HomeMy WebLinkAboutTract Map 32436 Hydrology!
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HYDROLOGY & HYRAULICS REPORT
HARVESTON - PHASE 3
TENTATIVE TRACT 32436 & 32437
City of Temecula
County of Riverside, California
February, 2005
Prepared for.•
Lennar
24800 Chrisanta Drive
Mission Viejo, CA
Revision History
Date Comment
3/30/05 SD Alignments Revised ~
Report Prepared By:
27555 Ynez Rd, Suite 400
Temecula, California 92591-4679
^ ^ ^ 951.676.8042 telephone
C O N S U LTI N G 951.676.7240 fax
Engineer of Work/ Contact Person:
Deborah de Chambeau, P.E.
8"" ~m :
~ ,,, W No. 57924 > ~
d o Exp. 6-30-06~ =
: .
RBF JN 15-101084
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~ TABLE OF CONTENTS
' SECTION 1 - INTRODUCTION ............................................................................................ ...................1
1.1 Background ............................................................................ .................1
1.2 Objective .
................................... 1
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1.3 Previous Studies .................................................................... .................
.................1
SECTION 2 - HYDROLOGIC DATA ..................................................................................... ...................3
2.1 Hydrologic Analysis and Methodology .................................... ...........
3
~ 2.1.1 Rational Method ................................................................................ ......
...................4
2.2 PROPOSED CONDITION HYDROLOGY .............................. .................5
SECTION 3 - HYDRAULIC ANALYSIS .................................................................... 6
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3.1 Catchbasin Sizing ................................................................... ...................
.................6
3.2 Street Hydraulics .................................................................... .................8
3.3 Local Stormdrain Hydraulics ...............................
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SECTION 4- WATER QUALITY SUMMARY ....................................................................... .................
...................9
4.1 Non-Structural and Structural BMPs ...................................... .................9
4.2 Best Management Practices (BMP) Sizing Criteria ................ .................9
~ SECTION 5 - CONCLUSIONS .............................................................................................. .................11
SECTION 6 - REFERENCES ............................................................................................... .................11
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TECHNICAL APPENDICES
, A Rational Method - Proposed Condition 25-Year
B Rational Method - Proposed Condition 100-Year
' Proposed Condition Hydrology Map
C Catchbasin Sizing
D Street Capacity Hydraulics
, E Stormdrain Hydraulic Analysis
, LIST OF FIGURES
Figure-1: Vicinity Map
~ Figure-2: Soils Map- Proposed Conditions
Figure-3: Hydrology Map- Proposed Conditions
~ LIST OF TABLES
, Table No. 2.1 - Summary of Peak Flowrates ..........................................................................................5
Table No. 3.1 - Summary of Catch Basin Sizing Flowby Condition ........................................................7
~ Table No. 3.2 - Summary of Catch Basin Sizing Sump Condition ..........................................................7
Table No. 3.3 - Summary of Street Capacity ...........................................................................................8
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, SECTION 1 - INTRODUCTION
, 1.1 BACKGROUND
The proposed project is located in the County of Riverside within the corporate boundary of
1 the City of Temecula. Tentative Tract Nos. 32436 and 32437 consist of 10.8 acres with 76
residential units and 54.9 acres with 242 residential units, respectively. The site is curzently
mass graded per previous mass grading plan submitted. The site is bounded by Ynez
, Road to the West, an Arroyo and Date Street to the south, Tract No. 23626 to the north,
and Tract No. 29111 to the east. Figure 1 shows the site vicinity and its relationship to the
surrounding area.
, Tract No. 32437 and approximately half of Tract No. 32436 drain to the existing Arroyo,
located north of Date Street. The other half of Tract No. 32436 drains to Ynez Road and
, flows north.
' 1.2 OBJECTIVE
The primary objective of this report is to provide the technical documentation for the final
~ design and improvements plans for the proposed storm drain facilities and include the
following:
' 1. Identify the required storm drain facilities for the tract improvements based upon the
grading plans, and delineate the drainage area tributary to each proposed drainage
inleUconcentration point.
I 2. Based on drainage patterns, ground slope, land use, soil type, and using the County
of Riverside Rational Method, perform a hydrologic analysis to provide the design
flowrate used to size the proposed storm drain facilities. The hydrologic analysis
' includes both onsite and offsite tributary areas.
3. PerForm hydraulic analysis on the proposed storm drain facilities for the tract
improvement.
' 4. Adhere to the Riverside County Flood Control and Water Conservation DistricYs
(RCFCD&WCD) hydrologic criteria that 10-year storm flow and 100-year storm flow
be contained within the curb and street right-of-way, respectively.
~ All assessments and technical analysis in this report are in compliance with the local
drainage policies and requirements, and the California Environmental QualityAct (CEQA)
, of 1970, as amended.
1 1.3 PREVIOUS STUDIES
Several hydrology studies have been previously prepared for the area in association with
, Harveston Phase 3, Temecula, Riverside County, CA
Hydrology and Hydraulic Report ~ 1
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past development proposals and proposed infrastructure. The following studies are
, significant in understanding the proposed flood control system for the project area or the
history of the project:
, 1. Drainage Infrastructure Design Report, Harveston Master Plan of Drainage,
prepared by Robert Bein, William Frost & Associates, dated February 20, 2002.
' 2. Master Drainage Plan for the Murrieta Creek Area, Zone 7, Published by the
Riverside County Flood Control and Water Conservation District
dated March 1986
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The Master Plan of Drainage provides a description of the regional Flood Control
, facilities with preliminary channel section geometry. Regional facilities adjacent to
the site include Warm Springs Creek and Santa Gertrudis Creek.
, 3. Drainage Sfudy for Rancho Califomia Commerce Center General P/an Amendmenf,
prepared by Robert Bein, William Frost & Associates, dated April 1989.
, This drainage study was prepared for the General Plan Amendment for an area that
included Winchester Hills, Campos Verdes and the Regional Center. The report
, provided existing and ultimate condition hydrology studies forthese areas. No data
generated in this study has been used in the current analysis.
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4. Preliminary Drainage Assessment for Winchester Hills, prepared by Robert Bein,
William Frost & Associates, dated September 29, 1989.
The Preliminary Drainage Assessment for Winchester Hills was developed in 1989
for the subject site. Due to numerous site plan revisions and changes in adjacent
development, the study was superseded in its entirety by the Drainage
Infrastructure Design Report prepare by RBF Consulting in 2003.
5. Hydraulic information from improvements for Assessment District 161 associated
with County of Riverside Drawing: Drawing Number 7-154, sheet 9 of 11, Revision
3, Date 01 /02/2001.
6. Hydrology/Hydraulics Report for Tract No. 2911 and 2911-1, Woodside Homes,
prepared by Robert Bein, William Frost & Associates, dated March 2000.
7. Conceptual Flood Control Plan for Winchester Hills, prepared by Robert Bein,
W illiam Frost & Associates, dated October 17, 1992 and revised December 7, 1992.
8. Master Plan of Drainage for Sweefwater, Hydrology and Hydraulics Investigation,
prepared by Robert Bein, W illiam Frost & Associates, dated September 6, 2000 and
revised October 4, 2000.
Harveston Phase 3, Temecula, Riverside County, CA
Hydrology and Hydraulic Report
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9. Subdivision Improvement Plans, Parcel Map 19677, County of Riverside, Schedule
"E", Approved 2/21/1986.
10.Rough Grading Plan Parcel 1, 2, & 3, P.M. 19677 A.P.N. Por. Of 910.200.013,
County of Riverside, Prepared by To-Mac Engineering.
11. Drainage Infrastructure Design Report Tract 29639-2, prepared by RBF Consulting,
dated 09/24/2003.
SECTION 2 - HYDROLOGIC DATA
2.1 HYDROLOGIC ANALYSIS AND METHODOLOGY
Hydrologic calculations to evaluate surface runoff associated with the 10-year, and 100-
year hypothetical design storm frequencies from the project watershed were performed
using the rational method based upon the relative size of the watershed. The rational
method is a surface hydrology procedure which allows evaluation of the peak discharge
generated from a watershed area. This method only evaluates peak discharge and
does not analyze runoff volumes or the time variation of runoff. The watershed
subbasin boundaries within the project site were delineated utilizing topographic
mapping of the area for the proposed grading plan to determine the development
drainage patterns. Hydrologic parameters used in this analysis such as rainfall and soil
classification areas presented in Riverside County Hydrology Manual were identified. A
hydrology analysis was performed to evaluate the anticipated runoff generated from the
proposed residential development. The hydrology analysis of the proposed
development included determining a conceptual storm drain collection system which
corresponds to the development drainage patterns. The drainage areas and subarea
boundaries within the study area were delineated based on the proposed grading plan.
The proposed storm drain facility was designed to not exceed the current capacities of
the existing drainage facilities at the downstream project boundary.
Harveston Phase 3, Temecula, Riverside County, CA
Hydrology and Hydraulic Report 3 ~
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2.1.1 Rational Method
The hydrologic calculations to determine the 10- and 100-year high confidence ultimate
design discharges were performed using the County of Riverside Rational Method from the
RCFC&WCD Hydrology Manual, dated April 1978. The Rational Method is an empirical
computation procedure for developing a peak runoff rate (discharge) for watersheds less
than 300 acres and storms of a given recurrence interval. This procedure is the most
common method for small area urban drainage design since the peak discharge is
generally the only required parameter for hydraulic design of drainage facilities. The
Rational Method equation is based on the assumption that the peak flowrate is directly
proportional to the drainage area, rainfall intensity, and a loss coefficient related to land
use and soil type. Flows are computed based on the formula Q=CIA, where:
Q= Discharge in Cubic Feet Per Second;
C= Runoff Coefficient, based on Land Use and Hydrologic Soils Group;
I = Rainfall Intensity, Inches/Hour;
A = Area, Acres.
' The peak discharge from a drainage area using the rational method occurs at a critical time
when the entire drainage area is contributing runoff known as the "time of concentration"
for the watershed area. The design discharges were computed by generating a hydrologic
' "link-node" model which divides the analysis area into drainage subareas, each tributaryto
a concentration point or hydrologic "node" point determined by existing terrain.
' The hydrology analysis was performed forthe developed condition 10-, and 100-year high
confidence hydrology. The results of the watershed analysis forthe proposed development
generated the resulting peak discharges at the downstream project boundary.
, The following assumptions/guidelines were applied under the Rational Method.
, 1. The Rational Method hydrology includes the effects of infiltration caused by
soil surface characteristics. Soils maps from Riverside County Flood Control
and Water Conservation District Hydrology Manual indicate the Soil Type "B"
i is representative of the project location. Hydrologic soil ratings are based on
a scale of "A" through "D," where "D" is the least pervious, providing greatest
storm runoff. (See Exhibit 2, Hydrologic Soils Group Map).
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2. The infiltration rate is also affected by the type of vegetation or ground cover
' and percentage of impervious surfaces. The runoff coe~cients used were
based on the proposed residential layout.
~ 3. Rainfall data used was taken from the above Manual for the "Murrieta-
Temecula and Rancho California" areas.
, Harveston Phase 3, Temecula, Riverside County, CA
Hydrology and Hydraulic Report 4
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4. The initial area is generally less than 10 acres and flow path lengths are less
than 1,000 feet, per RCFC&WCD analysis procedure.
2.2 PROPOSED CONDITION HYDROLOGY
The developed land use conditions associated with the proposed project will modify the
hydrologic characteristics of the watershed by (1) increasing the amount of impervious
area, (2) modifying existing drainage patterns, (3) increasing the hydraulic efficiency of
the drainage conveyance system from natural drainage courses to improved
underground storm drain systems, (4) reducing the time to peak flow, and (5) increasing
the peak discharges.
The hydrology for existing conditions was performed in a previous study (Reference 11
in Section 1.3) and will not be repeated in this report. In the proposed condition, 6
additional acres are being diverted to the Arroyo than in the existing condition. The
100-year flowrate is increased 7 cfs at the Line A crossing of Interstate 15 Freeway due
to the diversion. The existing culverts at the I-15 have adequate capacity for the
additional 7 cfs. Whereas, the culvert off Ynez Road where the runoff was diverted
from is hydraulically deficient.
A hydrologic analysis was prepared for the project watershed reflecting the proposed
project. The results of the hydrologic analysis are summarized for subareas 100 - 400
in Table 2.1. The peak runoff flowrate at various concentration points (nodes)
throughout the watershed is provided for the 10-year and 100-year storm events.
Appendix A and B contain the 10-year and 100-year hydrologic analysis which are
summarized in the following tables.
Table No. 2.1 - Summary of Peak Flowrates
Node 10-Yr
Flowrete
cfs 100-Yr
Flowrate
cfs Total
Area
Ac Comments
110 12.1 18.4 6.9 Catch Basin #1/ Main
115 4.8 7.2 2.6 Catch Basin #2/ Lateral
111 17.0 25.5 9.5 Main Line Line F
118 6.8 10.4 4.3 Catch Basin #6/ Main
123 7.5 11.3 4.3 Catch Basin #5/ Lateral
119 13.7 20.7 8.6 Main Line
126 2.7 4.0 1.5 Catch Basin #4/ Lateral
124 16.0 24.3 10.1 Main
131 5.3 7.9 3.0 Catch Basin #3/ Lateral
127 20.9 31.6 13.1 Main Line
Harveston Phase 3, Temecula, Riverside County, CA
Hydrology and Hydraulic Report 5
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Table No. 2.1 - Summary of Peak Flowrates
Node 10-Yr
Flowrate
cfs 100-Yr
Flowrate
cfs Total
Area
Ac Comments
140 35.8 54.3 22.6 Confluence Line E& F/ Main
202 2.6 3.9 1.4 Catch Basin #7 / Lateral
208 3.7 5.5 1.9 Catch Basin #8 / Lateral
203 6.0 9.1 3.3 Main Line
212 5.1 7.8 3.3 Catch Basin #9 / Lateral
209 10.2 15.5 6.5 Main Line
217 6.9 10.5 4.6 Catch Basin #10 / Lateral
220 1.4 2.0 0.7 Catch Basin #11 / Lateral
218 8.0 12.1 5.4 Lateral Main
213 16.5 25.1 11.9 Main Line
230 10.8 16.4 7.2 Catch Basin #12 / Lateral
221 24.2 36.6 19.1 Main Line
236 6.8 10.4 4.6 Catch Basin #13 / Lateral
232 29.6 44.9 23.7 Main Line
304 10.5 15.9 6.7 Catch Basin #14/ Main
404 13.8 20.8 9.0 Catch Basin #15 / Main
, SECTION 3 - HYDRAULIC ANALYSIS
' 3.1 CATCHBASIN SIZING
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The design discharges tributary to each proposed catch basin were taken from the
results of the Rational Method Hydrology calculation. The proposed catch basins have
been designed to intercept the 10-year flows. Both, an interception (on-grade) and a
local sump inlet are proposed to be used to intercept drainage from the street
improvements. Since the interception capacity of the on-grade catch basin is a function
of the gutter depth of street flow, the street flow calculations are included along with the
catch basin sizing calculations.
The street flow hydraulics and catch basin sizing calculations were conducted using the
computer program "Hydraulic Elements 1(HELE-1)", created by Advanced Engineering
Software Co. (AES). The program approximates curb inlet capacities based on Bureau
of Public Roads nomographs plots for flow-by and sump type basins.
Harveston Phase 3, Temecula, Riverside County, CA
Hydrology and Hyd~aulic Report 6 ~
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Table 3.1 summarizes the 10-year flows and proposed lengths for each catch basin.
Table 3.2 summarizes the 100-year flows tributary to the 3 sump locations. The
supporting calculations are included in Appendix C.
Table No. 3.1 - Summary of Catch Basin Sizing
Flowby Condition
Catchbasin
No. Node Q10 (cfs) Tributary Size
ft Flow
Interce ted Flowby
Q10
1 110 12.05 21 10.2 1.85
2 115 6.66= 4.81+1.85 #1 14 6.0 0.66
3 124 5.93 = 5.27+0.66 #2 14 5.9 0
4 127 2.68 7 2.3 0.38
5 131 7.86= 7.45+0.03 #3 +0.38 #4 14 7.2 0.66
6 134 6.84 14 6.6 0.24
7 141 2.57 7 2.1 0.47
8 145 4.57= 3.67+0.66 #5 +0.24 #6 14 4.6 0
9 149 5.14 14 5.1 0.04
10 153 6.87 14 6.0 0.87
11 156 1.37 7 1.4 0
12 169 12.17= (10.79+
0.87 #10 +0.04 #9 +0.47 #7 21 10.9 1.27
Table No. 3.2 - Summary of Catch Basin Sizing
Sump Condition
Catchbasin
No. Node Q100 (cfs) Tributary Size
ft Flow
Interce ted Flowby
Q100
1 110 18.2 21 13.1 5.1
2 115 12.3= 7.2+5.1 #1 14 8.8 3.5
3 124 11.4 = 7.9+3.5 #2 14 8.6 2.8
4 127 4.0 7 3.7 0.3
5 131 14.4= 11.3+0.3 #4 +2,g #3 14 9.1 5.3
6 134 10.4 14 8.3 2.1
7 141 3.9 7 3.7 0.2
8 145 13.0= 5.6+5.3 #5 +2.1 #6 14 8.9 4.1
9 149 7.8 14 7.3 0.5
10 153 10.5 14 8.3 2.2
11 156 2.0 7 2.0 0.0
12 169 23.4= 16.4+2.2 #10 21 13.9 9.6
' Harveston Phase 3, Temecula, Riverside County, CA
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Table No. 3.2 - Summary of Catch Basin Sizing
Sump Condition
Catchbasin
No. Node Q100 (cfs) Tributary Size
ft Flow
Interce ted Flowby
Q100
+0.5 #9 +0.2 #7 +4.1 #8
13 173 10.4 7 10.4 Sum
14 204 15.93 7 15.9 Sum
15 304 30.43= 20.83+9.6 #12 14 30.4 Sum
3.2 STREET HYDRAULICS
The majority of the flows will be conveyed in interior streets with 18- or 20-foot half
widths and 56- or 60- foot R-O-W, respectively. All interior streets are utilizing 6-inch
curbs and have a traditional cross slope of 2.0 percent. The street capacities, as
measured to the top of curb and within the R-O-W (RCFC&WCD's hydrologic criteria),
are summarized in Table 3.3. All supporting calculations are included in Technical
Appendix E.
Table No. 3.3 - Summary of Street Capacity
18-foot half widths/56-foot R-O-W 20-foot half widths/60-foot R-O-W
Slope
(%) Top of Curb (cfs) W~thin R-O-W
cfs Top of Curb (cfs) W~thin R-0-W
cfs
0.5 9.4 43.9 8.9 45.8
1.0 13.3 62.1 12.6 64.8
1.5 16.3 76.0 15.4 79.4
2.0 18.9 87.8 17.8 91.7
2.5 21.1 98.1 19.9 102.5
3.3 LOCAL STORMDRAIN HYDRAULICS
The hydraulic analysis and design of the local storm drain system associated with the
project was performed for the calculated 100-year flowrates using the "Water Surface
Pressure GradienY' computer program. Water Surface Pressure Gradient (WSPG) is
the Hydraulic Analysis Computer Program (F0515P) developed Los Angeles County
Department of Public Works. The program is designed to compute and plot uniform
and non-uniform steady flow water surface profiles and pressure gradients in open
channels or closed conduits with irregular or regular sections. The water surface
profiles are computed using Bernoulli's equation for the total energy at each section
and Manning's formula for friction loss between sections in a reach. The open channel
flow computation uses the standard step method. Confluences are analyzed using
Harveston Phase 3, Temecula, Riverside County, CA
Hydrology and Hydraulic Report 8 `~
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pressure and momentum theory. The results of the "WSPG" program are included in
f the Technical Appendix D. The following assumptions/guidelines were applied for the
use of WSPG:
, 1. Manning's "n" value of 0.013 was used for RCP.
' 2. The elevations, lengths, pipe diameters and other dimensions used in the
computer model are in Imperial units.
, 3. Storm drain pipe lengths and elevations were taken from the proposed storm
drain improvements.
, 4. The design discharges used in the hydraulic analysis for the storm drain were
generated in the 10-year hydrologic analysis included in Technical Appendix A.
I SECTION 4- WATER QUALITY SUMMARY
~ The water quality program consists of both non-structural and structural Best Management
Practices (BMPs). The non-structural BMPs consist of: 1) Public Education; and 2)
Common Area Maintenance Practices. The proposed structural BMPs consists of catch
' basin inserts.
' 4.1 NON-STRUCTURAL AND STRUCTURAL BMPS
The Harveston development contains a significant amount of common area that will be
, maintained by the Home Owners Association. The Maintenance Corporation utilizes both
Integrated Pest Management and Integrated Vegetation Management to minimize impacts
to urban runoff water quality. Also, irrigation will be minimized to the maximum extent
, practicable. The method of irrigation control reduces the amount of water used for
irrigation and minimizes the potential for overspray and nuisance runoff. Additional
maintenance pollution prevention practices include monthly street sweeping, catch basin
1 signage, and routine trash pick-up.
Curb openings within Harveston Phase III will be fitted with curb mounted catch basin filter
, inserts (KriStar Flo-Gard Plus~or equivalent) which are located in every catch basin. The
inserts treat stormwater by removing trash and some suspended solids.
I 4.2 BEST MANAGEMENT PRACTICES (BMP~ SIZING CRITERIA
, The Santa Ana Regional Water Quality Control Board (SARWQCB) has established
numeric sizing criteria for post-construction best management practices (BMPs) for new
~ Harveston Phase 3, Temecula, Riverside County, CA
Hydrology and Hydraulic Report 9 ~~
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development and significant redevelopment under Order No. R8-2002-0011. The
proposed numeric sizing criteria is intended to reduce adverse impacts to Santa Ana
regional waters caused by new sources of urban pollution and increased volumes of storm
water and non-storm water flows resulting from new development and significant
redevelopment. The numeric sizing criteria requirement to be included in the tentative
waste discharge requirements for Santa Ana municipal storm water dischargers will read
as follows:
Post-construction BMPs for a project shall be designed as follows:
Volume-based BMPs shall be designed to treat urban pollutants (including, but
not limited to, sediments, copper, lead, a~senic, zinc, and pesticides), or infiltrate
either:
The volume of Urban Runoff produced from a 24-hour 85`h percentile
storm event, as determined from the local historical rainfall record; or
ii. The volume of annual Urban Runoff produced from a 24-hour, 85~'
percentile rainfall event, determined as the maximized capture Urban
Runoff volume for the area, from the formula recommended in Urban
Runoff Qualitv Manactement, WEF Manual of Practice No. 23/ASCE
manual of Practice No. 87. (1998); or
iii. The volume of annual Urban Runoff based on unit basin storage
volume, to achieve 80°/a or more volume treatment by the method
recommended in California Storm water Best Mana4ement Practices
Handbook - Industrial/Commercial, (1993); or
iv. The volume of runoff, as determined from the local historical rainfall
record, that achieves approximately the same reduction in pollutant
' loads and flows as achieved by mitigation of the Urban Runoff
produced from a 24-hour, 85'" percentile storm event.
' 2. Flow-based BMPs shall be designed to treat urban pollutants (including, but not
limited to, sediments, copper, lead, arsenic, zinc, and pesticides), or infiltrate
either:
' i. The maximum flow rate of Urban Runoff produced from a rainfall
, intensity of 0.2 inch of rainfall per hour; or
ii. The maximum flow rate of Urban Runoff produced by the 85"'
' percentile hourly rainfall intensity, as determined from the local
historical rainfall record, multiplied by a factor of two; or
, Harveston Phase 3, Temecula, Riverside County, CA
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iii. The maximum flow rate of Urban Runoff, as determined from the local
historical rainfall record, that achieves approximately the same
reduction in pollutant loads and flows as achieved by mitigation ofthe
85~' percentile hourly rainfall intensity multiplied by a factor of two.
The Co-permittees may develop any equivalent numeric sizing criteria or perFormance-
based standard for post-construction BMPs. Such equivalent sizing criteria may be
authorized for use in place of the above criteria. In the absence of development and
subsequent authorization of such equivalent numeric sizing criteria, the above numeric
sizing criteria requirement shall be implemented.
, SECTION 5 - CONCLUSIONS
1. The methodology used in this report is in compliance with the Riverside County
, Flood Control and Water Conservation District's criteria.
2. This report accompanies the rough grading plans only. The storm drain
' improvement plans, including the detention basins, will be submitted at a future
date.
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3. The proposed drainage patterns are in general agreement with the previous
hydrology report (Reference 11) for this site.
SECTION 6 - REFERENCES
1. Riverside Flood Control District and Water Conservation District (RCFC&WCD)
Hydrology Manual, 1978.
2. Advanced Engineering Systems Software (AES), Rational Method Hydrology
Sysfem Model Version 8.0, 2001.
3. The AES Hydraulics Elements I Program Package (HELE-1) Version 6.0, 1999.
H:~PDATA\ 15101084WdminUeports\084H&H.doc
Harveston Phase 3, Temecula, Riverside County, CA
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~-----'-------"'------'-------"------"-------'--------'-------'--'°--"-
TIME/DATE OF STUDY: 15:55 01/25/2005
~______________________________________________________________°°°°°°°-----
~~w:r+wat:++w+~~t~i~ww,~x~+~ DESCRIPTION OF STUDY ~rtw~~w~rn:~~wer.~~:~~„ewr+
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•
* Catchbasin #i ,~
t f~~~xw+r~w.t:ra+fffeff:~~w~fftf»~~~>~t+~~~~~w~r~ew~w~~,fat~~~~wtwf»t~er.wwfft
YiSffiff f f>f;ft4feytS;t4f 4ff~Myil4T~i4ytfFyyilif tf fiY#i~fii4f4MM1~ilfitW frf y*#1f fF~F~kyY4
¢¢¢STREETFL041 MODEL INPUT [NFORMATION
"""""' _""""_""""_ "~" _"""""""""_""""""
LONSTANT STREET GRADE(FEET/FEET) = 0.020000
CONSTANT STREET FLOId(CFS) = 12.05
, AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.075000
CONS7ANT SYMME7RICAL STREET HALF-NIDTN(FEE7) = 20.00
DISTANCE FROM CRONN TO CROSSFALL GRADEBREAK(FEET) = 18.00
' INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
' CONSTANT SYMMETRICAL GUTTER-YIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLON ASSUMED TO FILL STREET ON ONE 5[~E, AND THEN SPLITS
~'___"_'_'___'___"'__"'__"_'_'_'_____"__"_____--___"__"'____'__'____
STREET FLOH MODEL RESULTS:
' STREET FLOW DEPTH(FEET) = 0.44
HALfSTREET FLOOD NIDTH(fEET) = 16.34
AVERAGE FLON VELOCITY(FEET/SEC.) = 4.28
^ PRODUCT OF DEPTH&VELOCITY = 7.89
,
'
'
~
' ~
'
•'h'k'kYtf'kf f 4frf 1Rf Yf f f#f f 4f'k*#YtYtf fFhYtRYt*YtYeYe'kYt#if *YeYNtfiM4f~14##34#i14#k44iif#44#11f
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C> Copyright 1982-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2007 License ID 1264
' Analysis prepared by:
' ~ RBF Consulting
14725 Alton Parkuay
Irvine, CA 92618
~""""""""""""""""""""" _ _ _"""""'
TIME/DATE OF STUDY: 15:57 07/25/2005
•*'"***x****~***~**~*~***** DESCRIPTION OF STUDY "'"'~~*~t~+t+~r~t~tt:trttt*w
~ Harveston Tract 32437 *
Catchbasin #1 *
~ . ~
, *fA1tfAA'kYtlltffAlfifff'kffi111fFYt'Rff'k1R'kflflfFlflfff'M'MMf~Y'k~k>YYf#4'kY~k~k~kYe#4MYtYt#W1e I
if f44411444flf 1i1iYtr4~T1114Ylfl~~flfffYOYf 14R4YYfFl11f1111Yf1111YR1Yf*Yl111YA'k'kY(YIfY
¢¢¢FLONBY CATCH BASIN INLET CAPACITY [NPUT INFORMATION
~""__"""_"""""""""'_""'____'___"_"'__' """"""""'
I ' Curb Inlet Capacities are approximated based on the 8ureau of
Public Roads nanograph plots for flouby basins and swp basins.
~ ' STREETFLOW(CFS) = 12.05
GUTTER FLOHDEPTH(FEET) = 0.44
I , BASIN LOCAL DEPRESSION(FEET) = 0.33
fLONBY BASIN NIDTH(FEET) = 27.00
¢¢¢¢LALCULATED BASIN NIDTH FOR TOTAL INTERCEPTION = 28.5
i , ¢¢¢¢CALCULR7ED EST(MqTED 1NTERCEPTION(CFS) = 10.2
'
'
'
,
, ~~
,
~x++~i+i~rr++++++~riw:wwxt~t~+t~~wx++f++rrww+rwx+++t:txx~+we+»+~rrver+~+r+x+x
' HYDRAULIC ELEMENTS - [ PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/Oi/2001 License ID iZ64
' pnalysis prepared by:
, RBF Consulting
74725 ALton Parkuay
Irvine, CA 92678
~------- ° °-°---"---------------°-------------------------------
TIME/DATE OF STUDY: 76:44 03/29/2005
•v~~~itxw*ewww+*~~t++++tvew DESCRIPTION OF STUDY ~~~~*****'~ertit+~~~ww++*+y
~ Narveston, Tract 32437 "'
70-year storm event, flouby condition *
* catchbasin 2 *
,444'k'kllff}f4ffiftMMYt4YtfAA9e~l444M**YeYtfFiiYe4Yfl34if'k'k'M11f44~~4#YfFRlfff49etff4f Q
•Yrk'kffl~ff4#~kFY'MRRf'k4fRl4f4f#Yt#'kffFfFYtAf#1f#4~k~M*'hAtRfYtltlt~~4l~YffYtffff4~ f fY*f'Yf ~
¢¢¢STREETFLOW MODEL INPUT INFORMATION_
"""_"""""""""' """'_""""""'
CONSTANT SiREET GRADE(FEET/FEET) = 0.010000
, CONSTANT STREET FLOW(CFS) = 6.66
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTHCFEET) = 20.00
DISTANCE FROM CRONN TO CROSSFALL GRADEBREAK(FEET) = 18.00
' INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
IXITSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB NEIGHT(FEET) = 0.50
' CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
_ FLON ASSUMED TO FIIL STREET ON ONE SIDE, AND THEN SPLITS
STREET FLOW MODEL RESULTS:
-"'- -----------'------'-----------"'---------------'----------------'--
' STREET fLOW DEPTH(FEET) = 0.41
HALFSTREET FLOOD HIDTH(FEET) = 74.66
AVERAGE FLON VELOCITY(FEET/SEC.) = 2.90
~ PRODUCT OF DEPTH8VELOCITY = 1.79
1
,
'
' ~
'
•~frf~++w~ti:~~rrf>fw:fYertf:~a:~ef+t~t~~~+rw~t++~wa~f.~~~~if~x~f~y+~w~~++rw+w~faa
' HYDRAUIIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 07/01/2001 License ID 1264
' Analysis prepared by:
' RBF Consulting
74725 Alton Parkuay
Irvine, CA 92618
~---'------------------°-' •-----'-------'."----"-------"----"-----"---
TIME/DATE Of STUDY: 16:52 03/29/2005
~'__"__'_"_"___"_'_______"__'__""'_'__""____________"______"'___'
•+ws.~~~i+.s.r~wi~i+v.v.wwii+.w:r DESCRIPiION OF STWY **rt~,e,ex:+~::~xw~~~r~~~+w~
~ Catthbasin 2 :
Harveston, Tract 32437 w
. w
' ~wt~re,e+wxrrrwrt~~~tr»~ww~+:~~+w~+~»~+.:~+t:~~v.v.~r~:~~w:~~~*~wwwsew+::~w»aw+
ffffffw++fxf»w+e>friiv+ffftfaf+~ftf~+r+rww~t:~+rfw~,~*yf+w~~wt:e+rw~+~:~ffwwffz~
¢¢¢FLONBY CATCH BASIN INLET CAPACITY INPUT INFORMATION
""""'•""""""""""""""""""""""' """""_"""
' Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flouby 6asins and sunp basins.
' STREETFLON(CFS) = 6.66
GUTTER FLONDEPTH(FEET) = 0.41
~ BASIN LOLAL DEPRESSiON(FEET) = 0.33
FLOWBY BASIN HIDTH(FEET) = 74.00
' ¢¢¢¢CALCULATED BASIN NIDTH FOR TOTAL INTERCEPTION = 77.0
C¢C¢CALCUTATED ESTIMATED INiERCEPTION(CFS) = 6.0
"___-_"__--"'_ --"_____"_"__"_ ' '
'
~I
'
'
~
~~
,
•e~fxxx»~~~~~~~www~~.t>xo~+~~~wfrxxtixi~+~wfw+xxxxxy~~e~r.rxxtfiiY~wwwwwxxtie~
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/07/2001 License ID 7264
~ Analysis prepared by:
' RBF Lonsulting
14725 ALton Parkuay
Irvine, CA 92618
~----'-'---------""------•-'----------•----------•----------------------"
TIME/DATE OF STUDY: 17:00 03/292005
~________________________________________________________________°°°°°°°°°°°
++vww~~w++axx~vrr~~t:+:t~~~ DESLRIPTION OF STUDY ***~~;~*****~~*~"'*******t
~ Harveston Tract 32437 *
.
: w
, ei~~+,r>r~t~i»~awwwret:~~,e+v.~~~we»~~~~+w~~+t+ey+:wwr~++~evrtw~xrv.rrfsa~,e~rr~re
•rt+.fw~*~ft~~x+rf ww~v~f»yff ~xw>f f f+e++e+f ~~~tff ~+e+wwwfeftf+~ff rve~wxif:k~+wwr.vr~rwf~
lCCSTREETFLON MODEL 1NPUT INFORMAT(ON
~" " " " " " " " " "'•" " " " " " " " " " " " " " " " " "'
CONSTANT STREET GRADE(fEET/FEET) = 0.005000
~ CONSTANT STREET FLON(CFS) = 5.93
AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.015000
CONS7ANT SYMME7RICAL STREET HALF-WIDTH(FEET) = 20.00
DISTANLE FROM CRONN TO CROSSFALL GRADEBREAK(FEET) = 18.00
' INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
WTSIOE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
' CONSTANT SYMMETRICAL GUTTER-HIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03725
CONSTANT SYMMETRICAL GUTTER-HIKE(fEET) = 0.12500
_ FLOW ASSIIMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
~ STREET FLON MODEL RESULTS:
' STREET FLOH DEPTH(FEET) = 0.44
HALFSTREET FLOOD NIDTH(FEET) = 76.34
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.10
~ PRODUCT OF DEPTN&VELOCITY = 0.93
,
'
'
~
' ~
,
•w~www:~~r~+r+~ff+~~~~ww~:t:tfe~:y~~+~w>*fxxx~~ewfw+ww~e~eerxxxe~~ewwfw>fxxa~~~
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2007 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1264
'
Analysis prepared by:
1 RBF Consulting
74725 Atton Parkway
Irvine, CA 92618
~------------------------° °--------------------------------•---
TIME/DATE OF STUDY: 17:02 03/29/2005
ex~r.~t+:~fx+:ww~+ttrxx~~~~ DESCRIPTION OF STUDY **:ww:v.v.vrrri~»e~v.v.~~+~tt~
~ Harveston, Tract 32437 .
. w
~ v~~~t:t:»w:~wt~~~~~awwr~rrtr:~+xwrwr~+~~iwv.v.w~i+i+r+wwr,~w~*~i+:ww»*~~t+:++~
r~~~wt*f~~,ew~rve~xs.~~~,ew~++~+e:y~wnwrtw~t+++~wrrrwtr~~~+~~w~rrrf~~+ortw~wxt:~ie
¢¢¢FLONBY CATCH BASIN INLET CAPACITY INPUT INFORMqTION
~""""_"""""""""""""""""""""_"' """"""""'
' Curb InLet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for fLouby basins and sunp basins.
' STREETFLON(CFS) = 5.93
GUTTER FLOWDEPTH(FEET) = 0.44
, BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOUBY BASIN NIDTH(FEET) = 74.00
¢¢¢¢CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION =
I ¢¢¢¢CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.9
,
,
'
~
14.0
~
' ~/
,
.......................«....,..,......,....,,....,,,....,,.,....,,,.~,,,.,,.
I HYDRAUIIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Sottware (aes)
Ver. 8.0 Release Date: 07/Oi/2001 License ID 1264
' Analysis prepared hy:
' RBF Consulting
14725 Alton Parkuay
Irvine, CA 92618
~' _ _ _ _ _"""""""_ _ _ _""""' _""""" _ _"'!""""_"". _"""""
TIME/DATE OF STUDY: 14:50 01/77/2005
_'___'__'___ ""___"___ '_"'____ -
************3~~~********** DESCRIPTION OF STUDY i*+~+t~i~+w~v.v.vrxxxtt~r~er.w
~ Harveston Tract 32437 *
+ ~
* 10-year storm event *
^ ~k~kfff4##4f4ffyty~yYSYY411tf:Ffyy~44~~1ffFynY*1effltrfytyMty~4f~kfiMi1f11f1fif*A'kW~R44#~f
•1tFM*1e1efi4#4ilf4fytrty4ff 34~4f Ayi#yt;NhyiWyfr**frf ~444ytyiytyi**'k**Y*3#f f Y:Ff frf f y/;;;ff
¢¢¢STREETFLON MODEL INPUT INFORMATION
" " " " " " " " " " " " " " "'_" " " " " " " " " " " " " "
LONSTANT STREET GRADE(FEET/FEET) = 0.015000
CONSTANT STREET FLOH(CFS) = 2.68
' AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.075000
CONSTANT SYMMETRICAL STREET HALF-NID7H(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00
' INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
WTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETR[CAL CURB HEIGNT(FEET) = 0.50
, CONSTANT SYMMETRICAL GUTTER-NIDTH(FEET) = 2.00
LONSTANT SYMMETRICAL CUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.72500
FION ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
STREET FLOW MODEL RESULTS;
' STREET FLOW DEPTH(FEET) = 0.31
HALFSTREET FL000 NIDTH(FEET) = 9.50
AVERAGE FIOLI VELOCITY(FEET/SEC.) = 2.55
~ PRODUCT Of DEPTHBVELOCITY = 0.78
'
~
'
' ~
~
+++~r~~rw+x++ww~~r~,~~~~+wwvrve~iif~++ww,~ww*f+~r~t+~tit~:+~~+*+w~~~ia+++www+~i++r
' HYDRAULIC ELEMENTS - [ PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Retease Date: 01/O1/2001 License ID 1264
' AnaLysis prepared by:
' RBF Consulting
14725 Alton Parkuay
Irvine, [A 92618
~'-----'------•"--°----"'-------"-'------'------°-----'----------'-'---
TIME/DATE OF STUDY: 14:52 O1/17/2005
•~~::+~~+ee~r3;~*~www~w+~~ DESCRIPiION OF STUDY rr"'w~k~ttt+~W~owv.~s~te++s.r.
~ Harveston Tract 32437 .
10-year storm event, flouby *
'..~..+x..++..++.••........••x:.:...+•..«::.+.srr..•.z::::.a+n+.+x....~.r... ~
. ~
f1e*#344~ytfFytytyt#4fft111f ytYf1ff111ff*1i~4f}f f yYYf flytytfFytyiytytyty;fff~4RytYy;}f~4fFflfFYe*
C¢¢fLONBY CATCH BASIN INLET CAPACITY INPUT INFORMATION
~ ._" " " " " " " " " " " " " " " " " " " " " "'"" " " " " " " " " " "'
, Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for ftouby basins and swp basins.
, STREETFLON(CFS) = 2.68
GUTTER FLOWDEPTH(FEET) = 0.31
' BASIN LOCAL DEPRESSION(FEET) = 0.33
FLONBY BASIN NIDTH(FEET) = 7.00
¢¢¢¢CALCULATED BASIN NIDTH FOR TOTAL (NTERCEPTION = 9.2
' ¢¢¢¢CALCULATED ESTIMATED 1NTERCEPTION(CFS) = 2.3
,
'
~
,
, ~~
'
' HYDRAULIC ELEMENTS - I PROGRAM PALKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/07/2001 License ID 7264
' Analysis prepared by:
' RBF Consulting
14725 Atton Parkuay
trvine, CA 92618
~---°----------------------------------------------------------------------
T1ME/DATE OF STUDY: 17:06 03/29/2005
~"""_"'__""___'___"_'__"'___'___________'__""""""______'____"
•::~e»~a~t:+::~tt»~:+trz DESLRIPTION OF STUDY **~~~*~***~~rrrv.wrx~wxt~tw
~ Harveston Tract 32437 *
•
• •
'v.f+~+e~++r~rr~++~~~~+++fffi~~f»»fyiir~~:tfi~~~:f:fftftf*ffrf~t~**f~ftfrtft•
•.t~~iw~r»v.+w~~ww+rwenf+twrff~x+rw+r~w~wfff+rfwf~w:+~++f++f+++xf~++++++f W+f~re~~~
¢¢¢STREETFLON MODEL INPUT INFORMATION_
" " " " " " " " "" " " " " " " " " " " " " " " " " " " " "
CONSTANT STREET GRADE(FEET/FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 7.86
, AVERAGE STREETfLON FRICTION FACTOR(NANNING) = 0.015000
LONSTANT SYMMETRICAL STREET NALF-WIDTH(FEET) = 20.00
DISTANCE FROr1 CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00
, INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
WTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETR[CAL CUR6 NEIGHT(FEET) = 0.50
, CONSTANT SYMMETRICAL GUTTER-YIDTH(FEET) = 2.00
[ONSTANT SYMMETRICAL GUTTER-LIP(PEET) = 0.03725
CONSTANT SYMMETRICAL 6UTTER-HIKE(FEET) = 0.12500
FLON ASSUMED TO FILL STREET ON ONE SIDE, AND TNEN SPLITS
~ STREET FLOW MODEL RESULTS:
"_" " " " " " " " " " " " " " " " "" " " "'
' STREET FLOW DEPTH(FEET) = 0.48
HALFSTREET FLOOD WIDTH(FEET) = 78.03
AVERAGE FLOH VELOCIT7(FEET/SEC.) = 2.31
- PRODl1CT OF DEPTHBVELOCITY = 7.10
,
~
'
~
' ~
'
*RfYf1'h'RR'R'RY#41r4**Yt'kYtRYtR##!i**~.FfrYtfrYt4~f#f~hf'kffYtf111f'! 4fk'kYtfFf'k'k+YS'1f4Y#Y'h'M'h1
, HYDRAULIC ELEMENTS - 1 PROGRAM PACKAGE
(C) Copyright 7982-2001 1ldvanced Engineering Softuare (aes)
Ver. 8.0 ReLease Date: 01/01/2001 License ID 1264
, Analysis prepared by:
, RBF Consulting
74725 Alton Parkuay
lrvine, CA 92678
~------° ----------"----°------'- °---------"----------
TIME/DATE OF STUDY: 77:08 03/29/2005
•>w+~t~zx~~>w++xx~+++tt+wr DESCRIPT[ON OF STUDY ~~~~****~e:~~iwwww+~+~a~it
~ Harvesto~ 7ract 32437 ~ * /~
+ ' ~~ ~~
, yNtfF~Mytye4444##f4Yt1R1t~f444Yt1fYt1111~f#W~kltfFfY'k*'k4i###'tYe'kMfYt'kflft~44'klYt'kRYt1flff4f
f#f1e*fAM1f11`1`44MfYf>fffftf#4#'kYfflf9e~tffiYt*Yrh W4+'44ff44fi>Ye'kfFllf~fffY#*1~YfR9e4~~
¢¢¢FLONBY CATCH BASIN INLET CAPACITY INPUT INFORMATION_
~'_" " " " " " " " " " " " " " " " " " " " " " " " " "' " " " " " " " "'
' Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nortrograph plots for flouby basins and s~mip basins.
, STREETFLON(CFS) = 7.86
GUTTER FLOLIDEPTH(FEET) = 0.48
, BASIN LOCAL DEPRESSION(FEET) = 0.33
FL0618Y BASIN NIDTH(FEET) = 74.00
¢¢¢¢CALCULATED BASIN WiDTH FOR TOTAL INTERCEPTION = 16.9
I ¢tZ¢CALCULATED ESTiMATED INTERCEPTION(CFS) = 7.2
'
,
~
'
1
~
L
++:ew#~~~~+wx+t~+~~twwt~vrv.i~xw~t~w+y~t+w+~a~v.e+~~~~:~~~,~~~~rr.~+~~i,e~~~rt~xw~e~
' HYDRAUIIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/O1/2001 License ID 7264
, Analysis prepared by:
' RBF Consulting
14725 Alton Parkuay
Irvine, CA 92618
,' _' _" _"' _""' _""""""""""""""""""""""""""_""_
TIME/DATE OF SiUDY: 15:00 O1/17/2005
~____'_________'___-'__'_____'___'_'___'_'_____'__'___ __"'____-"'__'___ '
**+t+.*******+***********~* DESCRIPT[ON OF STUDY ~~**~~~~x~"'~~~~"~~~~~'~w
~ Harveston Tract 32437 ~ ~
. ~
e
, f xr~s.wsew+x~+++»+rr~~tr~wf+~+w*++w+~~w,e~f ~f w+++ewf rr~w+++ww~+t++++~wwv.~~t,ev.+
ltfilYYtRf Wf+"k~F1i*'k:!#f YfhYt~ff'kfYt444M>'k#4#*'k#f4fi~MM1R4YYflfiYefFl4*Ytfr9eflrMAAR~fi(Y9eYtf
¢¢¢STREETFLOLI MODEL INPUT INFORMATION_
_""""""""_"""" """""""""""""""_"'
CONSTANT STREET GRADE(FEET/FEET) = 0.005000
' CONSTANT STREET FLON(CFS) = 6.84
AVERAGE STREETFLOH FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-N[DTH(FEET) = 20.00
DISTANCE FROM CRONN TO CROSSFALL GRADEBREAK(FEET) = 78.00
' INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEI6HT(FEEi) = 0.50
' CONSTANT SYMMETRICAL GUTTER-NIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
~ FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLiTS
~ STREET FLOW MODEL RESULTS:
-----' ----' -'----------"---' ------"-----' ------------°--'------'---"-
1 STREET FLON DEPTN(FEET) = 0.47
HALFSTREET FLOOD N[DTH(FEET) = 17.47
AVERAGE FLOLI VELOCITY(FEET/SEC.) = 2.74
PRODUCT OF DEPTHBVELOCITY = 1.00
~__'_'_____'______'__'_______'______'_'__'___'____'_"_'_'_'_"__'__"_'___'
,
~
,
~~
'
•f+F*f4ffyiffkYtyf~,y4#~Y#y~ffy V yt;~Y#*1e#*4~,Fty*4fFYy4~Y*f*~F~R#hy4y'y~y*t4*tkY:F1`fktfye;y}y~y
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 7982-2ppi qdvanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/07/2001 License ID 1264
' . Analysis prepared by:
, RBF Consulting
14725 qlton Parkuay
irvine, CA 92618
'----'-----'--'-'--"'---~-~--'-'-'--'-~---"-'-"
_ TiME/DATE OF STUDY: 15:01 07/77/2005
~*****'************we,ear~a DESCRIPTION OF STUDY *+**********t*r.~v~~,~twxe~~
~ Harveston Tract 32437
: * /'
. ~
~Y~x:w:~w*+.~~s.iw~xraw++~+~i:rs.+xt~aw~~r~ot~~~3ir...~..........___........ ~ W
fYef+FYt+Yi~llii'MMf'Mf fF'k41f'M4+F/+FfF#1f1Yf fFi~FYi'RS+F#~F}fYYfFf f kf i1YifY#1tYf+Ff+lf f f f f f f yifYf
¢¢¢FLOIJBY CATCH BASiN INLET CAPACITY INPUT INFORMATION_
"""""""""' •"""""""""""""""_""
' Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plois for flouby basins and sury~ 6asins.
, STREETFLON(CFS) = 6.84
GUTTER FLOWDEPTH(FEET) = 0.47
' BASIN LOCAL DEPRESSION(fEET) = 0.33
FLONBY BASIN NIDTH(FEET) = 14.00
, <¢¢¢CqLCULATED BASIN N[DTH FOR TOTAL INTERCEPTION = ~5,~
¢¢¢¢CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.6
I ~
~~
~
•f y(1 f f f f f 444f f fi4}y'tf }YYYtYtltrf #'R~Rf ***#f!M#11e*l1t41t1till"F'F4'R#*4*+'~FV'ry'k'Y'Y'Y#!'f'k'kV'!
' HYDRAULIC ELENENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/01/2001 License [D 1264
' Analysis prepared by:
, RBF Consulting
74725 Alton Parkuay
Irvine. CR 92678
' ----------------'-----"----' --"---
TIME/DATE OF STUDY: 10:56 01/77/2005
++t3tit~r~~~;~+rrt~~~*r~~w DESCRIPTION OF STUDY ~~***w'~'t+~y~*i~*:++~ww~w~
~ Harveston Tract 32437 •
r. •
~ ~
.v.~+~w+~w~~e*~~W~~~wi~~we~y~~~~~»~~ry~~~i~etttttiwa~~rxxwf.+~~w~w~~~fwf+~~~vr+r ~
¢¢¢STREETFLON MODEL INPUT INFORMATION
~""""""""""""""""""" '_""__"""_"""
CONSTANT STREET GRADE(FEET/FEET) = 0.015500
CONSTANT STREET FLOF1(CFS) = 2.57
' AVERAGE STREETFLOY FR[CT[ON FACTOR(MANNING) = 0.075000
CONSTANT SYMMETRICAL STREET HALF-NIDTH(FEET) = 18.00
DISTANLE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00
' INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
WTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
' CONSTANT SYMMETRICAL GUTTER-NIDTN(fEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-L1P(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-NIKE(FEET) = 0.12500
FLON ASSUMED TO FILL STREET ON ONE SIDE. AND THEN SPLITS
~ STREET FLOH MOOEL RESULTS:
' STREET FLON DEPTH(fEET) = 0.29
HALFSTREET FLOOD NIDTH(FEET7 = 8.50
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95
_ PRODUCT OF DEPTHBVELOCITY = 0.85
~~
i
1
~ ~~
,
tYttASf4f#iif'4'FYl'R41t<N!i Tttrit111fYf'F#MfF*M*M1efi1e*f###Afft41fFf4'k'F:FfF:F*4*#ff4!!Y
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
~ Ver. 8.0 Release Date: 01/01/2007 License ID 1264
' Analysis prepared by:
~ RBF Consulting
74725 Alton Parkuay
Irvine, CA 92618
'------'--'-------------•'------------°--------------------'-------•-~--'--
T[ME/DATE OF STUDY: 10:58 01/77/2005
***********#d44t~r"*****~ DESCRIPTION OF STUDY **x+rxtii~~~t~~xa+v.+~~ew~+
~ Harveston Tract 32437 *
.
. ~
.....r••.~.+.•w•i~....+.+.•.......:~........+...x•:•........a.........++.•..
¢¢¢FLONBY CATCH BASIN INLET CAPACITY INPUT INFORMATION
~""""""""""_""""""""""'_"""""" """"""""'
, Curb Intet Capacities are approximated based on the Bureau of
Public Roads nanograph plots for fLouby hasins and s~nnp basins.
' STREETFLOW(CFS) = 2.57
GUTTER FLONDEPTH(FEET) = 0.29
, BASIN LOCAL DEPRESSION(FEET) = 0.33
FLONBY BAS[N N[DTH(FEET) = 7.00
¢¢¢¢CALCIJLATED BASIN YIDTH FOR TOTAL INTERCEPTION =
' ¢¢¢¢CALCULATED ESTIMATEU INTERCEPTION(CFS) = 2.7
'
'
,
,
9.4
~
, ~ %
'
:e~~+wt~ae~~~~~+:t»~+exxy,e~~~ts~~rtrww~~~rw~~w,rx~x~x~~~+w>xte~~~t+xxt~iw+x~x
' HYDRAULIC ELEMENTS - 1 PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver.~8.0 ~Release Date: 01/01/2001 License IU 1264
' ~ Analysis prepared by:
' RBF Consulting
74725 Alton Parkuay
Irvine, CA 92618
~---°---'-------'-----"----'-'---'--
TIME/DATE OF STUDY: 15:07 01/17/2005
"'~~~~~"'"'"'"`~tt~~'"`~~z'~~x**y DESCRIPTION OF STl1DY +t+:+~e+rrv.rt~eww~~+~,e~w~w
~ Harveston .
Tract 32437 •
.
.
t ....w..••~+..••+...ew.x.+.•.::.e..:....srt:.~.x:.....+»+......+...+..+..x..
w~~x~~www.tf frr:t~~f xrr~ef ~ttr»~+fr~a~tawxet~+>fe~~esef fs.»~~wwwf t~~~ww.ys.s.w~++wnr
¢¢¢STREETFLOW MODEL INPUT INFORMATION
" " " " " " " " " " " " " " " " " " " " " " " " " " "'_" " " " " " "_'
CONSTANT STREET GRADE(FEET/FEET) = 0.075500
, LONSTANT STREET FLOH(CFS) = 4.64
AVERAGE STREETFION FR[CTION FACTOR(MANNING) = 0.015000
CONS7ANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00
DISTANCE FROM CRONN TO CROSSFALL GRADEBREAK(fEET) = 16.00
, INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
WTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRILAL CURB NEIGHT(FEET) = 0.50
' CONSTANT SYMMETRICAL GUTTER-NIDTH(FEET) = 2.00
CONSTANT SYMMETRILAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOLI ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
~ STREET FLOLI MODEL RESULiS:
----------'--------------'-----'-'---'--'--'-'------'--'-'----'----'--'---
' STREET FLOU DEPTH(FEET) = 0.35
HALFSTREET FLOOD NIDTHCFEE7) = 17.50
AVERAGE FLOH VELOCITY(FEET/SEC.) = 3.16
~ PRODUCT OF DEPTH&VELOCITY = 7.09
'
'
,
~
, ~~
'
+~xs.i~~w~.r+~.t~t+~w+xxx+e~+*~f~~~+y~:~~ew+uxx~~+fitr+i+~~~~~*~x~iiw~~+e~r~~*xv+r.
~ NYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: Oi/07/2001 License ID 1264
' Analysis prepared by:
' RBF Cansulting
74725 Atton Parkuay
Irvine, CA 92618
~--------------•------------"--° "---------------'---------'-----'------
TIME/DATE OF STUDY: 75:10 07/17/2005
**vrti~y~:eww~tr~~:ww~:r~ee: DESCRIPTION Of STUDY ~i~"0""`******~*****~*****+
~ Harveston Tract 32437 +
• ~
* ~ ~
. ~i.~r.r.w~:++~wwwr~~~www~rt~+~r~tf:~+~sr~:e++wxtix~~vrrrxxt~te~~~~a~::..s...:....
e~f~~fxi~#~:rows.~++~+rsrx~i:++++tex:wet~+:wtt~~ewr~~+s.et+~~~+rwxtt~~ww~:~*ew~•
¢¢¢FLONBY CATCH BASIN INLET CAPAC[TY INPUT INFORMAT[ON_
""""""""""'_"""_"""""""""'_""" "_"""""""
' Curb Inlei Capacities are approximated based on the eureau of
Public Roads nomograph plots for flouby basins and sump basins.
, STREETFLOH(Cf5) = 4.64 ~
GUTTER FLOHDEPTH(FEET) = 0.35
' BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOHBY BASIN WIDTH(FEET) = 13.95
' ¢¢¢¢CALCULATED BASIN NIDTH FOR TOiAL INTERCEPTION = 14.0
¢¢¢¢CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.6
'
1
'
'
' ~
'
f#!Ye'khlF**4#lttif yf**#!ff f'Rf y(4*1if YY9/*Y(134lf T4fFf y!#3l4f f1#:F*t43YYYf f~ 1IF*1e'RR##~Fh**
, HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/O7/2007 License ID 1264
, Analysis prepared by:
' RBF Consulting
14725 Alton Parkuay
Irvine, CA 92618
'"' _ •""""""""'.""""""""""""""""""' _"""""""
TIME/DATE OF STUDY: 10:20 07/17/2005
"'_____'__ '___"""'___'_ -'________'_'__"__"____ ___ _'_____'___'__-
"`~"'"~~'~"'"`"`"`~x~~"~'~~*~~~t DESCRIPTION OF STUDY xtt+~i~~rr+rx»+~v.r~~ai~~w
~ Harveston, Tract 32437 * ~
• 9
. ,
' M414'kM4/rleffllW'M'M1~iY##fifYfFfF**l~ffFffFfFYlrlr#l4~F+4#*34ff+F+FY'kYt>11St111fYf1rff4flfAf
4~Y~kYt***ff ~f ~FfFfF*#*4~Yhf f fF};;Mfflff;;le~4~lfFfytyHr41f1f yf k44f ~fe4ytytY*H4ffe4f yy}/~tf
¢¢¢STREETFLOH MOOEL INPUT INFORMATION
""""""""""""'_"' "_""""__""""""""""'
CONSTANT STREET GRADE(FEEi/FEET) = 0.010000
CONSTANT STREET FLOY(CFS) = 5.14
~ AVERAGE STREETFLOH FRICTION FACTOR(MANNING) = 0.015000
CONS7ANT SYMME7RICAL STREET HALF-YIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADE9REAK(FEET) = 16.00
' [NTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
WTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGNT(FEET) = 0.50
' CONSTANT SYMMETRICAL GUTTER-LIIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETR[CAL GUTTER-HIKE(FEET) = 0.72500
FLON ASSUMED TO FILL STREET ON ONE SIDE AND THEN SPLITS
~ STREET FLOY MODEL RESULTS:
"_""""' _ _ """" _""""_ _""""' _ _"""' _ _ _ """' _ _ _ _"""' _ _ _'
~ STREET FLOW DEPTH(FEET) = 0.38
HALFSTREET FLOOD NIDTH(fEET) = 13.25
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.70
_PRODUCT OF DEPTH&VELOCITY = 1.03
__ '_ _"__"__ -
'
'
'
' ~ ~~
~
Y4Y'R1YtYrk1`1ff 4fF>f 44Y#Rfh>YYff f f frYf 4f #1flltRf fif fiiMfe4f y1e41e~R~M##~kfr**fi44fY141`1e#f:F:FfFY
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2007 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 07/01/2001 License [D 7264
' ~ Analysis prepared by:
~ RBF Consulting
74725 Alton Parkway
irvine, CA 92678
''----'---------'------"----'-'-----"--'---~--------"-----'--°----
TIME/DATE OF STUDY: 10:21 07/17/2005
•w++t++w:rvrr~»w~~+:rx++e~r DESCRIPTION OF STUDY '****+~34****ii~+***~+*+~: ^
~ Narveston, Tract 32437 x / \
* /-~
+ w
'vrti~wfff~ff~+ff~rr»ewf++~~rrwf.i~~~w~~t~t+eww~t+~+w~xxf~~~rwxtfe~+fwfw~s+fwf
*w~++~~++e>x~e~~r.rrw~,e~w~:x~~~w~~aw~,ert~~~~t~~wxtteewr.r.w:+~~r.+vrttireww~t:~~~++
¢¢¢FIONBY CATCH BASIN INLET CAPAC[TY INPUT INfORMATION
~""""'_""'__"""_""""""""""""""_" .
~ Curb Inlet Capacities are approximated based on the eureau of
Public Roads nomograph pLots for flowby basins and s~rnp basins.
' STREETFLON(CFS) = 5.14
GUTTER FLONDEPTH(FEET) = 0.38
' BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOHBY BASIN NiDTH(FEEi) = 14.00
¢¢¢¢CALCULATED BASIN LIIDiN FOR TOTAL INTERCEPTION = 74.2
' ¢¢¢¢CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.1
__'-____""__"_____'____ __""____'__"_"_____'____'__'
'
I I
J
~
'
' ~~
~
..........................................»,..,..,...,....,,,....,......... ~
' HYDRAULIC ELEMENTS - 1 PROGRAM PACKAGE
(C) Copyri9ht 7982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 ReLease Date: 01/01/2007 License [D 7264
, Analysis prepared by:
~ RBF Consulting
14725 Alton Parkuay
irvine, CA 92618
'--'------'-----------'---------'---'-- "--'-'------"----"'---------'---
TIME/DATE OF STUDY: 10:25 07/77/2005
~_'_'________'__'__'_"__'_'___'_"__"___"__'_______'_"__'____'__'___'_'_
*w»:~.t++~~~:+~w~~rr+r.avr~+ww~ DESCRIPTION Of STUDY ***~*****+:~w~v.r.r*~wv.~»~w
~ Harveston Tract 32437 .
10-year ftouby condition, Street ~BB' •
.
.
,:wxr*~wr.v.ttawwww+~i~,~i~+wvrxs.i~wvn.x+ww~+:~xww~r»r.wrteywwtae~w+w**:~~wwi~~w
4f4f'M*#lflf'k~R1eil~F'k*ilfiF+F#fflf'M4YNeifYt*f ~44+F'kYf 44f'Mk~fefef'4>4ff f9f'kf(ff f 1Yt*#~l+F***
¢¢¢STREETFLON MODEL INPUT INFORMATION
~" _""""""""' _ """""' _""
CONSTANT STREET GRADE(FEET/FEET) _
CONSTANT STREET FLOU(CFS) = 6.8
' AVERAGE STREETFLOH FRICTION FACTOR
CONSTANT SYMMETRICAL STREET HALF-N
DISTANCE FROM CROWN TO CROSSFALL G
~ INTERIOR STREET CROSSFALL(DECIMAL)
OUTSIDE STREET CROSSFALL(DECIMAL)
CONSTANT SYMMETRICAL CURB HEIGHT(FE
' CONSTANT SYMMETRICAL GUTTER-NIDTH(F
CONSTANT SYMMETRICAL GUTTER-LIP(FEE
CONSTANT SYMMETRICAL GUTTER-HIKE(FE
FLOW ASSUMED TO FILL STREET ON ONE
~ STREET FLON MODEL RESULTS: .
0.013400
7
(MANNING) = 0.075000
IDTHCFEET) = 20.00
RADEBREAK(FEET) = 18.00
= 0.020000
= 0.020000
ET) = 0.50
EET) = 2.00
T) = 0.03125
ET) = 0.12500
SIDE, AND THEN SPLITS
""""""""""' _"""""_"""""' _ _ "" _ _ "' _ _""" _ ""' _ _""_
~ STREET FLON DEPTN(FEET) = 0.40
HALFSTREET FL000 NIDTH(FEE7) = 14.09
AVERAGE FLOH VELOCITY(FEET/SEC.) = 3.22
PRODUCT OF DEP7H&VELOCITY = 1.28
'___' ___"'___" ___'_'_'__'_"_"_'_"__'_"" '__'_"'_'__ _ _"'_"'
~
~
~
lo
1 `~~
i~
.........................................................~..»....,,..,..,,,,
~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-20p7 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/07/2001 License ID 1264
, - Analysis prepared by:
, RBF Consulting
74725 Alton Parkuay
Irvine, CA 92618
L---------------"'---'-' ----'----'------'---"-----"---------------"----
TIME/DATE OF STUDY: 70:26 O1/17/2005
~__'__'_'_'___"___""'_"_"___"___'_'_'__'____________""__'_"_""'__
r~:~wwr~y~wox~~ww~:~~+rs.t~ DESCRIPTION Of STUDY ~**~xwi~wre+t:~wwtt~w++~z~~ ~
~ Harveston Tract 32437 . O
10-Year flowby coMition •
.
.
~......__....
eff:~~ww~~~+eww~~~w~e:~~~w~+,e~wwxef~w>xtf~wff~~wwxty++~f~»++fxfaxf>ri~y+v.~tf
¢¢¢fLONBY LATCH BASIN INLET CAPACITY INPUT INFORMATION
"""""_"""""'_""_"""""""""""""' ""_""'_"""
~ Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph pLots for flouby basins and simp basins.
t STREETFLOW(CFS) = 6.87
GUTTER FLOYUEPTH(FEET) = 0.40
~ BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOHBY BASIN HIDTH(FEET) = 14.00
¢¢¢¢CALCUTATED BASIN NIDTN FOR TOTAL INTERCEPTION = 17.9
1 ¢¢¢¢CALCULpTED ESTIMATED INTERCEPTION(CFS) = 6.0
---------------------------- -------------------------------- ---
~
~
1
~ ~~
~
......................................~.,...,..,...,.,..,,,..,...........,..
~ HYDRAUL[C ELEMENTS - I PROGRAM PALKAGE
(C) Copyright 1982-2007 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1264
, Analysis prepared by:
' RBF ConSUliing ~
14725 Alton Parkuay
Irvine, CA 92618
~-----"-----'---'----'-------"-------------'----'-----"---'---------'-'--
TIME/DATE OF STUDY: 70:30 07/17/2005
•v.s.+~v.vri:xr.Yr~ws.~tw~y.y~w~~ DESCRIPTION OF STUDY *x'********+****3*****+i*~
~ Harveston Tract 32437 .,
10-Year flouby condition w
,e *
~ S4ytfFfl~fffFY4i4f14~.YfyeffhfF#iiYty}lfty V1~fhyYf4Yyt4ffyi*ff4Yyitf~.Fkt4fyi~kle#ftfYyi4lLf M#f
+4>'~'!~f'MA'14+FfFfef 1'4'kleYfrf fF44yty1rflf f}~ltfyt4~~lf44ffYy~f 1*Y#4iyHetkflfFMtilf f#i*fYtSf4*FY
¢¢¢FLOWBY CATCH BASIN INLET CAPACITY INPUT INiORMATION
~'""""""""""""""'_""_""""""'_""" ""'_"""""'
I Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nanograph plots for ftouby basins and sunp basins.
i STREETFIOW(CFS) = 1.37
GUTTER fLOUDEPTH(FEET) = 0.25
~ BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOUBY BASIN NIDTH(FEET) = 5.87
¢¢¢¢CALCULATED BASIN NIDTH FOR TOTAL INTERCEPT[ON =
~ ¢¢¢¢CALNLA7ED ESTIMATED INTERCEPTION(CFS) = 7,q
,
~
~
~~
5.9
~
USE. CATCH BAS I N L="I ~
~ ~
~
e~tai~rtewt~~~+~xs.~~~>~~~~+xx~eww~~i~rtw~xyxwYx:a~~xtte~,rw:a~~ws.t~,e,rw,~~~~w,~,~~~
, HYDRAULIC ELEMENTS - 1 PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/01/2007 License ]D 1264
, ~ ' Analysis prepared by:
' RBF Consulting
74725 Alton Parkuay
Irvine, CA 92678
~"----------'-----'----'---------------'----•"----'---"-----
TIME/DATE OF STUDY: 10:28 07/17/2005
~~~'"`~Yi{'"`"`~"*'""`~+***~~~ DESCRIPTION OF STUDY "'**xiew~v,raawrx~,ewwxxte,e~~
' Harveston Tract 32437 .
10-year flouby condition ~
* ~ ~~
^~tt~+~awi~+.w~~:+wr.*xee~srxteeww:rswwr.ti~rrs.~irrrrs.~+w~xtr~v.w~:~ewrse~~+rv.~t~~
ve>~x~+efw~f~~ewffa~~r.vti~~wrxri~rrw~~ws.~~Wf~t~~iwsnt+e~+rvr~~++~f~~+w>r~~+w~*~~
¢¢¢STREETFLON MODEL INPUT INFORMATION
" " " " " " " "_" " " " " " " " " " " " " " " " " " " " "'.
CONSTANT STREET GRADE(FEET/FEET) = 0.013400
, CONSTANT STREET FLOLI(CFS) = 1.37
AVERAGE STREETFLON FRICTION FALTOR(MANNING) = 0.075000
CONSTANT SYMMETRICAL STREET HALF-YIDTH(FEET) = 20.00
DiSTANCE FROM CRONN TO CROSSFALL GRADEBREAK(FEET) = 18.00
~ INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEICHT(FEET) = 0.50
, CONSTANT SYMMETRICAL GUTTER-HIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03725
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLON ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPL1T5
_'___"_' -' _'__'_'__"_____"__"_'___ "__"______"__""__"'___'____
' _"'_'__ _'___'__'__'
STREET FLON MODEL RESULTS:
"""__""__""'__""__""__'
~I STREET FLOU DEPTH(FEET) = 0.25
- HALFSTREET FLOOD W1DTH(FEET) = 6.78
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.26
PRODUC7 OF DEPTH&VELOCITY = 0.57
____"__'__'___""'_'_" _ '
~
' c~C
,
..................>..,...,,..,...,.,........,,...,.,.....,,........,....,.,,,
~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
, (C) Copyrigh[ 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 7264
, Analysis prepared by:
~ RBF ConSUlting
74725 Alton Parkway
lrvine, CA 92618
I----'-----"---'---•'-----'----'---'--'-'---'-----------'--------"--------
TIME/DATE OF STIIDY: 15:26 Oi/17/2005
~~;"`~~~~~~~~~+~~~~"~**~~~* DESCRIPTION OF STUDY ***++~~v~t~~wwxr~waa~wwr.~t
~ Narveston Tract 32437 ..
.
. ~
I tyfw~~:~rtrvrx~~er.»++f3f~ewf+~+rwt~wrx~ow~+~+r tf~waffi~~f*r:~~+rff~~~<t,e rfr~y,e
.................................... ~,..,,............,,..........,....,,,..,
¢¢¢STREETFLOLI MODEL iNPUT INFORMATION
~""_"""_"""""""""_"""' """_'_"""""""""'_""_
CONSTANT STREET GRADE(FEET/FEET) = 0.005000
' CONSTANT STREET FLON(CfS) = 12.77
AVERAGE STREETFLON FRICTION FACTOR(MANNINC) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18,00
DiSTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00
, INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
WTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB NEIGHT(FEET) = 0.50
~ CONSTANT SYMMETRICAL GUTTER-NIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLON ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
I'*•STREET FLOH SPLITS OVER STREET-CROIJN**'
' FULL DEPTH(FEET) = 0.48 FLOOD NIDTH(FEET) = 78.00
FULL HALF-STREET FL041(CFS) = 7.65
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.26
~ SPLIT DEPTH(fEET) = 0.41 SPLIT FLOOD NIDTH(FEET) = 14.50
SPLIT FLOW(CFS) = 4.52 SPLIT VELOCITY(fEET/SEC.) = 2.01
STREET FLON MODEL RESULTS:
"_"""""""_"""" _""""_"" _ """_""_ """"_""
STREET FLON DEPTH(FEET) = 0.48
HALFSTREET FLOOD N1DTH(FEET) = 78.00
I AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.26
PRODl1CT OF DEPTHBYELOCITY = 1.08
,
~Z
, ~ v
,
f+t+wxx~wwxty~f ~<~~ws.xy~w,~,~ww+,t+++f ~eew~x~+rt~+f f»iwf>xi~+r~~~wf.x~~x+tw:tf ix
, HYDRAULIC ELEMENTS - I GROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
_ Ver. 8.0 Release Date: 01/01/2007 License ID 7264
, Analysis prepared by:
I ~ RBF Consutting
74725 Atton Parkuay
Irvine, CA 92618
~-"""""".""
TIME/DATE OF STUDY: 75:27 O7/17/2005
__'_'_'_ "_'_""_'_'__"'_"'__'_____"__'___' _"__'__ -
~+:~x+~~w~~ew~y.itwwt~~w~~+ DESCRIPTION OF STUDY ****~zi"**+i**+****~***t+*
~ Harveston Tract 32437 ~
.
.
.
,'k~h*k!}yy~~Yi11F*itriyMfl4y(IF*4h'4'k4f4fy4ffy/y~~t¢y/l4yflYti4frIFIF4Yff **4frfftS3:Fy(*!!'kIFIF
rtrt+fl~MrtRe+F%~xMf+FYexli4yYekrt~+FfF/wefF1S~##>fff~M~i4Yk~hfY~fF~FtRfeefYY'k##YrfF~k++FYtf4efrfYt44ff4f /~
¢¢¢FLONBY CATCH BASIN INLET CAPACITY iNPUT INFORMATION
""'_"""""""""_""""""""""""""" ""_"'
~ Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flou6y basins and sanp basins.
, STREETFLON(CFS) = 12,17
GUTTER FLONDEPTH(FEET) _~ 0.48
, BASIN LOCAL DEPRESSION(FEET) = 0.33
FLONBY BASiN NIDTH(FEET) = 21.00
, ¢¢¢¢CALCULATED BASIN UIDTH FOR TOTAL INTERCEPTION = 26.2
¢¢¢¢CALCULATED ESTIMATED INTERCEPTION(CFS) = 10.9
'
'
'
,
, ~~
,
•ws.f~~n~~a~~~+~+xfewww~++~wfxxtt~+wwf.+~~~+x.e+~~xwy~~w+~r.:~~~+xx+wewxx.+w~~+.
' HY~RAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/07/2007 License ]D 1264
' . Analysis prepared by:
, RBF Consulting
74725 Alton ParkWay
Irvine, CA 92618
~""" _ """' _"""_""""""""""""""
TIME/DATE Of STUDY: 70:17 02/07/2005
•~i+w~~:+irrw~rxti~.ww~t+ew+ DESLRIPTION OF STUDY *""**~*~****+i*****x+~,ew~vr
~ Harveston Traci 32437 .
•
.
.
, xw~ff~~++wft~~wftt++fwrtx*:+rrww~:f+rwrwf~w:tf,~f~fw+f::+f:r~frt+f~tffy+nefvex~~~
ftaWrtw~~~~~+fff~,ew+ftt~www~ttewfrextf~~+r+~fty++rwwxtt++wwxt~wwrs.fat~~+r~»~~~w~~ ~
¢¢¢SUMP TYPE BASIN INPUT INFORMATION ~J
~'__""__""""""_"""""""' """"_"""_""'_""""""'
' Curb InLet [apacities are approximated based on the Bureau of
Public Roads nomograph ptots for flouby basins and s~nnp basins.
1
,
BASIN INFLON(CFS) = 10.40
BASIN OPENING(FEET) = 0.83
DEPTH OF 41ATER(FEET) = 0.83
¢¢¢¢CALCULATED ESTIMATEO SUMP BASIN NIDTN(FEET) = 4.46
usE ~' cATC,H~s'rJ
LJ
,
'
'
1
' ~
1
f fr#41ef 11#'h1i*k4fF/*#444fr111f f f f'444Ytrii*:F1elf'FIFi!!!'kYl1t1t44444414'.F/1fe44frfF1#l~fFrtrtk#f1
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Da[e: Oi/01/2001 License ID 1264
, ~ Analysis prepared by:
~ RBF Consulting
14725 Atton Parkway
1 rvi ne, CA 92618
~--------'------------------"---------'--'----------'-'-----~•-----------
TIME/DATE OF STUDY: 15:43 01/17/2005
a+:ewwvrxttf+ww~tv.+ewt:~+::e DESCRIPTION OF $TUDY ~r~~,~i~t~~+~r.~*:~ww~~+::~+
~ Harveston Tract 32436 .
+
. ~
~ +:x~~::,e:e~a~Y~,e+~~rf~~~~~r~+r.r.wti+vrvett+www++~rrwt++~+e:,rwvr~t3~yea~~Yr»xr~•
f##Y!f yt>yrffffyt>YY111tyM111fytyt*f 44fr**34fiyt*3f f:FY#4f 4f fY~ytk*f4tlfYtytyHi4iYlfytlttY4
¢¢¢SUMP TYPE BASIN INPUT INFORMATION
"""""__""'_""'__""'_""" "_""'_"""""_"""'_"""'
I Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flouby basins and swip basins.
, BASIN INFLON(CFS) = 15.93
BASIN OPENING(FEET) = 0.83
, DEPTH OF HATER(FEEi) = 0.83
¢¢¢¢CALCULATED ES7IMATED SUMP BASIN NIDTH(FEET) = 6.82
~
,
J
'
~
~~
' ~~
,
.,,.,.,....,~ ...................,.,,~....,........,,....,...,,,.....,.,,......
~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2007 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 7264
, Analysis prepared by: ~
, RBF Consultin9
14725 Alion Parkway
1 rvi ne, CA 92618
'' _ _"""' _""""_"""" _ _ """""""' _ """" _ _""'
T[ME/DATE OF STUDY: 17:06 02/02/2005
___'____'_____ _'_'_'___'_'________'_'____"________'___'_ __"'__'____--'_
'_"_"_'_"_ ____""_'___'___"'___"'__'_"_'_'___"__ ___'__"_"__--__
~~~"~~~'~~kzY"~**~`~t~'*** DESCRIPTION OF STUDY "**"'***xs.s.~i~~~ox~+~:»ov+
~ Harveston 32437 Street "JJ' *
:
, „
,119f'RYi1e4~F4fr~,FyH(i#f 4~F#****!#l4~kyiytMiYli4Yiff fFfF}}4feytfFyt**4f#44hyHtytfi4fY#!l~FytfY#1ef iti
•~~w:~~~~rrrw~~~r~w~x~oe~~i~r~:t~~ar~+wwffwy~~wxw~~ee~ww~~~~t~~~~fwwxfaty~~~w
¢¢¢SUMP TYPE BASIN INPUT INFORMATION
""""_"""'_""""'_""""" "'_""""_""""'_"'
, Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and swq~ basins.
,
'
'
'
,
'
~
BASIN INFLON(CFS) = 30.43
BASIN OPENING(FEET) = 0.83
DEPTH OF LIATER(FEET) = 0.83
¢¢¢¢CALCULATED ESTIMATED SUMP BASIN NIDTH(FEET) = 13.04
15
U5E I`I~ GATCHB~iN
, g~
e~~~~+weww~~~+~~~~~~+~~~iwrtw~w+~*+x~x+~~i+W~~~wwewwww++*~ww~~~~~~~~xx~+:++y~
, HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 7982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1264
' Analysis prepared by:
RBF Consulting
, 14725 Alton Parkway
irvine, CA 92678
~----° ---"' -----"--------------' -' -"'---' ----------°----"".-' -"""
TIME/DATE OF STUDY: 08:03 07/25/2005
•;;**~~******************~ OESCRIPTION OF STUDY +~+:~:~:~xx~+wwwwwww++rrr~
~ 78' uide street at 5=0.005 *
+
* :
~ .~~+~~.r.•...•••.••..++++..~.+....+++....•+•.•+:..........+++.....•.+.~•r.•.
.........................,...,.,.,.,...~...~~»_..,._,.,...,..,.:.:::::.::...........=xx.+xxxwxxx.
¢¢¢¢STREETFLOW MODEL INPUT INFORMATION
"___________""""""' "__"""""""""""""""
CONSTANT STREET GRADE(FEET/FEET) = 0.005000
CONSTANT STREET FLON DEPTH(FEET) = 0.50
' AVERAGE STREETFIOH FRILTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-YIUTN(FEET) = 18.00
DISTRNCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00
, INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRILAL CIJRB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
' CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOH ASSUMEO TO FILL STREET ON ONE SIDE.
STREET FLON MODEL RESULTS:
" " " " " " " "" " " " "'_" " " " " " " " " " " " " " " " " " " " " " " "
' WARNING: STREET FLON SPLITS OVER STREET-CRONN.
STREET FLOW DEPTH(FEET) = 0.50
NALFSTREET F100D NIDTH(FEET) = 18.00
HALFSTREET FLOW(CFS) = 9.43
, AVERAGE FLOH VELOCITY(FEET/SEC.) = 2.47
PRODUCT OF DEPTHBVELOCITY = 1.24
,
'
,
, 8~
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(W Copyright 19824007 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/07/2007 License ID 7264
, Analysis prepared by:
RBF Consulting
' 14725 Alton Parkuay
Irvine, CA 92618
~---'--------'-'-"'----"' ----------------°---------' --'---°-----------
TIME/DATE OF STUDY: 08:04 O1/25/2005
+r~rw~~~rrrr~~+~~~rwww~t~~ pESCRIPTION OF STUDY *:w:x~e:+:+++~+~x~w++~++ww
~ 18'wide half uidth uith slope = 0.01 *
•
• •
~ MM1~**1r#1e1~1~1iMii1~1`1r1`1`1`fA4#fYfalf4441i##fffefehhhf~k~FfFYe4+F+FfFrtfflly'Mf'4~kffFflYtf'kMM'4f'MM
¢¢¢¢STREETFLOW MODEL INPUT INFORMATION_
""""""""_"__""' """""""""""""""""
CONSTANT STREET GRADE(FEET/FEET) = 0.010000
CONSTANT STREET FLON DEPTH(FEET) = 0.50
' AVERAGE STREETFLOLI FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-YIDTH(FEET) = 19.00
D[STANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00
' INTERiOR STREET CROSSFALL(DECIMAL) = 0.020000
WTSIOE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-NIDTH(FEET) = 2.00
' CONSTANT SYMMETRICAL GUTTER-LIP(fEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500
FLObI ASSUMED TO FILL STREET ON ONE SIDE.
STREET FLOW MODEL RESULTS:
" " " " " " " " " " " " " " " " " " " " " " " " " "'_" " " " " " " " " " "
, HARNING: STREET FLON SPLITS OVER STREET-CROWN.
STREET FLON DEPTH(fEET) = 0.50
HALFSTREET FLOOD NIDTH(FEET) = 18.00
HALFSTREET FLON(CFS) = 13.34
, ~AVERAGE FLOW VELOC[TY(FEET/SEC.) = 3.50
PRODUCT OF DEPTH&VELOCITY = 1.75
'
'
~
' ~
~+~xxf~~~+wttftt3tfttxx»t~tttet~ty~ef:~~ee~~~~~ewwe~e+~+++f~fx~et~:~ee~w~~~
~ HYDRAULIC ELEMENTS - 1 PROGRAM PACKAGE
(C) Copyright 19824001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/07/2001 License ID 7264
' Analysis prepared by:
RBF Consulting
~ 14725 Alton Parkuay
Irvine, CA 92618
~ --------- °-------' ------------------"--------'------------'------
TIME/DATE OF STUDY: 08:05 01/25/2005
•~~~t~:::+:trtrx++:x::::+++ DESCRIPTION OF STUDY **'"'"*******"'"'~~~**********
~ 78' half uidth street uith slope = 0.015 *
t
• ~
¢¢¢¢STREETFLON MODEL INPUT INFORMATION_
""""""""""""""""""' _'_"'_"____'_'_""""________'
CONSTANT STREET GRME(FEET/FEET) = 0.015000
CONSTANT STREET FLOLI DEPTH(FEET) = 0.50
, AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.075000
CONSTANT SYMMETRILAL STREET HALF-NIDTH(FEET) = 78.00
DISTANCE FROM LROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00
' [NTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
WTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-HIDTH(FEET) = 2.00
, CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLON ASSUMED TO FILL STREET ON ONE SIDE.
STREET FLON MODEL RESULTS:
~ WARNING: STREET FION SPLITS OVER STREET-CROWN.
STREET FLON DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 18.00
HALFSTREET FLON(CFS) = 16.34
, AVERAGE FLON VELOCITY(fEET/SEC.) = 4.28
PRODUCT OF DEPTHBVELOCITY = 2.14
,
'
,
, ~
•x~wwww~yw::+~~~~wwx~~iii~yt~~:t~~+~+w~w++~~~~~~+~ext+~wwe++~~~w~*~~~~w~rw~~
' HYDRAULIC ELEMENTS - I GROGRAM PACKAGE
(C) Lopyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/O1/2001 License ID 1264
, Analysis prepared by:
RBF ConsuLting
~ 74725 Alton Parkway
Irvine, CA 92618
~ ""' _ _"""""""""_ _ _ _ _""""""""""
TIME/DATE OF STUDY: 10:36 01/25/2005
*'****~**~*~**~~*~~'*'~~~t DESCRIPTION OF STUDY "~~~~~~~~****rt+w***~**~++
~ 78' half width uith slope = 0.02 *
.
. +
~ •w•~...:.x~.+.+::x.+..+..••••..••••++...::+:.+.......•z•~•+..+:+...:...:.~
¢¢¢¢STREETFLOW MODEL INPl1T INFORMATION_
_" " " " " " " " " " " "' " " " " " " " " " " " " " " " " "
CONSTANT STREET GRADE(FEET/FEET) = 0.020000
CONSTANT STREET FLOY DEPTN(FEET) = 0.50
' AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-YIDTHCFEET) = 18.00
DISTANGE fROM CRONN TO CROSSFALL GRADEBREAK(FEET) = 76.00
' INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETR[CAL Cl1RB HEIGNT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-VIDTH(FEET) = 2.00
' CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03725
LONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLON ASSUMED TO FILL STREET ON ONE SIDE.
STREET fLOU MODEL RESULTS:
___________________" " " " " " " " " " " " " " " " " " " " "_______" "
' WARNING: STREET FLOH SPLITS OVER STREET-CRONN.
STREET FLON DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 18.00
HALFSTREET FLOW(CFS) = 18.87
, AVERAGE FLOLI VELOCITY(FEET/SEC.) = 4.95
PRODUCT OF DEPTH&VELOL[TY = 2.47
________"""_'_'__________'_____'__"__'_________'__'______'___'__________
__'______"'____"""__'__"'____'___'___________"_"'_"__'___________'_'
'
'
'
, ~' \~
4f3NwY*w!y#wwiw3ff4wwlwwww*w*#w4y*kw4*w#wt#*ik3~klfYflwf~w4wyfwf#f!w<ffk~kl~
' HYDRAULIC ELEMENTS - I PROGRAM PqCKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 07/O1/2001 License ID 7264
! Analysis prepared by:
' RBf Consulting
14725 qlton Parkway
[rvine, CA 92678
~ `-'--' -"-_ °---' °-----------' -' --'-"----""---""--'-"-'-----'----"
T[ME/DATE OF STUDY: 10:37 07/25/2005
•r~~~~+~+»tw~~+wew~»r~~~~ DESCRIP710N OF STUDY *r***~**~+xaw*~wf+~t~w~~~•
~ 18' uide half width uith slope = 0.025
.
. •
:
. f:Ffr4x+fF/yyixlfxiynFkw/ww.~M.w,*yyr+rifffrffFf~.rYtff'hf+/~kfvM#ffffrwxlaffFtrtf:lffffY+yf
__
¢¢¢STREETFLON MODEL INPUT fNFORMATION__
"""_"""""
" " " " " "_" " " " " " " " " " "
CONSTANT STREET GRADE(FEET/FEET) = 0.025000
LONSTANT STREET FLON DEPTH(FEET) = 0.50
' AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRiCAL STREET HALF-WIDTH(FEET) = 78.00
DISTANCE FRDM CRONN 70 CROSSFALL GRADEBREAK(FEET) = 16.00
, INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
WTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
, CONSTANT SYMMETRiCAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLON ASSUMED TO FILL STREET ON ONE SIDE.
STREET FLOH MODEL RESULTS
"'_" " " " " " " " " " " " " " " " " " " " " " " " " "'_
' WARNING: S7REET fLOW SPLITS OVER STREET-CROWN.
STREET FLON DEPTN(FEET) = 0.50
HALFSTREET FLOOD NIDTH(FEET) = 18.00
HALFSTREET FLOW(CFS) = Z7_pq
' AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.53
PRODUCT OF DEPTHBVELOCITY = 2,76
"_'__"___'_'___'__'________'___'_'_-_'__"_"'_"_'__'___'______'_'_
1
~
r*+~+fw+~~~wx~r+fw*++wwxx~~wxw~++xt~~~~:~ewti~~rt~+er~*~~wt+~~~+ert~t~wrtf:e~~w
~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced En9ineering Softuare (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1264
' Analysis prepared by:
, RBF Consulting
14725 Alton Parkway
Irvine, CA 92678
~-------'----'----------'--------------------'----'------------'--'----'-'--
TIME/DATE OF ST~DY: 10:38 Oi/25/2005
++~~t+~ww~+~~www~~rw+~~wr* DESCRIPTION OF STUDY '~******w~~~r~r:~w~~:~wwtr
~ 20~ half uidth street uith slope = 0.005 •
•
~
.
~ ww44i**M!#wlw~114~3fiww;t11wf1t1>3f4wfYt4*YiY~wW#tflw*i1Mwlkfffw4ilwY*flif
.......-_.._ `_ '~ ..R::ix«~~xxwiirxxxxwtlR~4fY*tfff~f
¢¢¢STREETFLON MODEL INPUT INFORMATtON
"'_"""""_""""'_"" "_""""'_"""""'_""""'
CONSTANT STREET GRADE(FEET/FEET) = 0.005000
CONSTANT STREET FLON DEPTH(FEET) = 0.50
, AVERAGE STREETFL04 FRICTION fACTOR(MANNING) = 0.075000
LONSTANT SYMMETRICAL STREET HALF-NIDTH(FEET) = 20.00
DISTANCE FROM CROHN TO CROSSFALL GRADEBREAK(FEET) = 78.00
' INTERIOR STREET CROSSFALL(DELIMAL) = 0.020000
WTSIDE STREET CROSSFALL(DEC[MAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGNT(FEET) = 0.50
, CONSTANT SYMMETRICAL GUTTER-NIDTN(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.72500
FLOW ASSUMED TO FILL STREET ON ONE SIDE.
STREET FLOH MOOEL RESULTS:
- _ _ _ _ _ _ _"""""""""""""""""""' _
' STREE7 FLON DEPTH(FEET) = 0.50
HALFSTREET FLOOD UIDTH(FEET) = 19.19
HALFSTREET FLON(CFS) = 8.89
AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.32
, PRODUCT OF DEPTH&VELOCITY = 1.16
,
,
'
' ~~
~
w~f xwaf ~wffi'M**!'k*iYf 4Y'F'RYtf Yef i'M*3tfFfYl~f fF*iYf f1r4f'kf 4f f/ff f 4S# f rtf iy~Y*~Frt'k#f YN`4f fYt
' HYDRAULIC ELEMENTS - I PROGRAM PALKAGE
(C) Copyright 1982-2007 Advanced Engineering Software (aes)
Ver. 8,0 Release Date: 01/01/2001 License ID 7264
~ AnaLysis prepared by:
~ RBF Consulting
74725 Alton Parkuay
Irvine, CA 92678
1--------'---'--'--'----'---'-------'----'-----'----------------'--'--------
TIME/DATE OF STUDY: 10:39 01/25/2005
+ex+w~~*~ra~w~::~~~xxyywwy, DESCRIPTION OF STUDY *****~*******3***~+*w:~+ew+
~ 20' uide half uidth street uith slape = 0.01 .
.
.
+
.
~ ~rt~~+~~~w:wtr:r~Ya+~~~+.r~~wwe+wt+++*iv.+x~++Y:w~:~+w*twyyrWw~:+rri+wr,t~~a3tw
.. _ _ _ _ _ _ _' _"_ _ _...~,,,,,,~,.....aararxa+:t~+wf~~v.fe:wwwf:rw~+~vrtfvw
¢¢¢¢STREETFLOU MODEL INPUT INFORMATION
" " " " " " "
" " " " " " " " " " "'_" " " " " " " "
CONSTANT STREET GRADE(FEET/FEET) = 0.070000
CONSTANT STREET FLOW DEPTH(FEET) = 0.50
' AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.075000
CONSTANT SYMMETRICAL STREET HALF-NIDTH(FEET) = 20.00
DISTANCE FROM CRONN TO CROSSFALL GRADEBREAK(FEET) = 18,00
~ INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0,020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
' CONSTANT SYMMETRICAL GUTTER-NIDTH(FEET) = 2,00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-H1KE(FEET) = 0.12500
FLON ASSUME~ TO FILL STREET ON ONE SIDE.
STREET FLOW MODEL RESULTS:
_ _ _ _ _ _"""""""'"""""""""""""""""""""""' _"' _ ""
, SiREET FLOH DEPTH(FEET) = 0.50
HALFSTREET FLOOD NIDTH(FEET) = 1q,i9
HALFSTREET FL01~(CFS) = 72,57
AVERAGE FLON VELOCITY(FEET/SEC.) = 3.28
, PRODUCT OF DEPTHBVELOCITY = 7,64
'
'
'
~~
'
•:+~+~i~x~~~e~:nt+iw,~v~+++~+~~ve~~:wt+r~twt~:+t~,~~,~,e~:e+~+e~:+r,~+x:wxx~aw*w+~:
~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
. Ver. 8.0 Release Date: 01/07/2001 License ID 1264
' Analysis prepared by;
~ RBF Consutting
14725 Alton Parkuay
Irvine, CA 92618
~---'--'-----'--------'-'--
"----'-------~-'------'--'-'-'-----------~--'---
TIME/DATE OF STUDY: 10:40 01/25/2005
***i*+**+~xr.+r.~wiwy,wy,x~~~t DESCRIPTION OF STUDY ***x**+*i*xi~:~y,avr~wy~y~y~
~ 20' uide half uidth street uith slope = 0.075
.
. .
~ fF4YktF~yf+FtffltfFfY44%4fFfyiyl~l'ktrlffFfLYY+l4:Y1~fFfi+FM4YYfS'4'RYfkb#f'k4AS+FfYff*fiiYf'hfff* _
•wMliYytl4y'hfAMblf4fYf4'444A11FFf ~i~a~raa~..a...~_..
-. .... _ _ _.. ~. ~=w~xxnxeff'kYMf4YtfRf+F'k4fFf
¢¢¢STREETFLON MODEL INPUT INFORMATION_
""""' _"""
""""""""""""' _""_ """_"
CONSTANT STREET GRADE(FEET/FEET) = 0.015000
CONSTANT STREET fLOH DEPTH(FEET) = 0.50
, AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.015000
CONSTqNT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00
DISTANCE FROM CRONN TO CROSSFALL GRADEBREAK(FEET) = 78.00
~ iNTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB NEIGHT(FEET) = 0.50
' CONSTANT SYMMETRICAL GIITTER-YIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
LONSTANT SYMMETRICAL GUTTER-HlKE(FEET) = 0.12500
FLOH ASSUMED TO FILL STREET ON ONE SIDE.
_"_' _' _"' _"_"' _' _"_' _"-
'__" _""__'_""_"'_"_'_"_'_"'__'__'_"___'_
____"__""__"'_"_'_"_"____"'_'__'_'_____
STREET FION MODEL RESULTS:
" " " " " " " " "'
""""""""' _""""""_"_'
~ S7REET FLON DEPTH(FEET) = 0.50
HALFSTREET FLOOD NIDTH(FEET) _ ~g,~q
HALFSTREET FLOLI(CFS) = 15.40
AVERAGE FL04 VELOCITY(FEET/SEC.) = y,pz
~_--PRODUCT OF DEPTH&VELOCITY = z,p~
~~
~
.....:..............................~,,,,...........,,.~,,,....,...,.,.,,...
~ NYDRAULIC ELEMENTS - I PROGRAM PqCKAGE
(C) [opyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/07/2001 License ID 1264
` Analysis prepared by:
3 RBF Consulting
14725 plton Parkuay
Irvine, CA 92618
""""""_"""_'
""""""""' _"""""""""""_ """"
TIME/DATE OF STUDY: 10:41 01/25/2005
~~x~~y~Y~~~~"`~»~"~i~~"*'"' DESCRIPTION OF STUDY '****+*****++++xaw~ew~w,~~~
~ 20•half width street uith slope = 0.02
•
> *
~ xw:+~~wtwttft+f+~rrs,~s.~rtwr~>~+r<rwe~fw~~+tf~f~vr~v.fwv.fr.~~wf~ftw+~wifvyfartxew*
.__-.____..-_..~.,.,
¢¢¢¢STREETFLON MODEL INPUT INFORMATION_
"""""""_"""'
"""""""" _""""' _"""'
CONSTANT STREET GRADE(FEET/FEET) = 0.020000
CONSTANT STREET FLOW DEPTH(FEET) = 0.50
~ AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.075000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00
DIS7ANCE FROM CRONN i0 CROSSFALL GRADEBREAK(FEET) = 18.00
' INTERIOR STREET CROSSFALL(DECIMAL) = 0,020000
WTS(DE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGNT(FEET) = 0.50
~ CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GIITTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.72500
fLOH ASSUMEO TO FILL STREET ON ONE SIDE.
___"_'_"_'_"_'_'__ '
_'__"_'_"__""__"_'_'____'_"'_____'__'_
STREET FLON MODEL RESULTS:
~ STREET FLOW DEPTH<FEET) = 0.50
HALFSTREET F100D NIDTH(FEET) _ ~q,iq
HALFSTREET fLOH(CFS) = 17,78
AVERAGE FLON VELOCITY(FEET/SEC.) = y,by
, PRODUCT OF DEPTH&VELOCITY = Z,3Z
~~
•/if;i!*lwkfy4fw4fkMi*3f~f#Yiw#wk4wk#f#wwff;}yt}fiw~4~kfw*fw*fylyX4~13~*y~#;
1 HYDRAULIC ELEMENTS - 1 pROGRAM PpCKAGE
(C) Copyright 1982-2007 Advanced En9ineering Software (aes)
Ver. 8.0 Release Daie: 01/01/2001 License ID 7264
' Analysis prepared by:
~ RBF Consulting
14725 Alton Parkuay
Irvine, CA 92618
----'-----'
' -----'--'--------"---'--'----"-"-'--'--'--'--'-'--------'
TIME/DATE OF STUDY: 10:42 01/25/2005
~~``=~:~x~~~~~~'~Y'~s~~~~~~~~~ DESCRIPTION OF STUDY ~*y'*~*****www~w~awY:wx~w*
~ 20' half uidth street with sLope = 0.025
•
x *
~
^ s.~wa+s.i+~e>r+w~+r.r~s.*~~+rr~+:*~~r+~:~~~+~tw~~wix~a~w~~+wt+w+w~+w~e~r+wy,ew*~,~~
..__....______..,.~„~~.:..x.::~a
a¢¢¢STREETFLON MODEL INPUT INFORMATION_
""' _""""' _ """' .
_""""""' _ """""""_""' _" _ "
CONSTANT STREET GRADE(FEET/FEET) = 0.025000
CONSTANT STREET FLOM DEPTH(FEET) = 0.50
~ AVERAGE STREETFLOU FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-NIDTN(FEET) = 20.00
DISTANCE FROM CROHN TO CROSSFALL GRADEBREAK(FEET) = 18.00
~ INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(OECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-NIDTH(FEET) = 2.00
' LONSTANT SYMMETRICAL GUTTER-LIp(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.72500
fLOY ASSUMED TO FiLL STREET ON ONE SIDE.
_- ___"_"_"_"_'_____"_'__"____'__
STREET FLOW MODEL RESULTS:
""""""'"""""""""""""""_""' _"_"_"_'
~ STREET FLON DEPTH(FEET) = 0.50
NALFSTREET fL00D NIDTH(FEET) = 79.19
HALFSTREET FLON(CFS) = 79.88
AVERAGE FLON VELOCITY(FEET/SEC.) = 5.79
~ PRODUCT OF DEPTH&VELOCITY = 2.60
~
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Max Q to R-O-W
S= 0.005; 18' Half width; 56' R-O-W
Project Description
Worksheet Max Q to R-O-W
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Slope 0.005000 ft/ft
Water Surface Elevatlon 10.00 ft
Current Roughness Method Improved Lotter's Method
Open Channel Weighting Method Improved Lotter's Method
Closed Channel Weighting Method Horton's Method
Mannings Coefficient 0.018
Elevation Range 9.30 to 10.00
Discharge 43.89 cfs
Flow Area 16.8 ft'
Wetted Perimeter 56.86 ft
Top Width 56.00 ft
Actual Depth 0.70 ft
Critical Elevation 9.96 ft
Critical Slope 0.007260 ft/ft
Velocity
Veiocity Head
Spec~c Energy
Froude Number
Flow Type
2.61 fUs
0.11 ft
10.11 ft
0.84
Subcritical
Roughness Segments
Start End Mannings
Station Station Coefficient
0+00 0+~0 0.030
0+10 0+46 0.015
O+q6 0+5g 0.030
Natural Channel Points
Station (ft) Elevation (ft)
O+pp 10.00
o+,0 9.So
p+10 9.30
0+~2 9.43
~*~2 9.46
0+28 9.78
~*44 9.46
0+44 9.43
O+q6 9.30
0+46 9.80
0+56 10.00
untitled.frn2 Project Engineer: RBF Consulting ~
1 2/1/2005 2:11 PM OO Haestad Methods, Inc 37 Brookside RoadnSWaterbury, CT 06708 USA (203) 755-1666 FlowMaster v6.7Pa~e 11 ~
9
,
MAX Q to R-O-W
~ S= 0.01; 18' Half width; 56' R-O-W
Project Description
~ Worksheet Max Q to R-O-W
Flow Element Irregular Channel
Method Manning's Formula
~ Solve For Discharge
Input Data
Slope 0.010000 ft/ft
I Water Surface Efevation 10.00 ft
Options
~ Current Roughness Method Improved Lottefs Method
Open Channel Weighting Method Improved Lotter's Method
Closed Channel Weighting Method Horton's Method
i Results
Mannings Coefficient 0.018
Elevation Range 9.30 to 10.00
Discharge 62.07 cfs
Flow Area 16.8 ft~
~ Wetted Perimeter 56.86 ft
Top Width 56.00 ft
Actual Depth 0.70 ft
CritlcalElevation 10.04 ft
~ Criticaf Slope 0.006839 fUft
Velociry 3.69 ft/s
Velocity Head 0.21 ft
~ Specific Energy 10.21 ft
Froude Number ~ 19
Flow Type Supercritlcal
1 Roughness Segments
Start End Mannings Coefficient
Station Station
~' 0+00 0+10 0.030
0+10 0+46 0.015
0+46 0+56 0.030
~ Natural Channel Points
Station (ft) Elevation (ft)
~ 0+00 10.00
0+10 9.80
0+10 9.30
0+12 9.43
I 0+~2 9.46
0+28 9.78
, 0+44
0+44 9.46
9.43
Q+46 9.30
p+46 g.gp
~ 0+56 10.00
'1~/
untitled.fm2 Project Engineer: RBF Consulting
' 2/1/2005 2:74 pM O Haestad Methods, Inc. 37 Brookside Road nSWaterbury, CT 06708 USA (203) 755-1666 FlowMaster v6.1Pa ~e 1,
9
'
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i
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'
~
~
r
1
~
~
>
,
Max Q to R-O-W
S= 0.015; 18' Half width; 56' R-O-W
Project Description
Worksheet Max Q to R-O-W
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Slope 0.015000 ft/ft
Water Surface Elevation 10.00 ft
Options
Current Roughness Method Improved Lotter's Method
Open Channei Weighting Method Improved Lotter's Method
Closed Channel Weighting Method Horton's Method
Results
Mannings Coefficient 0.018
Elevation Range 9.30 to 10.00
Discharge 76.02 cfs
Flow Area 16.8 ft'
Wetted Perimeter 56.86 ft
Top Width 56.00 ft
Actual Depth 0.70 k
Critical Elevafion 10.09 ft
Critical Slope 0.006552 ft/ft
Velocity 4.52 ft/s
Velocity Head 0.32 ft
Specific Energy 10.32 ft
Fraude Number 1.45
Flow Type Supercritical
Roughness Segments
Start Station End Station Mannings Coefficient
0+00 O+~p 0.030
0+10 0+46 0.015
0+46 p+56 0 030
Natural Channel Points
Station (ft) Elevation (ft)
0+00 10.00
0+10 9.80
0+~0 9.30
~+~2 9.43
0+12 9.46
~+ZB 9.78
0+44 9.46
0+44 9.43
0+46 9.30
0+46 9.80
0+56 10.00
~~
untitled.frn2 Project Engineer: RBF Consulting
1 2/1/2005 2:18 PM ~ Haestad Methods, Inc. 37 Brookside Road nSWsterbury, CT 06708 USA (203) 755-1666 FlowMaster v6.1Pa ~e 1]
9
~
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'
Max Q to R-O-W
S= 0.02; 18' Half width; 56' R-O-W
Project Description
Worksheet Max Q to R-O-W
Flow Element Irregular Channel
Method Manning's Fortnula
Solve For Discharge
Input Data
Slope 0.020000 ff/ft
WaterSurface Elevation 10.00 ft
Current Roughness Method Improved Lotter's Method
Open Channel Weighting Method Improved Lotters Method
Closed Channel Weighting Method Horton's Method
Results
Mannings Coefficient p,oqg
Elevation Range 9.30 to 10.00
Discharge 87.78 cfs
Flow Area 16.8 ft'
Wetted Perimeter 56.86 ft
Top Width 56.00 ft
Actual Depth 0.70 ft
Critical Elevation 10.12 ft
Critical Slope 0.006358 ft/ft
Velocity 522 ft/s
Velocity Head 0.42 ft
Spec~c Energy 10.42 ft
Froude Number ~,sg
Flow Type Supercritical
1 Roughness Segments
StaA End Mannings
Station Station Coe~cient
, 0+00 O+~p 0.030
0+10 0+46 0.015
0+46 0+56 0.030
~
~
'
~
~
Natural Channel Points
Station (ft) Elevation (ft)
0+00 10.00
0+10 9.80
0+10 9.30
0+12 9.43
~*1z 9.46
0+28 9.78
0+44 9.46
0+44 9.43
0+46 9.30
0+46 9.80
0+56 10.00
~ untitled.frn2
2/1/2005221 PM
Project Engineer: RBF Cansul n~
RBF ConsulGng FlowMaster v6.1 [614k]
OO Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 py9e ~
r1
L_ ~
Max Q to R-O-W
~ S= 0.025; 18' Half width; 56' R-O-W
Project Description
~ Worksheet Max Q to R-O-W
Flow Element Irregular Channel
Method Manning's Formula
~ Solve For Discharge
Input Data
I Slope 0.025000 Wft
Water Surface E~evation 10.00 ft
~ Options
Current Roughness Method Improved Lotter's Method
Open Channel Weighting Method Improved Lotter's Method
Closed Channel Weighting Method Horton's Method
~'
Mannings Coefficient 0.018
I ElevaGon Range 9.30to 10.00
Discharge 98.14 cfs
FlowArea 168 h:
, Wetted Perimeter 56.86 ft
Top Width 56.00 ft
Actual Depth 0.70 ft
, Critical Elevation
Critical Slope 10.16 ft
0
006211 ft/ft
Velocily .
5.84 ff/s
Velocity Head 0.53 ft
' Specific Energy 10.53 ft
Froude Number ~ $$
Flow Type Supercritical
, Roughness Segments
Start End Mannings
Station Station Coe~cient
, 0+00 0+~0 0.030
0+10 0+46 0.015
_ 0+46 0+56 0.030
~ Natural Channel Points
Station (ft) Elevation (ft)
1 a+~~ 10.00
~+,~ 9.8~
0+10 9.30
0+12 9.43
,
~*~2 9.46
0+28 9.78
0+44 9.46
' 0+44 9.43
0+46 9.30
0+46 g,gp
Q+56 i~.0p
~ `~~
untitled.frn2 Project Engineer: RBF Consulting
B
nS
t
~ 2/1/2005 2:23 PM OO Haestad Methods, Inc. 37 Brookside
o d
W
aterbury, CT 06708 USA (203) 755-1666 FlowMaster v6.~P
~
]
a
e 1
9
~
Max Q to R-O-W
'~ S= 0.005; 20' Half width; 60' R-O-W
Pro~ed Description
~ Worksheet Max Q to R-O-W
Flow Element Irregular Channel
Method Manning's Formula
~ Solve For Discharge
Input Data
' Slope 0.005000 ff/ft
Water Surface Elevation 10.00 ft
~ Options
Current Roughness Method Improved Lotter's Method
Open Channel Weighting Method Improved Lotter's Method
I Closed Channel Weighting Method Horton's Method
Results
, Mannings Coefficient 0.018
Elevation Range 9.30 to 10.00
Discharge 45.84 cfs
, Flow Area 17.6 ft'
Wetted Perimeter 60.86 ft
Top Width 60.00 ft
Actual Depth 0.70 ft
' Critical Elevation 9.96 ft
Critical Slope 0.007168 Wft
Velociry 2.60 ft/s
' Velocity Head 0.11 ft
Specific Energy 10.11 ft
Froude Number 0.85
Flow Type Subcritical
~ Roughness Segments
Start End Mannings
' Station Station Coefficient
O+pO O+~p 0.030
0+~0 0+50 0.015
1 0+50 0+60 0.030
Natural Channel Points
Station (ft) Elevation (ft)
' 0+00 10.00
0+10 9.80
0+~ p 9.30
0+12 9.43
, O+~p 9.46
0+30 g,g2
0+45 9.46
0+48 9.43
' 0+50 9.30
0+50 9.80
0+60 10.00
'
`ov
unfitled.fm2 Prqect Engineer: RBF Consulting
' RBFConsulting FlowMasterv6.t [614k]
2/1/2005 2:26 PM OO Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 7551666 Page 1
'
Max Q to R-O-W
1 S= 0.01; 20' Half width; 60' R-O-W
Praject Description
~ Worksheet Max Q to R-O-W
Flow Element Irregular Channel
Method Manning's Fortnula
~ Solve For Discharge
Input Data
, Slope 0.010000 ft/ft
Water Surface Elevation 10.00 ft
~ Options
Current Roughness Method Improved Lotters Method
Open Channel Weighting Method Improved Lotter's Method
~ Closed Channel Weighting Method Horton's Method
Results
, Mannings Coefficient 0.018
Elevation Range 9.30 to 10.00
Discharge 64.82 cfs
Flow Area ~ 7,g {~
, Wetted Perimeter 60.86 ft
Top Width 60.00 ft
Actual Depth 0.70 ft
, Critical Elevation 10.04 ft _
Critical Slope 0.006736 ft/ft
Velociry 3.68 ff/s
Velocity Head 0.21 ft
, Specific Energy 1021 ft
Froude Number ~,2p
Flow Type Supercritical
' Roughness Segments
Start End Mannings
~ Station Station Coe~cient
0+00 O+~p 0.030
p+~0 0+50 0.015
0+50 0+60 0.030
Natural Channel Points
Station (ft) Elevation (ft)
0+00 10.00
0+10 9.50
0+~0 9.30
O+~p 9.43
~*12 9.46
0+30 g.gp
0+45 9.46
~+48 9.43
0+50 9.30
0+50 g.gp
0+60 10.00
`03
untitled.(m2 Project Engineer: RBF Consulting
RBF Consulting FlowMaster v6.1 [614k]
2/1/2005 229 PM OO Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page ~
,
Max Q to R-O-W
~ S= 0.015; 20' Half width; 60' R-O-W
Praject Description
' Worksheet Max Q to R-O-W
Flow Element Irregular Channel
Method Manning's Formula
I Solve For Discharge
Input Data
Slope 0.015000 ft/ft
'
Water Surface Elevation 10.00 ft
Options
' Current Roughness Method Improved Lotter's Method
Open Channel Weighting Method Improved Lotter's Method
Ciosed Channel WeighSng Method Horton's Method
,
Results
Mannings Coeffiaent 0.018
, Elevation Range 9.30 to 10.00
Discharge 79.39 cfs
Flow Area 17.6 ft'
, Wetted Perimeter
Top Width 60.86 ft
60.00 ft
Actual Depth 0.70 ft
Critical Elevation 10.09 ft
' Critical S~ope 0.006453 fUft
Velocity 4.50 ff/s
Veiocity Head 0.32 ft
Specific Energy 10.32 ft
, Froude Number 1.46
Flow Type Supercritical
~ Roughness Segments
Start End Mannings
Station Station Coe~cient
, 0+40 0+~0 0.030
0+10 0+50 0.015
0+50 0+60 0.030
~ Natural Channel Points
Station (ft) Elevation (ft)
a*0~ 10.00
~ p+~0 9.80
0+10 9.30
0+12 9.43
' 0+12 9.46
0+30 g,g2
p+48 9.46
0+48 9.43
' 0+50 9.30
0+50 9.80
, 0+60 10.00
`O~
untiUed.frn2 Project Engineer: RBF Consulting
' 2/1/2005 231 PM O Haestad Methods, Inc. 37 Brookside RoadnSWaterbury, CT 06708 USA (203) 755-1666 FlowMaster v6.1Pa 1e']
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Max Q to R-O-W
S= 0.02; 20' Half width; 60' R-O-W
Project Description
Worksheet Max Q to R-O-W
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Slope 0.020000 ff/ft
Water Surface Elevation 10.00 ft
Options
Current Roughness Method Improved Lotter's Method
Open Channel Weighting Method Improved Lotter's Method
Closed Channel Weighting Method HoRon's Method
rteswts
Mannings Coefficient 0.018
Elevation Range 9.30 to 10.00
Discharge 91.67 cfs
Flow Area 17.6 ft'
Wetted Perimeter 60.86 ft
Top Width 60.00 ft
Actual Depth 0.70 ft
Critical Elevation 10.12 ft
Critical Slope 0.006261 ft/ft
Velocity 5.20 ft/s
Velocity Head 0.42 ft
Specific Energy 10.42 ft
Froude Number 1.69
Flow Type Supercritical
, Roughness Segments
Start End Mannings
Station Statlon Coefficient
p+00 0+~0 0.030
~ 0+10 0+50 0.015
0+50 0+60 0.030
' Natural Channel Points
Station (ft) Elevation (ft)
0+00 10
00
, 0+10 .
9.80
0+10 9.30
~+12 9.43
0+12 9.46
, 0+30 g.g2
0+48 9.46
0+48 9.43
, 0+50 9.30
0+50 9.80
, 0+60 10.00
`~~
Project Engineer: RBF Consulting
' untitled.frn2 RBFConsulting FlowMasterv6.1 [614k]
2/1/2005 233 PM OO Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 7551666 Page 1
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Max Q to R-O-W
S= 0.025; 20' Half width; 60' R-O-W
Projed Description
Worksheet Max Q to R-O-W
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Slope 0.025000 ft/ft
Water Surface Elevation 10.00 ft
Options
Current Roughness Method Improved Lotters Method
Open Channel Weighting Method Improved Lotter's Method
Closed Channel Weighting Method Horton's Method
Results
Mannings Coefficient 0.018
Elevation Range 9.30 to 10.00
Discharge 102.49 cfs
Flow Area 17.6 ft'
Wetted Perimeter 60.86 ft
Top Width 60.00 ft
Actual Depth 0.70 ft
Critical Elevation 10.16 ft
Critical Siope 0.006116 ft/ft
Velocity 5.81 ft/s
Velocity Head 0.53 ft
Specific Energy 10.53 ft
Froude Number 1.gg
Fiow Type Supercritical
' Roughness Segments
Start End Mannings
Station Station Coefficient
, 0+00 0+~0 0.030
p+~0 0+50 0.015
0+50 0+60 0.030
'
Natural Ch
l P
i
t
a nne
o
n
s
Station (ft) Elevation (ft)
0+00 10.00
~ 0+~ 0 9.50
0+~0 9.30
0+12 9.43
' 0+12 9.46
0+30 9.82
0+48 9.46
0+48 9.43
, 0+50 9.30
0+50 9.80
0+60 10.00
'
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Project Engineer: RBF Consul6ng
' untitled.frn2 RBFConsulting FlowMasterv6.1 [614k]
Z1/2005 2:36 PM OO Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 7551666 Page 1
084SD-A.DAT
0
T1 HARVESTON TRACT 32437 STORM DRAIN HYDRAULIC ANALYSIS JN: 15-101084
T2 STORM DRAIN LINE A(BACKBONE SYSTEM)
T3 100-YEAR STORM EVENT
SO 1011.091076.07 30 1083.71
R 1028.521077.19 30 .013
R 1063.831079.45 30 .013 45.00
R 1075.401080.19 30 .013
JX 1081.401080.57 30 18 .013 10.4 1080.94 35.0
R 1118.331082.94 30 .013
R 1153.841083.42 30 .013 22.61
R 1204.431084.11 30 .013
R 1273.711085.05 30 .013 88.21
R 1347.431086.06 30 .013
JX 1352.401086.08 30 18 .013 13.9 1086.81 37.0
R 1403.971086.34 30 .013
JX 1409.971086.37 24 18 .013 10.3 1087.09 33.0
R 1537.721087.01 24 .013 6.35
R 1654.301087.59 24 .013 2.84
JX 1659.391087.62 24 18 .013 7.3 1088.35 35.0
R ,1976.571089.20 24 .013 7.72
R 2062.701089.64 24 .013 2.10
R 2067.331089.66 24 .013 0.11
R 2111.151089.88 24 .013 1.07
R 2180.881090.57 24 .013 88.78
R 2214.721090.91 24 .013
R 2226.901091.03 24 .013
R 2231.271091.07 24 .013 11.13
JX 2237.271091.12 18 18 .013 3.7 1091.82 40.00
R 2245.341091.21 18 .013 20.55
R 2270.111091.46 18 .013
SH 18
CD 18 4 1.50
CD 24 4 2.00
CD 30 4 2.50
CD 36 4 3.00
CD 42 4 3.50
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T1
HARVESTON TRACT 3243
7 STO
RM DRAIN
HY
DRAULIC
ANALYSIS JN:
15-101
084
T2 STORM DRAIN LINE E( BACKBONE SYSTEM)
T3 100-YEAR STORM EVENT
50 1000.001091.90 36 1094. 00
, R 1080.541096.40 36 .013
R 1234.501097.17 36- .013
R 1240.631097.20 36 .013 15. 61
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R 1354.181097.77 30 .013 13. 67
R 1501.381098.50 30 .013
' JX 1506.381098.53 30 18 .013 7. 3 1099 .00 45. 00
R 1573.601098.87 30 .013
JX 1578.601098.90 30 18 .013 3. 6 1099 .40 45. 00
R 1678.651099.39 30 .013
' JX 1683.051099.42 24 18 .013 10. 3 1100 .00 45. 00
R 1701.441099.50 24 .013
' R 1719.111099.59 24 .013 45 .00
R 1730.541099.65 24 .013
, SH 24
CD 18 4 - 1.50
CD 24 4 2.00
, CD 30 4 2.50
~ CD 36 4 3.00
CD 42 4 3.50
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T1 HARVESTON TRACT 32437 STORM DRAZN HYDRAULIC ANALYSIS JN: 15-101084
T2 STORM DRAIN LINE F(BACKBONE SYSTEM)
T3 100-YEAR STORM EVENT
SO 1000.001097.20 24 1100.71
R 1007.431097.42 24 .013
R 1029.151098.06 24 .013 53.31
R 1033.801098.23 24 .013
JX 1039.801099.34 18 18 .013 7.1 1099.00 27.55
R 1127.381100.95 18 .013 15.81
R 1232.811104.04 18 -013 20.55
R 1333.311107.00 18 .013
R 1368.651108.04 18 .013 90.00
R 1372.921108.15 18 .013
SH 18
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