth = 21.24(In.)
Pipe flow velocity = 10.02(Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 8.88 min.
End of computations, Total Study Area = 5.55 (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
10
1
2
3
4
5
6
8
9
1(
1'
1;
1:
1�
1
1�
1
1
1
2
2
2
2
2
2
2
2
G
14
Lytle Creek Road Line B-5
Node
Area
Ac
L
? H
S=% Soil
75-900
8-1
1.36
975
1763.2
1737.54
25.66
2.63%
900-902
PIPE
XX
47.47
1731.54
1730.5
1.04
2.19%
902-902
3-1
76-901
S-2
1.25
1000
1763.11
1737.62
25.49
2.55%
901-902
PIPE
XX
32.26
1731.62
1730.5
1.12
3.47%
902-902
3-2
902-902
902-902
3-3
14
Q=52 CFS TC =9.454
USER INPUT
902-902.1
PIPE
XX
351.56
1730.5
1716.97
13.53
3.85%
902.1-902.1
900-902.1
902.1-902.1
2-1
S-2.5
2-2
0.37
350
1737
1728
9
2.57%
c 902.1-903
PIPE
XX
56.43
1716.97
1714.8
2.17
3.85%
4 903-903
2-1
903-903
9.37
Q=57.57
T = 7.91
USER INPUT
> 903-903
2-2
903-906
PIPE
XX
588.99
1714.8
1701.97
12.83
2.18%
3 906-906
3-1
902.1-904
S-3
0.73
635
1728
1710.74
17.26
2.72%
904-906
PIPE
XX
44.13
1705.74
1701.97
3.77
8.54%
t 906-906
3-2
901-905
S-4
1.11
1000
1737.62
1710.73
26.89
2.69%
3 905-906
PIPE
XX
32.33
1705.73
1701.97
3.76
11.63%
4 906-906
3-3
5 906-907
PIPE
XX
402.49
1701.97
1693.2
8.77
2.18%
8 907-907
2-1
7 907-907
9.3
Q=30.17
TC = 13.7
USER INPUT
8 907-907
2
9r- 907-908PE
XX
303.4
1693.2
1682.99
10.21
3.37%
0 908-9081i
1
0,
m
31
32
32
34
3E
3E
3i
3E
3E
4(
4'
4:
4'
4d
4;
4E
4'
47
41
51
5'
5:
5:
5,
5
5
5
5
Lytle Creek Road Line B-5
Node
Area
Ac
L
?H
S=% Soil
908-908
12.8
Q=54.72
TC =11.0
USER INPUT
908-908
2-1
908-911
PIPE
XX
1 274.97
1682.99
1674.27
8.72
3.17%
911-911
3-1
904-909
S-5
1.05
990
1737.54
1684.12
53.42
5.40%
909-911
PIPE
XX
43.07
1679.12
1674.27
4.85
11.26%
911-911
3-2
905-910
S-6
1.03
980
1710.74
1683.57
27.17
2.77%
910-911
PIPE
XX
31.21
1678.57
1674.27
4.3
13.78%
911-911
3-3
911-912
PIPE
XX
279.86
1674.27
1665.39
8.88
3.17%
912-912
2-1
912-912
5.55
Q=25.37
TC = 8.88
USER INPUT
912-912
2-2
912-914
PIPE
XX
709.82
1665.39
1649.55
15.84
2.23%
914-914
2-1
77-913
S-7
2.57
575
1669
1657.5
11.5
2.00%
913-914
PIPE
XX
51
1651.5
1649.55
1.95
3.82%
1 914-914
2-2
914-917
PIPE
XX
16.01
1649.55
1649.19
0.36
2.25%
917-917
3-1
909-915
S-8
1.08
1000
1684.12
1657.01
27.11
2.71%
915-917
PIPE
XX
32.19
1652
1649.19
2.81
8.73%
G 917-917
3-2
i 910-916
S-9
1.03
985
1683.57
1657.43
26.14
2.65%
> 916-917
PIPE
XX
48.91
1652.43
1649.19
3.24
6.62%
917-917
3-3
3 917-918
PIPE
XX
442.99
1649.19
1 1639.3
9.89
2.23%
N
Ventana
Master Plan Line "B-5"
File Name: LineB5
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0
Rational Hydrology Study Date: 09/19/06
Ventana at Duncan Canyon
100 Year Storm
JN 06075
Master Plan Line B-5 on Lytle Creek Rd
Program License Serial Number 4014
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.600 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 75.000 to Point/Station 900.000
**** INIITIAL 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 975.000(Ft.)
Top (of initial area) elevation = 1763.200(Ft.)
Bottom (of initial area) elevation = 1737.540(Ft.)
Difference in elevation = 25.660(Ft.)
Slope = 0.02632 s(%)= 2.63
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.872 min.
Rainfall intensity = 4.724(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.885
Subarea runoff = 5.687(CFS)
Total initial stream area = 1.360(Ac.)
.40", Pervious area fraction = 0.100
•*ftw Initial area Fm value = 0.079(In/Hr)
Ventana
Master Plan Line `B-5"
File Name: LineB5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 900.000 to Point/Station 902.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1731.540(Ft.)
Downstream point/station elevation = 1730.500(Ft.)
Pipe length = 47.47(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 5.687(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 5.687(CFS)
Normal flow depth in pipe = 9.13(In.)
Flow top width inside pipe = 14.64(In.)
Critical Depth = 11.59(In.)
Pipe flow velocity = 7.28(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 9.98 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 902.000 to Point/Station 902.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.360(Ac.)
Runoff from this stream = 5.687(CFS)
Time of concentration= 9.98 min.
Rainfall intensity = 4.694(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 76.000 to Point/Station 901.000
* * * * 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1763.110(Ft.)
Bottom (of initial area) elevation = 1737.620(Ft.)
Difference in elevation = 25.490(Ft.)
Slope = 0.02549 s(%)= 2.55
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.037 min.
Rainfall intensity = 4.678(In/Hr) for a 100.0 year storm
2
Ventana
Master Plan Line `B-5"
File Name: LineB5
Effective runoff coefficient used for area (Q=KCIA) is C = 0.885
Subarea runoff = 5.174(CFS)
Total initial stream area = 1.250(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 901.000 to Point/Station 902.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1731.620(Ft.)
Downstream point/station elevation = 1730.500(Ft.)
Pipe length = 32.26(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 5.174(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 5.174(CFS)
Normal flow depth in pipe = 8.89(In.)
Flow top width inside pipe= 10.51(In.)
Critical Depth = 11.11(In.)
Pipe flow velocity = 8.29(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 10.10 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 902.000 to Point/Station 902.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.250(Ac.)
Runoff from this stream = 5.174(CFS)
Time of concentration= 10.10 min.
Rainfall intensity = 4.660(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 902.000 to Point/Station 902.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
CONDOMINIUM 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr)
Rainfall intensity = 4.849(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 9.45 min. Rain intensity = 4.85(In/Hr)
,„r Total area this stream = 14.00(Ac.)
Ventana
Master Plan Line `B-5"
File Name: LineB5
Total Study Area (Main Stream No. 1) = 16.61(Ac.)
Total runoff = 52.00(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 902.000 to Point/Station 902.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 14.000(Ac.)
Runoff from this stream = 52.000(CFS)
Time of concentration = 9.45 min.
Rainfall intensity= 4.849(ln/Hr)
Area averaged loss rate (Fm) = 0.2748(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3500
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 5.69
1.360
9.98
0.079 4.694
2 5.17
1.250
10.10
0.079 4.660
3 52.00
14.000
9.45
0.275 4.849
Qmax(1) _
1.000 *
1.000 *
5.687) +
1.007 *
0.988 *
5.174) +
0.966 *
1.000 *
52.000) + = 61.071
Qmax(2)
_
0.993 *
1.000 *
5.687) +
1.000 *
1.000 *
5.174) +
0.959 *
1.000 *
52.000) + = 60.671
Qmax(3)
_
1.034 *
0.947 *
5.687) +
1.041 *
0.936 *
5.174) +
1.000 *
1.000 *
52.000) + = 62.610
Total of 3 streams to confluence:
Flow rates before confluence point:
5.687 5.174 52.000
Maximum flow rates at confluence using above data:
61.071 60.671 62.610
Area of streams before confluence:
1.360 1.250 14.000
Effective area values after confluence:
16.595 16.610 16.458
Results of confluence:
Total flow rate = 62.610(CFS)
Time of concentration = 9.454 min.
Effective stream area after confluence = 16.458(Ac.)
Study area average Pervious fraction(Ap) = 0.311
Study area average soil loss rate(Fm) = 0.244(In/Hr)
Study area total (this main stream) = 16.61 (Ac.)
11
OR
Ventana
Master Plan Line `B-5"
File Name: LineB5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 902.000 to Point/Station 902.100
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1730.500(Ft.)
Downstream point/station elevation = 1716.970(Ft.)
Pipe length = 351.56(Ft.) Maiming's N = 0.015
No. of pipes = 1 Required pipe flow = 62.610(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 62.610(CFS)
Normal flow depth in pipe = 22.22(In.)
Flow top width inside pipe = 26.30(In.)
Critical depth could not be calculated.
Pipe flow velocity = 16.07(Ft/s)
Travel time through pipe = 0.36 min.
Time of concentration (TC) = 9.82 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 902.100 to Point/Station 902.100
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 16.458(Ac.)
�. Runoff from this stream= 62.610(CFS)
Time of concentration = 9.82 min.
Rainfall intensity = 4.740(In/Hr)
Area averaged loss rate (Fm) = 0.2440(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3107
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 902.100 to Point/Station 902.100
* * * * 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 350.000(Ft.)
Top (of initial area) elevation = 1737.000(Ft.)
Bottom (of initial area) elevation = 1728.000(Ft.)
Difference in elevation = 9.000(Ft.)
Slope = 0.02571 s(%)= 2.57
TC = k(0.304)*[(length^3)/(elevation change)]/'0.2
Initial area time of concentration = 6.584 min.
4d""' Rainfall intensity = 6.025(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.888
Ventana
Master Plan Line `B-5"
File Name: LineB5
Subarea runoff = 1.980(CFS)
Total initial stream area = 0.370(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++
Process from Point/Station 902.100 to Point/Station 902.100
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.370(Ac.)
Runoff from this stream = 1.980(CFS)
Time of concentration = 6.58 min.
Rainfall intensity = 6.025(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 62.61
16.458
9.82
0.244 4.740
2 1.98
0.370
6.58
0.079 6.025
Qmax(1) _
1.000 *
1.000 *
62.610) +
0.784 *
1.000 *
1.980) + = 64.162
Qmax(2) _
1.286 *
0.671 *
62.610) +
1.000 *
1.000 *
1.980) + = 55.957
o
Total of 2 streams to confluence:
Flow rates before confluence point:
62.610 1.980
Maximum flow rates at confluence using above data:
64.162 55.957
Area of streams before confluence:
16.458 0.370
Effective area values after confluence:
16.828 11.406
Results of confluence:
Total flow rate = 64.162(CFS)
Time of concentration = 9.819 min.
Effective stream area after confluence = 16.828(Ac.)
Study area average Pervious fraction(Ap) = 0.306
Study area average soil loss rate(Fm) = 0.240(In/Hr)
Study area total (this main stream) = 16.83(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 902.100 to Point/Station 903.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
2
Ventana
Master Plan Line `B-5"
File Name: LineB5
Upstream point/station elevation = 1716.970(Ft.)
Downstream point/station elevation = 1714.800(Ft.)
Pipe length = 56.43(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 64.162(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 64.162(CFS)
Normal flow depth in pipe = 22.69(In.)
Flow top width inside pipe = 25.76(In.)
Critical depth could not be calculated.
Pipe flow velocity = 16.11(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 9.88 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 903.000 to Point/Station 903.000
* * * * CONFLUENCE OF MINOR STREAMS * * * *
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 16.828(Ac.)
Runoff from this stream = 64.162(CFS)
Time of concentration = 9.88 min.
Rainfall intensity = 4.723(In/Hr)
Area averaged loss rate (Fm) = 0.2403(In/Hr)
Area averaged Pervious ratio (Ap) = 0.3061
'++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 903.000 to Point/Station 903.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Rainfall intensity = 5.396(In/Hr) fora 100.0 year storm
User specified values are as follows:
TC = 7.91 min. Rain intensity = 5.40(In/Hr)
Total area this stream = 9.37(Ac.)
Total Study Area (Main Stream No. 1) = 26.35(Ac.)
Total runoff = 57.57(CFS)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++
Process from Point/Station 903.000 to Point/Station 903.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
"^ Stream flow area = 9.370(Ac.)
Runoff from this stream = 57.570(CFS)
7
Ventana
Master Plan Line `B-5"
File Name: LineB5
Time of concentration = 7.91 min.
Rainfall intensity = 5.396(In/1-1r)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 64.16
16.828
9.88
0.240 4.723
2 57.57
9.370
7.91
0.079 5.396
Qmax(1) _
1.000 *
1.000 *
64.162) +
0.873 *
1.000 *
57.570) + = 114.445
Qmax(2) _
1.150 *
0.801 *
64.162) +
1.000 *
1.000 *
57.570) + = 116.671
Total of 2 streams to confluence:
Flow rates before confluence point:
64.162 57.570
Maximum flow rates at confluence using above data:
114.445 116.671
Area of streams before confluence:
16.828 9.370
Effective area values after confluence:
26.198 22.847
Results of confluence:
Total flow rate = 116.671(CFS)
Time of concentration= 7.910 min.
Effective stream area after confluence = 22.847(Ac.)
Study area average Pervious fraction(Ap) = 0.232
Study area average soil loss rate(Fm) = 0.182(In/Hr)
Study area total (this main stream) = 26.20(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 903.000 to Point/Station 906.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1714.800(Ft.)
Downstream point/station elevation = 1701.970(Ft.)
Pipe length = 588.99(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 116.671(CFS)
Nearest computed pipe diameter = 42.00(In.)
Calculated individual pipe flow = 116.671(CFS)
Normal flow depth in pipe = 31.36(In.)
Flow top width inside pipe = 36.53(In.)
Critical Depth = 38.69(In.)
Pipe flow velocity = 15.15(Ft/s)
Travel time through pipe = 0.65 min.
40- Time of concentration (TC) = 8.56 min.
ORM
gn
Ventana
Master Plan Line `B-5"
File Name: LineB5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 906.000 to Point/Station 906.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 22.847(Ac.)
Runoff from this stream= 116.671(CFS)
Time of concentration = 8.56 min.
Rainfall intensity = 5.147(In/Hr)
Area averaged loss rate (Fm) = 0.1824(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2324
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 902.100 to Point/Station 904.000
* * * * 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 635.000(Ft.)
Top (of initial area) elevation = 1728.000(Ft.)
Bottom (of initial area) elevation = 1710.740(Ft.)
Difference in elevation = 17.260(Ft.)
Slope = 0.02718 s(%)= 2.72
TC = k(0.304)*[(length13)/(elevation change)]^0.2
Initial area time of concentration = 8.263 min.
Rainfall intensity = 5.257(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.887
Subarea runoff = 3.402(CFS)
Total initial stream area = 0.730(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 904.000 to Point/Station 906.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1705.740(Ft.)
Downstream point/station elevation = 1701.970(Ft.)
Pipe length = 44.13(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 3.402(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 3.402(CFS)
" Normal flow depth in pipe = 6.15(In.)
Flow top width inside pipe = 8.37(In.)
so
Ventana
Master Plan Line `B-5"
File Name: LineBS
Critical depth could not be calculated.
Pipe flow velocity = 10.56(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 8.33 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 906.000 to Point/Station 906.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.730(Ac.)
Runoff from this stream = 3.402(CFS)
Time of concentration = 8.33 min.
Rainfall intensity = 5.231(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 901.000 to Point/Station 905.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1737.620(Ft.)
Bottom (of initial area) elevation = 1710.730(Ft.)
Difference in elevation = 26.890(Ft.)
Slope = 0.02689 s(%)= 2.69
TC = k(0.304)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 9.930 min.
Rainfall intensity = 4.708(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.885
Subarea runoff = 4.625(CFS)
Total initial stream area = 1.110(Ac.)
Pervious area fraction= 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 905.000 to Point/Station 906.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1705.730(Ft.)
Downstream point/station elevation = 1701.970(Ft.)
Pipe length = 32.33(Ft.) Manning's N = 0.015
10
Ventana
Master Plan Line `B-5"
File Name: LineB5
No. of pipes = 1 Required pipe flow = 4.625(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 4.625(CFS)
Normal flow depth in pipe = 6.97(In.)
Flow top width inside pipe = 7.52(In.)
Critical depth could not be calculated.
Pipe flow velocity = 12.59(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 9.97 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 906.000 to Point/Station 906.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 1.110(Ac.)
Runoff from this stream = 4.625(CFS)
Time of concentration = 9.97 min.
Rainfall intensity = 4.696(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
.� No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
M
1 116.67 22.847 8.56 0.182 5.147
2 3.40 0.730 8.33 0.079 5.231
3 4.62 1.110 9.97 0.079 4.696
Qmax(1) _
1.000 * 1.000 * 116.671) +
0.984 * 1.000 * 3.402) +
1.098 * 0.858 * 4.625) + = 124.375
Qmax(2) _
1.017 * 0.974 * 116.671) +
1.000 * 1.000 * 3.402) +
1.116 * 0.836 * 4.625) + = 123.213
Qmax(3) _
0.909 * 1.000 * 116.671) +
0.896 * 1.000 * 3.402) +
1.000 * 1.000 * 4.625) + = 113.734
Total of 3 streams to confluence:
Flow rates before confluence point:
116.671 3.402 4.625
Maximum flow rates at confluence using above data:
124.375 123.213 113.734
Area of streams before confluence:
22.847 0.730 1.110
Effective area values after confluence:
24.529 23.903 24.687
;,. Results of confluence:
11
Ventana
Master Plan Line `B-5"
File Name: LineB5
Total flow rate = 124.375(CFS)
Time of concentration = 8.558 min.
Effective stream area after confluence = 24.529(Ac.)
Study area average Pervious fraction(Ap) = 0.223
Study area average soil loss rate(Fm) = 0.175(In/Hr)
Study area total (this main stream) = 24.69(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 906.000 to Point/Station 907.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1701.970(Ft.)
Downstream point/station elevation = 1693.200(Ft.)
Pipe length = 402.49(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 124.375(CFS)
Nearest computed pipe diameter = 42.00(In.)
Calculated individual pipe flow = 124.375(CFS)
Normal flow depth in pipe = 33.19(In.)
Flow top width inside pipe = 34.20(In.)
Critical Depth = 39.33(In.)
Pipe flow velocity = 15.24(Ft/s)
Travel time through pipe = 0.44 min.
Time of concentration (TC) = 9.00 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
N`""" Process from Point/Station 907.000 to Point/Station 907.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 24.529(Ac.)
Runoff from this stream = 124.375(CFS)
Time of concentration = 9.00 min.
Rainfall intensity = 4.995(In/Hr)
Area averaged loss rate (Fm) = 0.1747(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2225
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 907.000 to Point/Station 907.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Rainfall intensity= 3.881(In/Hr) fora 100.0 year storm
*^" User specified values are as follows:
TC = 13.70 min. Rain intensity = 3.88(In/Hr)
12
Ventana
Master Plan Line `B-5"
File Name: LineB5
Total area this stream = 9.30(Ac.)
Total Study Area (Main Stream No. 1) = 37.49(Ac.)
Total runoff = 30.17(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 907.000 to Point/Station 907.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 9.300(Ac.)
Runoff from this stream = 30.170(CFS)
Time of concentration = 13.70 min.
Rainfall intensity= 3.881(In/1-1r)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 124.38
24.529
9.00
0.175 4.995
2 30.17
9.300
13.70
0.079 3.881
Qmax(1) _
M-
1.000 *
1.000 *
124.375) +
1.293 *
0.657 *
30.170) + = 149.993
" Qmax(2) _
0.769 *
1.000 *
124.375) +
1.000 *
1.000 *
30.170) + = 125.813
Total of 2 streams to confluence:
Flow rates before confluence point:
124.375 30.170
Maximum flow rates at confluence using above data:
149.993 125.813
Area of streams before confluence:
24.529 9.300
Effective area values after confluence:
30.638 33.829
Results of confluence:
Total flow rate = 149.993(CFS)
Time of concentration = 8.998 min.
Effective stream area after confluence = 30.638(Ac.)
Study area average Pervious fraction(Ap) = 0.189
Study area average soil loss rate(Fm) = 0.148(In/Hr)
Study area total (this main stream) = 33.83(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 907.000 to Point/Station 908.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1693.200(Ft.)
13
Ventana
Master Plan Line `B-5"
File Name: LineB5
Downstream point/station elevation = 1682.990(Ft.)
Pipe length = 303.40(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 149.993(CFS)
Nearest computed pipe diameter = 42.00(In.)
Calculated individual pipe flow = 149.993(CFS)
Normal flow depth in pipe= 32.30(In.)
Flow top width inside pipe= 35.41(In.)
Critical depth could not be calculated.
Pipe flow velocity = 18.90(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 9.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 908.000 to Point/Station 908.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 30.638(Ac.)
Runoff from this stream = 149.993(CFS)
Time of concentration = 9.27 min.
Rainfall intensity = 4.908(In/Hr)
Area averaged loss rate (Fm) = 0.1483(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1888
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 908.000 to Point/Station 908.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Rainfall intensity = 4.428(In/Hr) fora 100.0 year storm
User specified values are as follows:
TC = 11.00 min. Rain intensity = 4.43(In/Hr)
Total area this stream = 12.80(Ac.)
Total Study Area (Main Stream No. 1) = 50.29(Ac.)
Total runoff = 54.72(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 908.000 to Point/Station 908.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 12.800(Ac.)
Runoff from this stream = 54.720(CFS)
Time of concentration = 11.00 min.
14
Ventana
Master Plan Line `B-5"
File Name: LineB5
Rainfall intensity = 4.428(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 149.99
30.638
9.27
0.148 4.908
2 54.72
12.800
11.00
0.079 4.428
Qmax(1) _
1.000 *
1.000 *
149.993) +
1.110 *
0.842 *
54.720) + = 201.174
Qmax(2) _
0.899 *
1.000 *
149.993) +
1.000 *
1.000 *
54.720) + = 189.582
Total of 2 streams to confluence:
Flow rates before confluence point:
149.993 54.720
Maximum flow rates at confluence using above data:
201.174 189.582
Area of streams before confluence:
30.638 12.800
^� Effective area values after confluence:
41.419 43.438
Results of confluence:
Total flow rate = 201.174(CFS)
Time of concentration = 9.266 min.
Effective stream area after confluence = 41.419(Ac.)
Study area average Pervious fraction(Ap) = 0.163
Study area average soil loss rate(Fm) = 0.128(In/Hr)
Study area total (this main stream) = 43.44(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 908.000 to Point/Station 911.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1682.990(Ft.)
Downstream point/station elevation = 1674.270(Ft.)
Pipe length = 274.97(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 201.174(CFS)
Nearest computed pipe diameter = 48.00(In.)
Calculated individual pipe flow = 201.174(CFS)
Normal flow depth in pipe= 35.86(In.)
Flow top width inside pipe= 41.73(In.)
Critical depth could not be calculated.
Pipe flow velocity = 19.99(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 9.49 min.
15
Ventana
Master Plan Line `B-5"
File Name: LineB5
,*oft,
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 911.000 to Point/Station 911.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 41.419(Ac.)
Runoff from this stream = 201.174(CFS)
Time of concentration = 9.49 min.
Rainfall intensity = 4.836(In/Hr)
Area averaged loss rate (Fm) = 0.1277(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1627
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 904.000 to Point/Station 909.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 990.000(Ft.)
Top (of initial area) elevation = 1737.540(Ft.)
Bottom (of initial area) elevation = 1684.120(Ft.)
Difference in elevation = 53.420(Ft.)
Slope = 0.05396 s(%)= 5.40
TC = k(0.304)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 8.604 min.
Rainfall intensity = 5.131(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.886
Subarea runoff = 4.774(CFS)
Total initial stream area = 1.050(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 909.000 to Point/Station 911.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1679.120(Ft.)
Downstream point/station elevation = 1674.270(Ft.)
Pipe length = 43.07(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 4.774(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 4.774(CFS)
Normal flow depth in pipe= 7.31(In.)
Flow top width inside pipe = 7.03(In.)
Critical depth could not be calculated.
16
Ventana
Master Plan Line `B-5"
File Name: LineBS
''wMWI Pipe flow velocity = 12.42(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 8.66 min.
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++Hill ++
Process from Point/Station 911.000 to Point/Station 911.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.050(Ac.)
Runoff from this stream = 4.774(CFS)
Time of concentration = 8.66 min.
Rainfall intensity = 5.110(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 905.000 to Point/Station 910.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 980.000(Ft.)
Top (of initial area) elevation = 1710.740(Ft.)
Bottom (of initial area) elevation = 1683.570(Ft.)
Difference in elevation = 27.170(Ft.)
Slope = 0.02772 s(%)= 2.77
TC = k(0.304)*[(length^3)/(elevation change)]/10.2
Initial area time of concentration = 9.790 min.
Rainfall intensity = 4.748(In/1-Ir) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.885
Subarea runoff = 4.329(CFS)
Total initial stream area = 1.030(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 910.000 to Point/Station 911.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation= 1678.570(Ft.)
Downstream point/station elevation = 1674.270(Ft.)
-l'"` Pipe length = 31.21(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 4.329(CFS)
17
Ventana
Master Plan Line `B-5"
File Name: LineB5
' Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 4.329(CFS)
Normal flow depth in pipe = 6.16(In.)
Flow top width inside pipe = 8.36(In.)
Critical depth could not be calculated.
Pipe flow velocity = 13.42(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 9.83 min.
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++
Process from Point/Station 911.000 to Point/Station 911.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 1.030(Ac.)
Runoff from this stream = 4.329(CFS)
Time of concentration = 9.83 min.
Rainfall intensity = 4.737(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 201.17 41.419 9.49 0.128 4.836
2 4.77 1.050 8.66 0.079 5.110
3 4.33 1.030 9.83 0.079 4.737
Qmax(1) _
1.000 * 1.000 * 201.174) +
0.946 * 1.000 * 4.774) +
1.021 * 0.966 * 4.329) + = 209.959
Qmax(2) _
1.058 * 0.912 * 201.174) +
1.000 * 1.000 * 4.774) +
1.080 * 0.881 * 4.329) + = 203.097
Qmax(3) _
0.979 * 1.000 * 201.174) +
0.926 * 1.000 * 4.774) +
1.000 * 1.000 * 4.329) + = 205.680
Total of 3 streams to confluence:
Flow rates before confluence point:
201.174 4.774 4.329
Maximum flow rates at confluence using above data:
209.959 203.097 205.680
Area of streams before confluence:
41.419 1.050 1.030
Effective area values after confluence:
43.464 39.744 43.499
'000%, Results of confluence:
Total flow rate = 209.959(CFS)
OR
Ventana
Master Plan Line `B-5"
File Name: LineBS
`""M°'' Time of concentration = 9.495 min.
Effective stream area after confluence = 43.464(Ac.)
Study area average Pervious fraction(Ap) = 0.160
Study area average soil loss rate(Fm) = 0.125(In/Hr)
Study area total (this main stream) = 43.50(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++
Process from Point/Station 911.000 to Point/Station 912.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1674.270(Ft.)
Downstream point/station elevation= 1665.390(Ft.)
Pipe length = 279.86(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 209.959(CFS)
Nearest computed pipe diameter = 48.00(In.)
Calculated individual pipe flow = 209.959(CFS)
Normal flow depth in pipe = 37.22(In.)
Flow top width inside pipe = 40.06(In.)
Critical depth could not be calculated.
Pipe flow velocity = 20.08(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 9.73 min.
-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 912.000 to Point/Station 912.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 43.464(Ac.)
Runoff from this stream = 209.959(CFS)
Time of concentration = 9.73 min.
Rainfall intensity= 4.767(In/Hr)
Area averaged loss rate (Fm) = 0.1254(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1597
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 912.000 to Point/Station 912.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Rainfall intensity = 5.035(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 8.88 min. Rain intensity = 5.03(In/Hr)
Total area this stream = 5.55(Ac.)
19
Ventana
Master Plan Line `B-5"
File Name: LineB5
` Total Study Area (Main Stream No. 1) = 57.92(Ac.)
Total runoff = 25.37(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 912.000 to Point/Station 912.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 5.550(Ac.)
Runoff from this stream = 25.370(CFS)
Time of concentration = 8.88 min.
Rainfall intensity = 5.035(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 209.96
43.464
9.73
0.125 4.767
2 25.37
5.550
8.88
0.079 5.035
Qmax(1) _
1.000 *
1.000 *
209.959) +
0.946 *
1.000 *
25.370) + = 233.958
Qmax(2) _
1.058 *
0.913 *
209.959) +
1.000 *
1.000 *
25.370) + = 228.104
Total of 2 streams to confluence:
Flow rates before confluence point:
209.959 25.370
Maximum flow rates at confluence using above data:
233.958 228.104
Area of streams before confluence:
43.464 5.550
Effective area values after confluence:
49.014 45.229
Results of confluence:
Total flow rate = 233.958(CFS)
Time of concentration = 9.727 min.
Effective stream area after confluence = 49.014(Ac.)
Study area average Pervious fraction(Ap) = 0.153
Study area average soil loss rate(Fm) = 0.120(In/Hr)
Study area total (this main stream) = 49.01(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 912.000 to Point/Station 914.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
10O"'` Upstream point/station elevation = 1665.390(Ft.)
Downstream point/station elevation = 1649.550(Ft.)
IN
Ventana
Master Plan Line `B-5"
File Name: LineB5
NIANW Pipe length = 709.82(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 233.958(CFS)
Nearest computed pipe diameter = 54.00(In.)
Calculated individual pipe flow = 233.958(CFS)
Normal flow depth in pipe = 40.78(In.)
Flow top width inside pipe = 46.44(In.)
Critical Depth = 50.58(In.)
Pipe flow velocity = 18.16(Ft/s)
Travel time through pipe = 0.65 min.
Time of concentration (TC) = 10.38 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 914.000 to Point/Station 914.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 49.014(Ac.)
Runoff from this stream = 233.958(CFS)
Time of concentration = 10.38 min.
Rainfall intensity = 4.585(In/Hr)
Area averaged loss rate (Fm) = 0.1201(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1529
-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 77.000 to Point/Station 913.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 575.000(Ft.)
Top (of initial area) elevation = 1669.000(Ft.)
Bottom (of initial area) elevation = 1657.500(Ft.)
Difference in elevation= 11.500(Ft.)
Slope= 0.02000 s(%)= 2.00
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.444 min.
Rainfall intensity = 5.189(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.886
Subarea runoff = 11.821(CFS)
Total initial stream area = 2.570(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
*4010,,++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
21
Ventana
Master Plan Line `B-5"
File Name: LineB5
1114.. Process from Point/Station 913.000 to Point/Station 914.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1651.500(Ft.)
Downstream point/station elevation = 1649.550(Ft.)
Pipe length = 51.00(Ft.) Manning's N = 0.015
No. of pipes= 1 Required pipe flow = 11.821(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 11.821(CFS)
Normal flow depth in pipe = 10.72(In.)
Flow top width inside pipe = 17.67(In.)
Critical Depth= 15.68(In.)
Pipe flow velocity = 10.78(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 8.52 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 914.000 to Point/Station 914.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.570(Ac.)
Runoff from this stream = 11.821(CFS)
Time of concentration = 8.52 min.
-- Rainfall intensity = 5.160(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 233.96 49.014 10.38 0.120 4.585
2 11.82
2.570
8.52
0.079 5.160
Qmax(l)
_
1.000 *
1.000 *
233.958) +
0.887 *
1.000 *
11.821) + = 244.440
Qmax(2)
_
1.129 *
0.821 *
233.958) +
1.000 *
1.000 *
11.821) + = 228.696
Total of 2 streams to confluence:
Flow rates before confluence point:
233.958 11.821
Maximum flow rates at confluence using above data:
244.440 228.696
Area of streams before confluence:
49.014 2.570
Effective area values after confluence:
51.584 42.819
Results of confluence:
Total flow rate = 244.440(CFS)
22
Ventana
Master Plan Line `B-5"
File Name: LineB5
Time of concentration = 10.379 min.
Effective stream area after confluence = 51.584(Ac.)
Study area average Pervious fraction(Ap) = 0.150
Study area average soil loss rate(Fm) = 0.118(In/Hr)
Study area total (this main stream) = 51.58(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++
Process from Point/Station 914.000 to Point/Station 917.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1649.550(Ft.)
Downstream point/station elevation = 1649.190(Ft.)
Pipe length = 16.01(Ft.) Manning's N= 0.015
No. of pipes = 1 Required pipe flow = 244.440(CFS)
Nearest computed pipe diameter = 54.00(In.)
Calculated individual pipe flow = 244.440(CFS)
Normal flow depth in pipe = 42.28(In.)
Flow top width inside pipe = 44.52(In.)
Critical Depth = 51.09(In.)
Pipe flow velocity = 18.29(Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 10.39 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 917.000 to Point/Station 917.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 51.584(Ac.)
Runoff from this stream = 244.440(CFS)
Time of concentration = 10.39 min.
Rainfall intensity = 4.581(In/Hr)
Area averaged loss rate (Fm) = 0.1180(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1503
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 909.000 to Point/Station 915.000
**** 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
Adjusted SCS curve number for AMC 3 = 52.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
o"'' Top (of initial area) elevation = 1684.120(Ft.)
Bottom (of initial area) elevation = 1657.010(Ft.)
23
Ventana
Master Plan Line `B-5"
File Name: LineB5
Difference in elevation= 27.110(Ft.)
Slope= 0.02711 s(%)= 2.71
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.914 min.
Rainfall intensity = 4.713(ln/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.885
Subarea runoff = 4.504(CFS)
Total initial stream area = 1.080(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 915.000 to Point/Station 917.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1652.000(Ft.)
Downstream point/station elevation = 1649.190(Ft.)
Pipe length = 32.19(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 4.504(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.504(CFS)
Normal flow depth in pipe = 5.95(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth = 10.64(In.)
. Pipe flow velocity = 11.58(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 9.96 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 917.000 to Point/station 917.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.080(Ac.)
Runoff from this stream = 4.504(CFS)
Time of concentration = 9.96 min.
Rainfall intensity = 4.699(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 910.000 to Point/station 916.000
**** 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
,%wo, Adjusted SCS curve number for AMC 3 = 52.00
24
Ventana
Master Plan Line `B-5"
File Name: LineB5
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr)
Initial subarea data:
Initial area flow distance = 985.000(Ft.)
Top (of initial area) elevation = 1683.570(Ft.)
Bottom (of initial area) elevation = 1657.430(Ft.)
Difference in elevation = 26.140(Ft.)
Slope = 0.02654 s(%)= 2.65
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.896 min.
Rainfall intensity = 4.718(In/Hr) fora 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.885
Subarea runoff= 4.300(CFS)
Total initial stream area = 1.030(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.079(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 916.000 to Point/Station 917.000
* * * * PIPEFLOW TRAVEL TIME (Program estimated size) * * * *
Upstream point/station elevation = 1652.430(Ft.)
Downstream point/station elevation = 1649.190(Ft.)
Pipe length = 48.91(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 4.300(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.300(CFS)
Normal flow depth in pipe = 6.29(In.)
Flow top width inside pipe= 11.99(In.)
Critical Depth= 10.46(In.)
Pipe flow velocity = 10.32(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 9.98 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 917.000 to Point/Station 917.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 1.030(Ac.)
Runoff from this stream = 4.300(CFS)
Time of concentration = 9.98 min.
Rainfall intensity = 4.695(In/Hr)
Area averaged loss rate (Fm) = 0.0785(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Area Flow rate TC Fm Rainfall Intensity
No. (Ac.) (CFS) (min) (In/Hr) (In/Hr)
1 244.44 51.584 10.39 0.118 4.581
2 4.50 1.080 9.96 0.079 4.699
25
Ventana
Master Plan Line `B-5"
File Name: LineB5
3 4.30
1.030
9.98
0.079 4.695
Qmax(1)
_
1.000 *
1.000 *
244.440) +
0.974 *
1.000 *
4.504) +
0.975 *
1.000 *
4.300) + = 253.023
Qmax(2)
_
1.027 *
0.958 *
244.440) +
1.000 *
1.000 *
4.504) +
1.001 *
0.998 *
4.300) + = 249.277
Qmax(3)
_
1.026 *
0.960 *
244.440) +
0.999 *
1.000 *
4.504) +
1.000 *
1.000 *
4.300) + = 249.415
Total of 3 streams to confluence:
Flow rates before confluence point:
244.440 4.504 4.300
Maximum flow rates at confluence using above data:
253.023 249.277 249.415
Area of streams before confluence:
51.584 1.080 1.030
Effective area values after confluence:
53.694 51.544 51.620
Results of confluence:
Total flow rate = 253.023(CFS)
Time of concentration = 10.393 min.
Effective stream area after confluence = 53.694(Ac.)
Study area average Pervious fraction(Ap) = 0.148
Study area average soil loss rate(Fm) = 0.116(In/Hr)
Study area total (this main stream) = 53.69(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 917.000 to Point/Station 918.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1649.190(Ft.)
Downstream point/station elevation= 1639.300(Ft.)
Pipe length = 442.99(Ft.) Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 253.023(CFS)
Nearest computed pipe diameter = 54.00(In.)
Calculated individual pipe flow = 253.023(CFS)
Normal flow depth in pipe = 43.97(In.)
Flow top width inside pipe = 42.00(In.)
Critical depth could not be calculated.
Pipe flow velocity = 18.25(Ft/s)
Travel time through pipe = 0.40 min.
Time of concentration (TC) = 10.80 min.
End of computations, Total Study Area = 62.60 (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.
26
Area averaged pervious area fraction(Ap) = 0.156
Area averaged SCS curve number = 32.0
N
Ventana
Master Plan Line `B-5"
File Name: LineB5
27
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{}: /PRELIMINARY N.
� LEGEND Q I
I I I I
I
HYDROLOGY MAPCADC)
1-V
I II i Co
NODE NUMBER; I SEPTEMBER 2006
T
Co
100 0 100 200
SUB AREA
0
fiOf
scale 1 "= 100' feet
T
}
i
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HYDROLOGY MAPCADC)
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NODE NUMBER; I SEPTEMBER 2006
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ACREAGE
HYDROLGY BOUNDARY
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420 EXCHANGE, SUITE 100 IRVINE, CA 92602 714-665-4500 CZ
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DATE OF PREPARATION: September 117 2006
CD C.
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420 EXCHANGE, SUITE 100 IRVINE, CA 92602 714-665-4500 CZ
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DATE OF PREPARATION: September 117 2006
CD C.
G
C^ V