HomeMy WebLinkAboutTract Map 32437 Hydrology (Jun.7,2005)HYDROLOGY 8~ HYRAULICS REPORT
HARVESTON - PHASE 3
TENTATIVE TRACT 32436 8~ 32437
City of Temecula
County of Riverside, California
June 7, 2005
Prepared for.•
Lennar
24800 Chrisanta Drive
Mission Viejo, CA
I Revision History I
Date
2/05
~ 3/30/05 ~ SD Alignments Revised ~
Report Prepared By:
27555 Ynez Rd, Suite 400
Temecula, Califomia 92591-4679
, ~ . 951.676.8042 telephone
C O N S U LTI N G 951.676.7240 fax
Engineer of WorW Contact Person:
Deborah de Chambeau, P.E.
w No. 57924 ~1~
`o Ezp. fi-30-O6~~* ~
RBF JN 15-101084
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i TABLE OF CONTENTS
~ SECTION 1 - INTRODUCTION ..................................................................................
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1 Back
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1.2 Objective ....................................................................... ..........................1
1 1.3 Previous Studies ...........................................................
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SECTION 2 - HYDROLOGIC DATA ..........................1
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2.1 Hydrologic Analysis and Methodology ........................... ..........................3
~ 2.1.1 Rational Method ......................................................................
2 PROPOSED CONDITION HYDROLOGY .....................
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SECTION 3 - HYDRAULIC ANALYSIS ....................................................................... .............................6
3.1 Catchbasin Sizing .......................................................... ..........................6
' 32 Street Hydraulics ........................................................... ..........................8
3.3 Local Stormdrain Hydraulics ......................................... ..........................8
, SECTION 4- WATER QUALITY SUMMARY .............................................................
1 Non-Structural and Structural BMPs .............................
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4.2 Best Management Practices (BMP) Sizing Criteria ....... ........................10
~ SECTION 5 - CONCLUSIONS ....................................................................................
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SECTION 6 - REFERENCES ...........................11
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' TECHNICAL APPENDICES
' A Rational Method - Proposed Condition 10-Year
B Rational Method - Proposed Condition 100-Year
Proposed Condition Hydrology Map
~ C Catchbasin Sizing
D Street Capacity Hydraulics
E Stormdrain Nydraulic Analysis
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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
the City of Temecula. Tentative Tract Nos. 32436 and 32437 consist of 10.8 acres with 76
I residential units and 54.9 acres with 242 residential units, respectively. The site is currently
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.
I 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.
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.
I 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 Quality Act (CEQA)
of 1970, as amended.
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1.3 PREVIOUS $TUDIES
, Several hydrology studies have been previously prepared for the area in association with
~ Harveston Phase 3, Temecula, Riverside County, CA
Hydrology and Hydraulic Report ~
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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 Masfer 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 Conseroation District, dated March 1986.
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 Study for Rancho Califomia Commerce Center General Plan Amendment,
prepared by Robert Bein, William Frost & Associates, dated April 1989.
1 This drainage study was prepared for the General Plan Amendment for an area that
included Winchester Hills, Campos Verdes and the Regional Center. The repoR
provided existing and ultimate condition hydrology studies for these areas. No data
' generated in this study has been used in the current analysis.
4. Preliminary Drainage Assessment for Winchester Hills, prepared by Robert Bein,
, William Frost & Associates, dated September 29, 1989.
The Preliminary Drainage Assessment for W inchester 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/Hydraufics 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 Sweetwater, Hydrology and Hydraulics Investigation,
prepared by Robert Bein, W illiam Frost & Associates, dated September 6, 2000 and
' revised October 4, 2000.
I Harveston Phase 3, Temecula, Riverside County, CA
Hydrology and Hydraulic Report 2
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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.
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SECTION 2 - HYDROLOGIC DATA
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2.'I 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.
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' 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;
1 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 for the developed condition 10-, and 100-year high
, confidence hydrology. The results of the watershed analysis for the 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"
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 Exhibif 2, Hydrologic Soils Group Map).
, 2. The infiltration rate is also affected by the type of vegetation or ground cover
and percentage of impervious surFaces. The runoff coefficients 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 summa~zed 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.
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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
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 2J 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
306 1.2 1.8 0.5 Catch Basin #15/Lateral
308 1.3 1.9 0.5 Catch Basin #16/Lateral
309 12.3 18.6 7.8 Main Line
404 13.8 20.8 9.0 Catch Basin #17 / Main
' SECTION 3 - HYDRAULIC ANALYSIS
, 3.1 CATCHBASIN SIZING
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
' Harveston Phase 3, Temecula, Riverside County, CA
Hydrology and Hydraulic Report 6
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' 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.
' 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.
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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
7 202 2.57 7 2.1 0.47
8 208 4.57= 3.67+0.66 #5 +0.24 #6 14 4.6 0
9 212 5.14 14 5.1 0.04
10 217 6.87 14 6.0 0.87
11 220 1.37 7 1.4 0
12 230 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 +2.8 #3 14 9.1 5.3
6 134 10.4 14 8.3 2.1
7 202 3.9 7 3.7 0.2
8 208 13.0= 5.6+5.3 #5 +2.1 #6 14 8.9 4.1
g 212 7.8 14 7.3 0.5
1 Harveston Phase 3, Temecula, Riverside Counry, CA
Hydrology and Hydraulic Report ~ Q
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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
10 217 10.5 14 8.3 2.2
11 220 2.0 7 2.0 0.0
12 230 23.4= (16.4+2.2[#10]
+0.5 #9 +0.2 #7 +4.1 #8 21 13.9 9.6
13 235 10.4 7 10.4 Sum
14 304 15.93 7 15.9 Sum
15 306 1.8 7 1.8 Sum
16 308 1.9 7 1.9 Sum
17 404 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 widthsl56-foot R-O-W 20-foot half widths/60-foot R-O-W
Slope
(%) Top of Curb (cfs) W~thin R-0-W
cfs Top of Curb (cfs) W~thin R-O-W
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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 Gradient" 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
, Harveston Phase 3, Temecula, Riverside County, CA
Hydrology and Hydraulic Report $
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, 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 Bemoulli'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
pressure and momentum theory. The results of the "WSPG" program are included in
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.
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SECTION 4- WATER QUALITY SUMMARY
' The waterquality 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
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 Plusmor equivalent) which are located in every catch basin. The
, inserts treat stormwater by removing trash and some suspended solids.
' Harveston Phase 3, Temecula, Riverside County, CA
Hydro%gy and Hydraulic Report g
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' 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
~ 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:
' 1. Volume-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 volume of Urban Runoff produced from a 24-hour 85"' 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 Manaqement, 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% or more volume treatment by the method
recommended in Califomia Storm water Best Manaqement 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
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, Harveston Phase 3, Temecula, Riverside County, CA
Hydrology and Hydraulic Report 10
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ii. The maximum flow rate of Urban Runoff produced by the g5~n
percentile hourly rainfall intensity, as determined from the local
historical rainfall record, multiplied by a factor of two; or
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 of the
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 DistricYs 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
System Mode/ Version 8.0, 2001.
3. The AES Hydraulics Elements I Program Package (HELE-1) Version 6.0, 1999.
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Harveston Phase 3, Temecula, Riverside County, CA
Hydrology and Hydraulic Report 11
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****w#4f1ik**~/RklRfilk!liit##3*i3R4x#Y!l~fkkRxff4w~wwRf!!wY*Yk~xY~~*Sw*w*fR
' HYDRAULIL ELEMENTS - i 7ROGRAM PACKAGE
(C) Copyright 1982-2DOi Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 07/01/2001 License ID 7264
, Analysis prepared by:
RBF Consulting
' 14725 Alton Parkway
Irvine, CA 92678
_ _"""""' _ _' _ _ ""' _ _"""' _ _ _ _ _ _ _ _ _ _' _ """"""""""
TIME/DATE OF STUDY: 75:55 01/25/2005
---------------------------------------------------'------------------------
--------------------------------'-------------'--------------------'-----
'
rte+~xreetwr++~~wewwrw~wrw DESCRIPTION OF STUDY *`i*~~*~**~~*~~y~+eee~~e*r
* Harveston Tract 32437 * ~
~e x
* Catchbasin #1 * I
•k~rrw~~aww~ee~e~ewwwwwe~eeweee~eeeeee~wwwwewwwwww++wwwrertewwewe~+~eeweew+
i~___________________________________________________________________________
¢¢¢¢STREETFLON MODEL INPUT INFORMATION
""""'_"____"'_""""""""" """""""""""""""""
' CONSTANT STREET GRADE(FEET/FEET) = 0.020000
CONSTANT STREEi FLON(CFS) = 72.05
' AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-NIDTN(FEE7) = 20.00
DISTANCE FROM CRONN TO CROSSFALL GRADEBREAK(FEET) = 18.00
' INTER[OR STREET CROSSFALL(UECIMAL) = 0.020000
OUTS[DE STREET CROSSFALL(DELIMkL) = 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) = 0.12500
FLOLI ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
""___'__"""'___"_______ ____________'___'_"_"__"____"'__"_"____'_
_ _'______"'__"'_"_"'_______'___""__"_'_"_____"'___________
STREET FLON MODEL RESULTS:
" " " " "_'___'_'______'_'______________________'_________"__" " "___"_'
STREET FLOH DEPTH(FEET) = 0.44
' HALFSTREET FLOOD Y[DTH(FEET) = 76.34
AVERAGE FLON VELOCITY(FEET/SEC.) = 4.28
PRODUCT OF DEPTHBVELOCITY = 7.89
''__"'__'_"_______'_'_________"'___'____"__'___________________' -____'__
~
'
'
W~
:eeeeeww~exwx~x~w~~ttttx~t:+~++t+~+~+e~e:wwwew+ww+++w+x~+~r+~+tee~ee:eet~eew
t NYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C> Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Retease Date: 07/07/2001 License ID 7264
, Analysis prepared by:
RBF Consulting
14725 Alton Parkway
' Irvine, CA 92618
' " "---- - ------------------------------'--"----'-"--'------
~ TIME/DATE OF STUDY: 75:57 01/25/2005
_
i ' __"'_'__"____'_'___'____'_"___________"____'__""'____'_"__"'____--_
eerweee~xwe~~~+wxt:ee~tt++ DESLRIPT[ON OF STUDY ********~xtt+i+rt+~rtkee~+
* Harveston Tract 32437 *
,* [atchbasin #1 *
e
' •
'kYt'RQVtki\YHt!!#~kYf1`Y~lt~!!!!!!tt!!tf!!l~k4fe~F4ltflfyt*Yt'R'R1`kf4iflitiifltlttftfl~~
~
I
~ " ......_ ..............~........ .. ........i........ii..~:»:
¢¢¢¢FLONBY CATCH BASIN INLET CAVACITY INPIIT INFORMATION
""""""""""""'___'__"""""""""""' """"""""'
'"
' Curb InLet [apacities are approximated based on the Bureau of
Pubtic Roads nomograph pLots for flowby basins and s~nnp basins.
' STREETFL041(CFS) = 12.05
GUTTER FLONDEPTN(FEET) = 0.44
BASIN LOCAL DEPRESS[ON(FEET) = 0.33
' FLONBY BASIN LIIDTH(FEET) = 21.00
¢¢¢¢CALCIJLATED BASIN NIDTH FOR TOTAL [NTERCEPTION = 28.5
' ¢¢¢¢CALCULAiED ESTIMA7ED INTERCEPTION(CFS) = 10.2
_____"'__'__'_'_'_'__________'_"_'_"_'_"_______'_'_______"_'__'________
""_""__"___'___""'__"_'__"_____'_______'_'__'__'_______"_'_'_""_
'
~
~
'
'
' ~~
•eeew++++++++rxe++~~~xtrx~~w~w+ew~+eee+ew+eeee~~txtt~:k~k+~+w~~~w~ew~e+w+x++
, HYDRAUL[C ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2007 Advanced Engineering Softuare (aes)
Ver. 8.0 Retease Date: 07/01/2007 License ID 1264
, Analysis prepared by:
RBF Consulting
' 74725 Alton Parkuay
Irvine, CA 92618
'_______________~_~________________________________________-____--____-~___..
TIME/DATE OF STUDY: 16:44 03/29/2005
~ "'____""'___""___"__""_"____"'______'__'___"_______""""-_"'
****t«t;~~*~**~********~* DESLRIPTION OF $TUDY ***w*****i~*;'~it+:rt~xrwk
'* Harveston, Tract 32437 *
* 70-year storm event, ftouby conditian `
* catchbasin 2 '
_ :ek~«~:rrree~w~eteeerewxw++rt:t~w~rw~r+r~eete~et~eewweex~t~rt~~r~tx~~eee~
¢¢¢¢STREETFLOW MODEL iNPUT INFORMATION_
""'____""""""""' ""'_"""""""""""_'____
, CONSTpNT STREET GRADE(FEET/FEET) = D.D10000
LONSTANT STREET FLOW(CFS) = 6.66
' AVERAGE STREETFLON FRILTION FACTOR(MANNING) = 0.075000
CONSTANT SYMMETRICAL STREET HALF-YIDTN(FEET) = 20.00
DISTANCE FROM CRONN TO CROSSFALL GRADEBREAK(FEET) = 78.00
, INTERIOR STREET CROSSfALL(DECIMAL) = 0.020000
IXITSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICRL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
1 CONSTANT SYMMETRILAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ,
STREET FLON M~EL RESULTS:
' _ _ _ """""""""""' _"""""""""""""' _ _ _ _ _""""""""
' STREET FLON DEPTH(FEET) = 0.47
HALFSTREET FLOOD WIDTH(FEET) = 74.66
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.90
PRODUCT OF DEPTHBVELOCITY = 7.19
'
'
'
~
' ~
~+YY~xwwefwww~~wwr~Kx~~xr++w+*++ww~eew~~eee~rerte~rxxxwxx<xx+wrtfwwewee~~eee~
, HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/07/2007 License ID 1264
' Analysis prepared by:
RBF ConsuLting
' 14725 Alton Parkway
Irvine, CA 92678
-------"--------'----------------"--------------------'-- "'
TIME/DATE OF STUDY: 76:52 03/29/2005
~ _'____'__"'_____'___'_________'___-____'__'___'__'_______"__--______"_'_
ee:eet~ratt:trrxwwe+~wew+~ DESLRIPTION OF STUDY x+~~:e+t~tttrrt+t:e+wrrwex
~ Catchbasin 2 *
* Narveston, Tract 32437 ' ~
` ` Z
~ eee++~~~~rr~r~~r~rtfffew+r~~ttt~xt+x:+~~~w+w~t+e~~eeri~t~~rrf>x~~wf+rw+weee ~
¢¢¢¢FLONBY CATCH BASIN INLET CAPALITY INPUT INFORMAT[ON_
" " " " " " " " "" " "" " " " " " " " " " " " " " "' " " " " " " " "'
' Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for fLouby basins and simp basins.
' STREETFL011(CFS) = 6.66
GUTTER FLONDEPTH(FEET) = 0.47
BASIN LOCAL DEPRESSION(FEET) = 0.33
' FLONBY BASIN NIDTH(FEET) = 74.00
¢¢¢¢CALCULATED BASIN MIDTH FOR TOTAL INTERCEPTION = 77.0
' ¢¢¢¢CALCULATEO ESTIMATED INTERCEPTION(CFS) = 6.0
' ceeeeeeoccveeeeeeeee' c'eceeeee_cec_eeeeceec-'-ecceevc_'ecceee__=="eecceeee
J
'
'
'
' ~~
f~w*wrefeeweeter~~x++r~~txtrr~wkrtkrtww~rtw~wweeeer~e+e+ee~~~rrrtteee~r~~rtttx*
, HYDRA~LIC ELEMENTS - 1 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: 17:00 03/29/2005
DESCRIPTION OF STUDY Y~;:;i~******************•
~ Harveston Tract 32437 *
. •
+ *
_ etf!l~FweYeffesrkYrt~~fefe~rHfe+l~k+i~ke~r.ftieeMrrrrtrtrt~4eeWWfr~~d~trrf~l~+~lrf~lete+Y~Y~
¢¢¢¢STREETFLOW MWEL INPUT INFORMATION_
"""""_"'_____"""' """""""_"""""""""'
CONSTANT STREET GRADE(FEET/FEET) = 0.005000
CONSTANT STREET FLON(CFS) = 5.93
' AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-UIDTH(FEET) = 20.00
DISTANCE FROM CROHN TO CROSSFALL GRADEBREAK(FEET) = 18.00
~ INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
WTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRILAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
' CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
LONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLON ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
__'____'_'_____"""'__'_"""'___'______"'__ _
"__""______"_____'_______""__'___'______"_____'_'_"_"'__"___- ____
STREET FLON MODEL RESULTS:
'""""' _ _""""""""""""_"_""_""""""""""_ _ _""""'
, STREET FLON DEPTH(FEET) = 0.44
NALFSTREET FLOOD NIDTH(FEET) = 76.34
AVERAGE FLOLI VELOLITY(FEET/SEC.) = 2.10
PRODUCT OF DEPTH&VELOCITY = 0.93
I ____________________________________________________________________________
i
i
1
~
~
e~e+~rtrtwwww~+~+~ae:~+ew~eee~~~~~rr<eew+~e~ff::~~++rtfwee~~~~:erx+~<wweee~~e~i
, HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2U01 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1264
' Analysis prepared by:
RBF ConsuLting
' 14725 Alton Parkuay
Irvine, CA 92618
----------' -------------° ----------'-' --°-----------' -----
TIME/DATE OF STUDY: 77:02 03/29/2005
•we+::~~trrree+.e*+++::wk~e+ DESCRIPTION OF STUDY ~*~*rte~~eett~r~~e+sreee,r,e~+
~ Narveston, 7ract 32437 ` ~
' r
+ •
_ ee~+t~eewrorr+eertttewv.w:ee«rt*a~ev.eeet:rtt~~wrv.rew,e~ree~rrrrwowoe,e~e~:t~~
¢¢¢¢fLOWBY CATCN BASIN INLET CAPACITY INPUT INFORMATION
""_"""""""_""""'_'_"""""__"""""' """"""""'
'
' Curb Inlet Capacities are approximated based on the 8ureau of
Public Roads nomograph plots for flouby basins and su~ basins.
' STREETFLOU(CFS) = 5.93
GUTTER FLOLAEPTN(FEET) = 0.44
BASIN LOCAL DEPRESSION(fEET) = 0 33
' FLONBY BASIN NIDTH(FEET) = 14.00
¢¢¢¢CALCULATED BASIN NIDTH FOR TOTAL INTERCEGTION = 14.0
, ¢¢¢¢CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.9
''_______'_'____""__'_'_"'__"__'_____'__"__"'___"'__'__""'____'____'
,
'
~
~
~~
' HYDRAULIC ELEMENTS - [ 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 Atton Parkuay
Irvine, CA 92618
------' --°-----°-' --'-
TIME/DATE OF STUDY: 74:50 01/17/2005
'
DESCRIPTION OF STUDY
~ Harveston Tract 32437 *
+ ~
* 70-year storm event *
...............+.+.e.e............+......+.••xx••........+.........+..e...
¢¢¢¢STREETFLOW MODEL INPUT 1NFORMATION
" " " " " " " " " " " " " " " " " " " " " " " " " " " " "'
, CONSTANT STREET GRADE(FEET/FEET) = 0.015000
CONSTANT STREET FLON(CFS) = 2.68
' AVERAGE STREETFLOY FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-HIDTH(fEET) = 18.00
DISTANCE FROM CROWN TO CROSSfALL GRADEBREAK(FEET) = 16.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
' WTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
LONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-LIIDTN(FEET) = 2.00
' CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-NIKE(FEET) = 0.72500
FLOY ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPL[TS
, STREET FLOLI MODEL RESULTS:
STREET FLOLI DEPTH(FEET) = 0.31
' HALFSTREET FLOOD NIDTH(FEET) = 9.50
AVERAGE FLON VELOCITY(fEET/SEC.) = 2.55
PRODUCT OF DEPTH&VELOCITY = 0.78
,___'__'___' ___'____"""'_______"________'___"__'_"'___________"____'__
~I
r
~
~ ~~
' HYDRAULIC ELEMENTS - 1 PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 7264
' Anatysis prepared by:
RBF Consulting
, 74725 Alton Parkuay
irvine, CA 92618
---°------------------------------------------------------
TIME/DATE OF STUDY: 14:52 07/17/2005
-----------------------------------------__________________________________
'
t+++~~~tweWe,ewwnrtv.newr~ewr DESCRIPTION OF STUDY ~~~~~~t~~r~"**t""******'***
* Harveston Tract 32437 *
,* 70-year storm event, flouby •
,. . ~
ewwr+we~e~~r~wxxt~~~.+~:+e+ew+ewe+~rtw~rr~xrft~ewwffw+eo+w++vrwrrwrrrtr++~~~++t:e ~
.
~- _-__'______________________,...__~~~~~~~,.,.,.,.x~....~x,.,.,..x~..~.~««....x.:.
¢¢¢¢FLONBY CATCH BASIN INLET CAPALITY INPUT INFORMATION
""""""'_____'_""""""""""_""""""" """"_____""
'
Curb Intet Capacities are approximated based on the Bureau of
I Public Roads nomograph plots for flowby basins end simq~ basins.
'
' STREETFLON(CFS) = 2.68
GUTTER FLONDEPTH(FEET) = 0.31
BASIN LOCAL DEPRESSION(FEET) = 0.33
' FLONBY BASIN NIDTH(FEET) = 7.00
¢¢¢¢CALCULATED BASIN NIDTH FOR TOTAL INTERCEPTION = 9.2
' ¢¢¢¢CALCULATED ESTIMATED INTERCEPTION(CFS) = 2.3
"'_"_"""'___""______"_'_____'__'__' _"____'___""____""""__'__
,
,
'
'
1
' ~
Y*4#t#kxlfk4*wlW~~~lRR4klkklwwff~~fWflfixRfftx4*+*++ftlR#!1*kkw~+~~l~~~ff#tx
~ 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:
R8F Consutting
' 14725 Alton Parkuay
Irvine, CA 92618
----------'---'---------------'-------------------'.'----------
TIME/DATE OF STUDY: 17:06 03/29/2005
' ___________________________________________________________________________
•~wirk~~~wee*+e~rte<~~eww: DESCRIPTION OF $TUDY *~i*++xww~wrew+eew~~~:+:+t
~ Narveston Tract 32437 ~
~ .
lttYl~iYRk*wf~!#f#~~KKkw#w~~fi4~#~~~iffYYYk!!*~~ltW!!~##kklwWlw~www~#~~#11
~~izxixxrxrrr~i~xRRR«:::::~RR:~~.Rw..~.~~~~~~~~~~~~~~~~~~~__________________
¢¢¢¢STREETFLOY MODEL INPUT INFORMATION=
"" " " " " "" " " " " " " " " " " " " " " " " " " " " "'_" " " " " " "'
' LONSTANT STREET GRADE(FEET/FEET) = 0.005000
CONSTANT STREET FLOY(CPS) = 7.86
' AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.075000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00
DI5IANCE FRqA CRONN TO CROSSFALL GRADEBREhK(FEET) = 78.00
' INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
WTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-NIDTH(fEET) = 2.00
, CONSTANT SYMMETRICqL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-NIKE(FEET) = 0.12500
FLON ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
_ _ '
_ _'__'_ ' '____'_'__
'__'_'_______'___"' '______________'_-- ""___""_'______ "
'____'___ -
STREET FLOW MODEL RESULTS:
"""""_ _ _ _ _ _"""""' _ _ _"""""""_ _ _ _""""""""' _ _ _""""
STREET FLOLI DEPTH(FEET) = 0.48
' HALFSTREET FLOW WIDTH(FEET) = 18.03
AVERAGE FLOY VELOCITY(FEET/SEC.) = 2.37
PRODUCT OF DEPTHBVELOCITY = 1.70
'
'
,
~
I ~~
+~feee<rt~~x+~~+wxx++~ee~~tye++w~xxx~~e<t<ee~ew~~x~e~e~<x~+ew+xxtw~~~+~~w~~~e
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 7982-2007 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/O7/2001 License ID 7264
, Analysis prepared by:
RBF Consulting
' 74725 Alton Parkway
Irvine, CA 92618
---'-'------'-'----'------'-'-------------'--------'-----'-'-------'----
TIME/DATE OF STUDY: 17:08 03/29/2D05
"_""__"'__'__"'___________"'___"__"'__""'_"'_'____________""'__
,
+ewwww+xt+~eeew+tt+wr~xrtr DESCRIPTION OF STIJDY **~~*****r~t+wv.~~~~~,e~e~~~
~ Harveston Tract 32437 w ~
. ~
•t~~~,eeoew~Y~erewrtwrrr,ertrtwrr~ttwwee~~++,r,ertrr.x~~t~~~w:+t~eewww~~++,e++w~~~~~
~r~,ertw~w~xw~teeere~~++ew.rw~iife~wwxwwxt~ertse~erette~ewwrxt~ef~~~e+:~~~wrev.tirt*+
¢¢¢¢FLONBY CATCH BASIN INLET CAPACITY INPUT INFORMATION
"""""""'_"""""""""""""'_"""""' """""'•""'
'
' Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flouby basins and sunp basins.
' STREETFLON(CFS) = 7.86
GUTTER FLONDEPTH(FEET) = 0.48
BASIN LOCAL ~EPRESSION(FEET) = 0.33
' FLONBY BASIN NIDTH(FEET) = 74.0~
¢¢¢¢CALCULATED BpSIN NIDTH FOR TOTAL INTERLEPTION = 76.9
, ¢¢¢aCALCULATED ESTIMATED INTERCEPTION(CFS) = 7.2
c===eee'ee_e'eeeee_e_ooeeeeee_'oeeeeeee"eeeeeee' eeeeeeec_e_e==eeeee"eeeee
~
'
'
'
~. J
l\
•e~fwxiex+~~eww+exrrre~wwrt+Y+t~~ewwww<x~~~w*<++~w~weWw~~~aw+xx~w~~~~~x~+k+xw
, HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2007 Advanced Engineering Sofiware (aes)
Ver. 8.0 Release Date: 07/07/2001 License ID 7264
, Analysis prepared by:
RBF Consulting
' 14725 Alton Parkway
Irvine, CA 92618
" _' _ """""_ """""_ _ _"""' _ _ _""' _ _""""""""" _ """"
TIME/DATE OF STUDY: 15:00 07/77/2005
, ___'__'__"______'_"'___"_'_'__"__'_'_"___'__'_____""___'__"'_"____
*`~~"~Y~~~~'~~*******;~~** DESCRIPTION OF ST~DY ***w**+~+*~~+eewxwx~+xkrre
~ Narveston Tract 32437 + ~
+ ~
. ~
~ ~t+iewwr~e~xxt~*e+rtwwwt+ttte~ertwwee~++re~eexwrweee~re~fre+vrwew+rtwre~~~wertw
__________________.,____.,.,-______....,.~~~~~,.,..,..~~~~~.~~~~~~.r~..:.:.:::::::::
¢¢¢¢STREETFLON MODEL INPUT INFORMATION
"'_____"""""'___"" ___""""""""'___"""""'
CONSTANT STREET GRADE(fEET/FEET) = 0.005000
CONSTANT STREET FLON(CFS) = 6.84
AVERAGE STREETFLON FRICTION FALTOR(MANNING) = 0.015000
' CONSTANT SYMMETRICAL STREET HALF-LIIDTH(FEET) = 20.00
DISTANCE FROM CRONN TO CROSSFALL GRADEBREAK(FEET) = 78.00
' INTERIOR
OUTSIDE STREET CROSSFALICDECIMAL) = 0.020000
STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRIGAL GUTTER-NIDTH(FEET) = 2.00
, CONSTANT SYMMETRILAL GUTTER-LIP(FEET) = 0.03725
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLON~ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
STREET FLON MODEL RESULTS:
' STREET FIOLI DEPTH(FEET) = 0.47
HALFSTREET FLOOD NIDTH(FEET) = 17.47
AVERAGE FLON VELOL[TY(FEET/SEC.) = 2.14
PRODUCT OF DEPTH&VELOCITY = 7.00
"___ ___""'_'__'_'_'________'__"____'____"'_"_--'_"""___'_'____-_-'
___' '_'_________'_"'______""_'_______'_"'_____'-_____""'__'____' ' _
'
'
'
lv
•eee+e+~x~ew+wweweee+~:ektrx~trxrtttxxx~ttttx~~r:~~e+w~et~:kxw~~~xxx++~~rtw~~
, HYDRA~LIC ELEMENTS - I PROGRAM PALKAGE
CC) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 ReLease Date: 01/01/2001 License ID 7264
' Analysis prepared by:
RBF Consulting
' 74725 Alton Parkuay
Irvine, CA 92618
----------------------' --""----' • -----------"'---'-----"-
TIME/DATE OF STUDY: 75:01 07/17/2005
----------------------------------------'--------------------------------
-------------------------------------------------------------------------
'
we~tt++xxxx~kww~weww~~++e~ DESCRIPTION OF STUDY ~~~x~~*****f*tti'~+~~i~~~+
~ Harveston Tract 32437 * ~
+
. . ~
ee~+e~xt:fxx~~f~rwrwr++e+e~~~e+++~e~+re~~~~~e~weee~:~xrxwwwrtrt~++we~we~e~+e
~rtrrt~~rree~rtk++e<rewwewe~~reti~i~+e+~~~e~~~~~~~~e~~»fwefwee~~eererree~~»
¢¢¢¢FLOWBY CATCH BASIN 1NLET LAPACITY INPUT INFORMATION
""________""""""""""""""""""""_" """"""""'
'
' Curb Inlei Capacities are approximated based on the Bureau of
Public Roads nomograph ptots for flowby basins and sinnp basins.
' STREETFLON(CFS) = 6.84
GUTTER FLONDEPTH(FEET) = 0.47
BASIN LOCAL DEPRESSION(FEET) = 0.33
, FLONBY BASIN NIDTH(FEET) = 14.00
¢¢¢¢LALLULATED BRS[N HIDTH fOR TOTAL [NTERCEPTION = ~ 15.1
' ¢¢¢¢CkLCULATED ESTIMATED INTERCEPTION(CFS) = 6.6
______ _"_'_____'___'____"""_"______"__""""__'__"'___'_"""""'
___"_'__"_____'______"' "'_"___"'_'__'___'__"'_______'_'_'
'
,
'
'
t
'
' ~~
kw~eeww~+ew~et+r~~wr++++r~ee~~eee~wwwewx~rttk+xxfxx~x~~~~xx+er~i+e~~re~~++e~~
' HYDRAULIC EIEMENTS - 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 Lonsulting
~ 14725 Alton Parkuay
Irvine, CA 92618
"-'--------"-"-----------------------° ---' ----------°'-------"'--
TIME/DATE OF STUDY: 10:56 01/17/2005
'__"""__'__"'____________'___'__""_'_________'____'______________"'__
____'___________'______'__'__""'_'___________________________"____'_""_
'
::tt~~t+:~t~:~~tti~+~~wrtte DESCRIPTION OF STUDY ******"''~*"'**x~e~~~rsre~ee~rr
R Harveston Tract 32437 *
'x +
• • ~
ewvrwrrr~eeees:vrrv.rvrew~wrrwww+xrrwrxx~~kk+~xrrxr~:fxxiextxr~e:«tttr~r+e,ree,e~++ ~
~
¢¢¢¢STREETFLOY MODEL INPUT INFORMATION
" " " " " " " " " " " " " " " " " " " " " " " " " " " " " "
' CONSTANT STREET GRADE(FEET/FEET) = 0.01550D
CONSTANT STREET FLOW(CFS) = 2.57
' AVERAGE STREETfLON FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET NI1LF-NIDTH(FEET) = 78.00
D157ANCE FROM CROLIN TO CROSSFALL GRPDEBREAK(FEET) = 16.D0
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
' WTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
LONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-NIDTH(FEET) = 2.00
.~ CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRILAL GUTTER-NIKE(FEET) = 0.12500
FL041 ASSIIMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
'__'__'_____"___"_____"_"_____'_"_'_'_"
' STREET FLON MODEL RESULTS:
" " " " " " " " " " " " " " " " " " " " " " "
STREET FLON DEPTH(FEET) = 0.29
' HALFSTREET FLOOD NIDTN(FEET) = 8.50
AVERAGE FLOU VELOCITY(FEET/SEC.) = 2.95
PRODUCT OF DEPTH&VELOCITY = 0.85
' eeeeeeeee'eeeoo'-c'o--c'cco'c--e_=_oceeoo'====
'
1
'
~
•tw~#R*k4f~*kxx****kkk~~~**kRRk~k~fi~#rtfw#i1lk*Ykt~Y~~~~~Y!lw~~fW~*4~fWw~ff*!
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2007 Advanced Engineering Softuare (aes)
- Ver. 8.0 Release Date: 07/01/2007 License ID 1264
~ Analysis prepared by:
RBF Consulting
' 14725 Alton Parkway
Irvine, CA 92678
--"-"------" " - -----'----------------------'---------------
TIME/DATE OF STUDY: 70:58 07/17/2005
'__'_________'__"""'_"_"""'_'_____ _____'_________""_______'_"_"'_
_'___'__'_'_____'__"'__________'_______'__'__'_'______"__'______'_'__'____
'
•ee+<++xR+:~~e+r~r~~x++i++ DESCRIPTION OF STUDY w***ww******************~~
* Harveston 7ract 32437 •
'. +
e .
eYew~rteeeewwr~~+~:ww~rrew:ww:eeeoeee,e,eew+ee~~~t~t~++ra.tt~~:~~x+r~xk+~k+~wr.r~
¢¢¢¢FLONBY CATCH BASIN INLET CAPACITY INPUT INFORMATION .
"'___""""""""""""""""""""'_'__'___ '___'_"""""'
'
' Curb [ntet [apacities are approximated based on the Bureau of
Public Roads nomograph pLots for flowby basins and swnp basins.
' STREETFLOLI(CFS) = 2.57
GUTTER FLONDEPTH(FEET) = 0.29
BASIN LOCAL DEPRESSION(FEET) = 0.33
~ FLOLIBY BASIN LIIDTH(FEET) = 7.00
¢¢¢¢CALCIJLATED BASIN YIDTH FOR TOTAL INTERCEPTION = 9.4
' ¢¢¢¢CALCULATED ESTIMATED INTERCEP710N(CFS) = 2.1
__"_'__"'_________'______""_"___""_"___"'____________'_______'_""
'
~
~
,
'
~
~~
ertfte~~e::xtirt~re~e~eeeeffweewewret~~eeee~~eww+wwwewwewefweefeewewe~wex~tt~+
, HYDRA~LIC EIEMENTS - I PROGRAM PACKAGE
(C) Copyrighi 1982-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/20D1 License ID 1264
~ ~ Analysis prepared by:
RBF Consulting
~ 14R5 ALton Parkway
Irvine, CA 92678
--------------------------°-'-'-------------------------------------'
TIME/DATE OF STUDY: 75:07 07/17/2005
~
eww~wewewre~ww~wr>rr**ttrti DESLRIPTION OF STUDY k~~w+r~~eeewxwkax~ett~~~:r
'• Harveston *
* Tract 32437 *
. .
8
~ ............................................~~..~......_~_........'_""""""___________ ~
¢¢¢¢STREETFLOU MODEL INPUT INFORMATION
""""""""""""" ___""" "_""""
CONSTANT STREET GRADE(FEET/FEET) = 0.015500
CONSTANT STREET FLOLI(CFS) = 4.64
, AVERAGE STREETiLOW PRICTION FACTOR(MANNING) = 0.075000
CONSTANT SYMMETRICAL STREE7 HALF-HIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00
, INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET LROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HE[GHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
~ CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03725
CONSTANT SYMMETRILAL GUTTER-HIKE(FEET) = 0.72500
FLOH ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
STREET FLOW MODEL RESULTS:
_' _ _ """"""' _"""""""""""""""' _"""""""""""""
, STREET FLON DEPTH(iEET) = 0.35
HALFSTREET FLOOD LIIDTH(FEET) = 11.50
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.16
PRODUCT OF DEPTH&VELOC[TY = 1.09
' ________________"'___"""______________-________'______________'_________
'
~
u
1~
1
t*4#k k#i'kt*1'1'Y4t##tii~/*}~y*~!****4!k/**i'#1tf R44141lt4~4##*!!:lR+~#*f!S**#'k'k'4'k R~Y'i'k'/
' HYDRAULIC ELEMENTS - I PROGRAM PACKFGE
(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
-------------'-'------"---'------'-" "'-----------------------
T1ME/DATE OF STUDY: 75:70 01/77/2005
,
*******"'"'"'****"'***""""w"'*" DESCRIPTION OF STUDY ~*x~e<weeeex+e+ke+te+e++x~
~• Harveston Tract 32437 * ~
. ~
+ + 8
_ ve~e,e~~e:t~~ea+xt:k::fi~:+~~xx+kkRtwwkxr,e~+e~i~,ee~+it~::<ewwwwe<xee<eortrte~
¢¢¢¢FLOLIBY CATCH BASIN INLET CAPACITY INPUT INFORMATION
" " " " " " " " " " " " " " " " " " " " " "" " " " "_ '_" " " " " " "'
~
~ Curb intet Capacities are approximated based on the Bureau of
Pub(ic Roads nomograph plots for flowby basins and swip basins.
' STREETFLON(CFS) = 4.64
GUTTER FLONDEPTH(FEET) = 0.35
BASIN LOLAL DEPRESSION(FEET) = 0.33
~ FLONBY BASIN NIDTH(FEET) = 13.95
¢¢¢¢CpLCI1LATED BASIN NIDTH FOR TOTAL INTERCEPTION = 14.0
~ ¢¢¢¢CALCULhTED ESTIMATED INTERCEPTION(CFS) = 4.6
' ___"__'___'__"'______'_"______________'__'___________-"_'_______________
l~
~
~
I
~~
#y!tlfRYkfw~wwYww*!ftl4t~*t!*~w~R~*www*wrt+w~~~~t#fltffk*kxxklwkww*w~fflfl~Yt
~ HYDRA~LIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2007 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 07/O1/2001 License ID 1264
' Analysis prepared by:
RBF Consulting
I 14725 ALton Parkway
Irvine, CA 92618
------------------'-'-------'---------------'---------------
TIME/DATE OF STUDY: 10:20 01/17/2005
_'_'_ _____""____'___'_____'_ __"_________""_______'____"_______"_'_"'
~
ewwr.eeeee~wkxxxxr.ewrrrrt++ew DESCRIPTION OF STUDY eeww~ee~~~,e~~:~+t:x~+v.+eee
~ Harveston, Tract 32437 * ~
• 9
. _
rttttr+ffweeww++++ttt+t+fxr+~wrwrfwwe~~~~e~twrew:atirxr~v.+v.v.v.eeeee+ee~+e:+f•
~+..s..:.:::::::::::::.:..r...x=~«~~~.~.,...,.x ..................~~~~~~~~~~~~~~~~...... _ _.
¢¢¢¢STREETFLOH MODEL INPUT INFORMATION
~ _____""""""'__'___'_ """"""""""___"""""'
CONSiANT STREET GRADE(FEET/FEET) = 0.010000
CONSTANT STREET FLON(CFS) = 5.14
AVERAGE STREETFLON FRICTION FACTOR(MANNiNG) = 0.015000
' CONSTANT SYMMETRICAL STREET HALF-NIDTH(FEET) = 18.00
DISTANCE FROM CRONN TO CROSSFALI GRADEBREAK(FEET) = 16.00
INTERIOR STREET CROSSfALL(DECIMAL) = 0.020000
1 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL C11R8 HEIGHT(FEET) = 0.50
GONSTANT SYMMETRICAL GUTTER-NIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
' CONSTANT SYMMETRICAL GUTTER-NIKE(FEET) = 0.12500
FLON ASSUMED TO FILL STREET ON ONE SIOE, AND THEN SPL[TS
STREET FLON MODEL RESULTS:
- _ _"""""""_ _ _ _' _"""""""' _ _ _ _ _' _"""""""""""_ _ _ """'
STREET FLON DEPTH(FEET) = 0.38
, NALFSTREET FLOOD NIDTH(fEET) = 13.25
AVERAGE FLON VELOCfTY(FEET/SEC.) = 2.70
PRODUCT OF DEPTH&VELOCITY = 1.03
~
1
~ ~~
~ HYDRAULIC ELEMENTS - 1 PROGRAM PACKAGE
(C) Lopyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/07/2007 License ID 1264
1 - Analysis prepared by:
RBF Consulting
14725 Alton Parkuay
' Irvine, CA 92618
-'-""-----------------------------------"----------'-'---
TIME/DATE OF STUDY: 10:21 01/17/2005
""'
'
'______"'
"
__
~ "_'__'____'_"_'_______'__'_'_"__'__'_'_"__'__"_'___
_
_
_______"'_""___""_"___"_________________"__'_"_'___'_'____'_'___'
ar.e:rw~ewewr~eeer~ttttt+~t DESCRIPTION OF STUDY ***"'w**************~**x~x'
Harveston, Tract 32437 f
~
~ .
. 9
.
t~t~:e~~ee~xevrwe~eee:+::++:+<++e+tt+~:++tr+xrkt+rRxttxk+trer.waw~+wwwwwwrtwrr
~,..,.,.,.,.,.~,.,.,...«~~~~~~~~~~...~~.,..,. .. .......... .....,......... _...... _ _ _. _ _. _ _ _
¢¢¢¢FLOHBY CATCH BASIN INLET CAPAC[TY INPUT INFORMATION=
""""""""_ _ _"""""""""""""""""_"""""""""' _'
'
' Curb InLet Capacities are approximated based on the Bureau of
Public Roads nanograph plots for ftouby basins and s~anp basins.
I ~ STREETFLOY(CFS) = 5.14
GUTTER FLONDEPTH(FEET) = 0.38
BASIN LOCAL DEPRESSION(FEET) = 0.33
' FLOWBY BASIN NIDTH(FEET) = 14.00
¢S¢¢CALCIJLATED BASIN NIDTN FOR TOTAL INTERCEPTION = 14.2
~ ¢¢¢¢CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.1
"__"____"'_""_______""'_"'________"___"'_______'__"_ _"""___"'
~
~
~
,
'
' 1°~
WWW*f*Ykk~kkwwWWl~tt*tRRxxxfxw44WWW!#**##iRiRwY~~WWf##~!l~Rx~xftfWf~t#ft#t!R
I HYDRA~LIL ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 7982-2007 Advanced Engineering Softuare (aes)
Ver. B.0 Retease Date: 07/01/2001 License ID 1264
I ~ Analysis prepared by:
R8F Consulting
, 14725 Alton Parkuay
Irvine, CA 92678
' _"""""""' _" _ _ _ _"""""" _ _ _""""""_ _ _""""' _
i[ME/DATE OF STUDY: 10:25 01/17/2005
_"'__'_'___""'___""_"___'_'___"_____"_'_"__'____'__'_"_______'__'_
,
f#ff~k~k~klRRlf4#k#Sk!!Yt**RW* DESCRIPTION OF STUDY "~"~~~;;********~~~~~~t~*~*
* Harveston Tract 32437 `
'' 10-year flouby condition, Street ^BB" *
. *
~e+teke~ew+rteee~~tr:++w~rvrsrwwwe~:e++eeerw~+i:,r++,ertrtww,r,r+ei:+~~~reee+++:,ee~:
¢¢¢¢STREETFLOW MODEL INPUT INFORMAT[ON=
'
CONSTANT " " " " " " " "'_" " " " " " " "_" " " " " " " " " " " " " "
STREET GRADE(FEET/FEET) = 0.013400
CONSTANT STREET FLOH(CFS) = 6.87
AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.015000
' CONSTANT SYMMETRILAL S7REE7 HFLF-NIDTN(FEE7) = 20.00
DISTANCE FROM CROWN TO CROSSFhLL GRADEBREAK(FEET) = 78.00
INTERIOR STREET CROSSiALL(DECIMAL) = 0.020000
1 WTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL LURB HEIGNT(FEET) = 0.50
CONSTANT SYMMETR[LAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRiCAL GUTTER-LIP(FEE7) = 0.03125
' CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOU ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
, STREET FLOW MODEL RESULTS:
"""' _ _ _"""""""""_ _"'
STREET FLOW DEPTH(FEET) = 0.40
, HALFSTREET FLOOD NIDTH(FEET) = 14.U9
AVERAGE FLON VELOCITY(FEET/SEC.) = 3.22
PRODULT OF DEPTH&VELOCITY = 7.28
~
~
~
IO
1 ~
•kk~*!****x**/*fiW~ift#~#~~f*Y~~f4k*fR~Rlf*#tf~~~#fffWfWWW*w*wfwk*#!Rf#WffW~
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Software (aes)
Ver. 8.0 ReLease Date: 01/01/2001 License ID 7264
1 Analysis prepared by:
RBF Consulting
, 14725 Alton Parkuay
[rvine, LA 92618
"-----' ------------°-----""--' -'---'---------------------
TIME/DATE OF STUDY: 70:26 07/77/2005
,
•xx~tittttt~Rttewee+~~~~~~~ DESCRIPTION OF STUDY ree~~w:~~w~ewt~wwrtwewew+<t
,* Harveston Tract 32437 *
* 70-Year tlouby condition w
. .
•+kf#!*Y*k'k'kYHtYtRM'k~kfYrRYY4k!#t1tl44flk+lfFYefF!'kYtYtfFk'k'R'R'kkk!!!!!~k!##f!f ~~l~flf!lklet
' *Ik**'k'k*4YYfF'k'kYlIFYIYI'k'R'k#1Ylfft~~fflflfFif~44f#ffkfr!*'k'kY(lkkkfFk!!Y#'ktltiltftt}~4Yff
¢¢¢¢FLONBY CATCH BASIN INLET CAPACITY INPUT INFORMATION
""""""""'_"'___"""""""""""""""' ""____""""'
,
' Curb Intet Capacities are approximated based on the Bureau of
. Public Roads nomograph plots for fLouby basins and su~ basins.
, STREETFLON(CFS) = 6.87
GUTTER FLONDEPTH(FEET) = 0.40
8AS1N LOCpL DEPRESSION(FEET) = 0.33
, FLOWBY BASIN NIDTH(FEET) = 14.00
¢¢¢¢CALCl1LATED BASIN WIDTH FOR TOTAL [NTERCEPTION = 17.9
, ¢¢¢¢CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.0
1 "_""""'_"""_____'__'_"'_'_____'_""____'__________""'_____"____
1
!
I
1
~
~
ee++ww+wewwwwwww~xxrtffxxtk~wwwew+wweww+rtxrtrw+~~*kkxr~++r~~we++<++k~~w~~:ff~~
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Lopyright 7982-2001 Advanced Engineering Sof[uare (aes)
Ver. 8.0 Retease Date: 01/O1/2007 License ID 1264
' ~ Analysis prepared by:
RBF Consulting
' 14725 Alton Parkuay
Irvine, CA 92618
---------"---"---' ---------------'-""----------------' -"'
' , TIME/DATE OF STUDY: 10:30 07/77/2005
----------------------------------------------------------------------------
~ ----- ---------------- ----'-------------------------------
,
+rtt~~~rr+ittt~~eeww:~weww DESCRIPTION OF STUDY ~~~~~~*'kYtfi'ltriff#ki#k#itfl
* Harveston Tract 32437 ~
,* 70-Year fLouby condition * ~
+ • 1
e~,e,eee~e+t::ewe~:~+ww+x~rtx~<.txtxRtk~rkkww~t~e~~~eriei+rrertw~r+xx~~t~t~+xxxR ~
I ,!lt~~ftl~~t~~ff44fe4YeYRffkfFYt!*Rk'Ri(YHtf'.!**'kYrYrlRtif##f414#ftf4tfrtrtAfYtfFYfkY*'k*Yt~R<
¢a¢aFLONBY CATCH BASIN [NLET CAPACITY INPUT INFORMATION
"""""_"""""""""""""""""_'_"""' """"""""'
~
' Curb Inlet Capacities are approximated based on the Bureau of '
Public Roads nomograph plots for flouby basins and s~nnp basins.
, STREETFLON(CFS) = 1.37
GUTTER FLONDEPTH(FEET) = 0.25
BASIN LOCAL DEPRESSION(FEET) = 0.33
, FLOWBY BASIN WIDTH(FEET) = 5.87
¢¢¢¢CALCULATED BASIN NIDTH FOR TOTAL INTERCEPTION = 5.9 USE ~`S~ g~~~ L= ,,
' ¢¢¢¢CALCULATED EST[MATED INTERCEPTION(CFS) = 1.4
______""___'_""____________'___'--"'_'_"'_____'____________'_'_"""'
,
,
~
'
~
,
~v
' HYDRAULIL ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes>
Ver. 8.0 Release Date: 01/07/2001 License ID 7264
, ' " Anatysis prepared by:
RBF Consulting
' 14725 Alton Parkuay
Irvine, CA 92678
----'------'------' ----'---"-----------' -"----' ----------"'---------
, T[ME/DATE OF STUDY: 70:28 01/17/2005
'__"__'_"_"_'_'_'__""'__""'___'__"__'______'_ ___'______"_______-__
'
v.~+~w+wrw+++rt+kt+r~teeeww DESCRIPT[ON OF STUDY *w*"'**xx~«+~eeeowr~~k~r~i+
~ Harveston Tract 32437 *
10-year flouby condition *
` ~~
•YtkYY#!/##lltt4fefe*f/tf ytFkRyty~~RS1(fki~lfe4fflklfly(/~R~Rf44#Y~lfelf!*Ytf'k!#if f kilf ~!
~...... ~...... ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~........... ~. ~~~~::::~Fx~Fx~r~r~r~r~~«~~~~~rrtxxxxxxiiiiiztt~
¢¢¢¢STREETFLON MODEL INPUT INFORMATION
""""""""___"""' """"_""""""""'___""'
, CONSTANT STREET GRADE(FEET/FEET) = 0.013400
LONSTANT STREET FLON(CFS) = 7.37
' AVERAGE STREETFLOLI FRICTION FALTOR(MANN[NG) = 0.015000
CONSTANT SYMMETRICAL STREET HALf-NIDTH(FEET) = 20.00
DISTANCE fROM CRONN TO CROSSFALL GRADEBREAK(FEET) = 18.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
' WTSIDE STREET CROSSFALL(DEC[MAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-YIDTN(FEET) = 2.00
, CONSTANT SYMMETRILAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLON ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
STREET FLOU MODEL RESULTS:
,.. """""""""' .... """""""""""""""""""""""""'
STREET FLON DEPTH(FEET) = 0.25
' HALFSTREET FLOOD HIDTH(fEET) = 6.78
AVERAGE FLOW VELOCITY(fEET/SEC.) = 2.26
PRODUCT OF DEPiHBVELOCITY = 0.57
,
'
'
' ~3
!flwww!lk~Y~tlYlfrtW*~!*~klYt#f~wY*klk4~lWWWi*4!!~ltttttlf~##*YkKkR~f~~WW~/*t
HYDRAULIC ELEMENTS - 1 PROGRAM PACKAGE
' (C) Copyright 1982-2007 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1264
' Analysis prepared by:
RBF Lonsulting
, 74725 Atton Parkway
Irvine, Cq 92618
""_ _ _"""""' _ _ _ _ """"" _ _ """"""""' _ _ """""" _"
TIME/DATE OF STUDY: 15:26 01/77/2005
' _'_'_____"""_'_'__"__'_'_'_"_'___"'_'_-_'__"_""__""_'___'__"'_'
•~~:~++~erar+rwwr~~ee+eewe DESCRIPT(ON OF STUDY ****"****'~*'~t~~~~*t"*'****~
'• Harveston Tract 32437 *
• ~
~ ' 12
' ...........................................................................
¢¢¢¢STREETFLOLI MODEL INPUT INFORMATION
"""""'____"""""' _""""""""_'__"""""'__
' CONSTANT STREET GRADE(FEET/FEET) = 0.005000
CONSTANT STREET FLON(CFS) = 12.17
' AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.075000
CONSiAN7 SYMME7RILAL STREET HALF-NIDTH(FEET) = 18.00
DISTANCE FROM CRONN TO CROSSFALL GRADEBREAK(FEET) = 16.00
' INTERIOR STREET CROSSFALL(DECIMAL) = 0.02DD00
OUTSIDE STREET CROSSfALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL ClJR6 HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-YIDTH(FEET) = 2.00
' CONSTANT SYMMETR[CAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETR[CAL GUTTER-HIKE(FEET) = 0.72500
FLOW ASSIJMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
, ~~~STREET FLON SPLITS OVER STREET-CROWN***
' FULL DEPTH(FEET) = 0.48 FLOOD WIDTH(FEET) = 78.00
FULL HALF-STREET FLON(CFS) = 7.65
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.26
SPLIT DEPTH(FEET) = 0.47 SPL[T FLOOD NIDTH(FEET) = 74.50
SPLIT FLON(CFS) = 4.52 SPLIT VELOCITY(fEET/SEC.) = 2.01
STREET FLON MODEL RESULTS:
"""_ _""""" _ """' _ _""""""""_
' STREET FLON DEPTN(FEET) = 0.48
HALFSTREET FLOOD HIDTH(FEET) = 18.00
AVERAGE FLOLI VELOCITY(FEET/SEC.) = 2.26
PRODUCT OF DEPTHBVELOCITY = 1.08
'
V~
rwxe+~~wewee<x~xteee~~~~wwx<:xtf~~+ee~awxk~ewe++~xx+~x+xk:~+++e~e~rt~~ke~w~~e
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2001 Advanced Engineering Software (aes)
_ Ver. 8.D Release Date: 01/01/2001 License ID 1264
' Analysis prepared by:
~ . RBF Consulting
, 74725 Alton Parkuay
Irvine, CA 92678
' _"""""""' _ """""' _ ""' _ _ _' _ _ _ _ _ _"""""_ _ _ _""'
TIME/DATE OF STUDY: 15:27 01/17/2005
' "______'__""'_____-_'_'_"__'________'__'__"______"'___"____'__'_____
~+~~*******~~t***~***~***rt DESCRIPTION OF STUDY ~K~~~*+::~~~www~~~xxtiii~~
~ Harveston Tract 32437 *
+ ~
++ew+ie+~v.+ef~t~+i+trawrrt«~+~~{+ewWe<~~+tx~err~xwks.+xakr:~~+:ew++wew~<:+~ee~
¢¢¢¢FLONBY ChTCH BASIN INLET LAPACITY INPUT INfORMNTION
"'__'_""""""'___"""""'___""""__""_'_' """_____"""
'
' Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nanograph pLots for flowby basins and s~mp basins.
' STREETFLON(CFS) = 12.77
GUTTER FLONDEPTH(FEET) = 0.48
BAS[N LOCAL DEPRESSfON(FEET) = 0.33
' FLONBY BASIN NIDTH(FEET) = 27.00
¢¢¢¢CALCULATED BASIN NIDTH FOR TOTAL INTERCEPTION = 26.2
' ¢¢¢¢CALCULATED ESTIMATED INTERLEPTION(CFS) = 70.9
_____'__________""___"_______'_'__'_____'___"__"""'____'_""_"'____
'
'
'
'
/Z
1
I ~
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 7982-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 07/01/2001 License ID 1264
' . Analysis prepared by:
RBF Consulting
' 14725 Alton ParkWay
Irvine, CA 92618
II ""'_'__'__'_"'_'_"""""""_"_"""""""""'______'
' TIME/DATE OF STUDY: 10:77 02/07/20D5
'_""_' -"____________'___'____'____"_________"'______""_'___________
, '
•arweett:tteeettttt++~rtee DESCRIPTION OF STUDY rr,e~eeeewwrvr+~rrtit~ttet~tr
* Narveston Tract 32437 *
,* +
i * *
weeeerrr.w~w~ewwwetk~:t~~t~~~+~rt~~~+t~,e,ewwe~r.r.v.w~at~ttrreeertw,e+eoree~+t~fxr
¢¢¢¢SIJMP TYPE BASIN INPUT INfORMATION_
"
~' ""'________""""" """""" """""""""'____""
' Curb Inlet capacities
Public Roads nanograph are approximated based on the Bureau of
plots for tlouby 6asins and s~nnp basins.
' ' BASIN INFLOW(CFS) = 10.40
BASIN OPENING(fEET) = 0.83
DEPTH OF HATER(FEET) = 0.83
' ¢¢¢¢CALCULATED ESTiMAT ED SUMP BASIN HIDTH(FEET) = 4
46
.
'
~
,
'
'
'
~3
U5E 7 ' CATCI-~ ~S ~ ~•1
~
~w~+wx~~~~<xxx~~a~~ee+wee~tiwwwxxx~~+++e+wwartkkwkw+xx+~+xfx~eeeeewwe~w~~Www~
' HYDRAULIC ELEMENTS - I PROGRAM PALKAGE
(L) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. B.0 Release Date: Oi/01/2001 License ID 1264
' ~ Analysis prepared by:
R8F Lonsulting
, 74725 Alton Parkuay
Irvine, CA 92678
---------'--"'------------"---'-----'--- -------------------
TIME/DATE OF STUDY: 15:43 01/17/2005
___"'_'__""'_"'____'___""____""'__"""'_____________""'____"'__
_____"'___"'__""__'_"'___"_____'__'___"_'___"'_'______"""___'_'_'
'
x*~*******t~«x**~tk****** DESCRIPTION OF STUDY rrx+r~~+rtt:+~«t~t+i~~~ew
* Harveston Tract 32436 *
,. e
e t
YtkYRf!!~lYttttrl~4t~ltfyeytfytfyt4fSf1(1ft4tfflyt*R'k'k#~~4t/**Yr!*Yrlrlfiikli~~tf4fytyt ~ ^
rk'kYtkYe~k~l~R/tk4lft~~fiT4~~4l4ftfytkY<ttr~kYfftt!lytytRyt}!}i!##Ye'k'kYi##fRfifttii~4fl~kl~ Yr
¢¢¢¢SUMP TYPE BASIN INPUT INFORMATION
""'__""""""""""_"'_____' ""'_______"_________"_""""'
~
' Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flouby basins and s~mq~ basins.
' BASIN INFLOW(CFS) = 15.93
BASIN OPENING(FEET) = 0.83
DEPTH OF NATER(FEET) = 0.83
, ¢¢¢¢CALCULATED ESTIMATEU SUMP BAS[N YIDTH(FEET) = 6.82
,______"'_'_____""'____"_________'____"'_______________"_"_________'__
'
~
'
'
'
~ ~
,
'
,
'
~
1
,
,
'
'
,
'
,
'
,
'
'
'
'
084CB15.RES
....~:~...«....•H]DRAULIC'ELQAENTS ••I••PROGRAM PACNGE ••»•«•••••••••••••
(C) Copyright 1982-2~01 Advanred Engiveecing Softvare (aee)
Vez. B.0 Release Oa[e: O1/O1/la~l Licrose ID 1]6~
Malysie prepared by:
IteP Coneul[ing
14'125 Alton Paikway
Srvine, G 92610 .
___________'____________""'"_ ' -
TIME/DATB OP S3VOY: 15:56 OS/J1/3005
..~~~~~~~~e...~~~~~~~~~~~~ DESCRIPTION 0P 5111DY «~~~~~~:....~~~~~~~~~~•
HSSVG9COI1 ~
Scree[ M, nor[h eide of stree[ Ca[cMa¢in p15 *
..............~..............,..~.....,~.................................... 15
....,. . ......,.,. . .
>s»SUMP 1'YP6 BASIN INPUT INPORMATIONeccc
_________________________________________""______________""________________
NzE Snlet Capati[iee ace approxima[ed Eaeed on [he Buxeau of
Yublic noada nomogtap~ plote Eox flovby baeine and eu~ basine.
BASIN INPIAW(CPSI • 1.80
HASIN OYENING(PBPf) = 0.03
DEPfN OP 51AT6Y(PHFL) ~ D.83
aa»GLNLATED ESTZMAT60 SUMP HASIN NIOTHIPS&T) ~ 0.~]
^
USE ~ ~ cg
Page 1 of 1
~
tr~<f~~f~ee+e:r~ett:reerrr~rrw+f+we~ee+e~++++t+~++++tir*twtt~~~w~~~w~f:ww+~~
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2007 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: Oi/01/2001 License ID 1264
' Analysis prepared by:
RBF Consutting
14725 Alton Parkway
' Irvine, CA 92618
------------'----"'---"-------------------------------'-"---
TIME/DATE OF STUDY: 16:06 OS/31/2005
' ___________________________________________________________________________ ~~0
•eet:~eeee*~~~x~~t++:+tt~~ DESCRIPTION OF STUDY ~~;~ti~«<r~~~~~~ee+~rwe:x
Harveston Phase 3 ;
~ Street AA, south side of street; [atchbasin #16 •
• *
eterr~f<~w+eere~~erttttt~~ettr~xt~~~~wrtwrtrrrtvn.e~~~ww~e+~~~~eet~trWxrr~~e~w~t
¢¢¢¢SUMP TYPE BASIN INPUT [NFORMATION=
_ """"""""' _ _' _ _""""""""""""""""_' _""""""""'
'
' [urb Inlet Capacities are approximated based on the Bureau of ~S~ -~ C$
PubLic Roads nomograph plots for flowby basins and swip basins.
' BASIN INFLOY(CFS) = 7.90
BASIN OPENING(FEET) = 0.83
DEPTH OF NATER(FEET) = 0.83
' ¢¢¢¢CALCULATED ESTIMATED SUMP BASIN YIDTH(FEET) = 0.87
'
'
'
1
'
' ~
!ft*!Y*~/**k~f<~WYkle*kei*****rt!~!!4lxxlwk~f~ww~f!!!!k*k**ww~rtWYf*#**4***k*w
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(L) Copyright 7982-2007 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: O1/01/2007 License ID 1264
' Analysis prepared by:
RBF Consulting
' 74725 Alton Parkuay
Irvine, CA 92678
""_ _ _""""""" _ """"" _ _ _ _ """""' _ _ _ _ """""""' _ _""
~ TIME/DATE OF STUDY: 71:06 02/02/2005
'____"'__"___'______'____"'___'__'_'_____'_'____"______"___'_'_____'___
,
e~~r~rewev.v.e~ee+t::k~~+~~+ DESCRIPTION OF STUDY rtireeee+rrw+~++~~+~e<wrrrr+rr~
~ Harveston 32437 Street 'JJ~ "
+ *
+ww~~eietfr+~rtwww+~ee~~+~~ffke~ewr+~~~~tr.e~x~w+w~weeeewrrtxerwwww~w~++tte~t
¢¢¢¢Sl1MP TYPE BASIN INPUT [NFORMATION
""'___"""""'__"""""""_' """"""__"""""'_____'_"'
'
~ Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nanograph plots for flouby basins and stmp basins.
'
'
t
'
~
'
,
BASIN INFLOW(CFS) = 30.43
BASIN OPENING(FEET) = 0.63
DEPTH OF WATER(FEET) = 0.83
¢¢¢¢CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 13.04
~7
U5E 14' GR7cNB~-s~N
~~
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
' (C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: Oi/01/2001 License ID 7264
' Analysis prepared by:
RBF Consutting
' 14725 Alton Parkway
Irvine, CA 92678
-"'-." "'---'-----------------'-------°-°----------'---'---'
T[ME/DATE OF STUDY: 08:03 O1/25/2005
'_"""'__'_"""__"'___'________""'___'___'_"__'_"'_____"'__'__'___
_______'_'___'_"______'_""_'_______'________"__"'___"_"'_____________
,
**~'t"""*****~****"'***x*x** DESCRIPTION OF STUDY ratr~rxr++t++:+xt++t~w~rt~~
• 18' uide street at 5=0.005 *
': »
k !
fifF}'4fe~F!!f }*'FfFfkkYeiffffif!lfytytlfFf R**'kYt'kY**k~Rk'A'klYYt'fY!'kkYtYt4R!'kY'k~k*~kirlYlfYe~Y'1R~f
¢¢¢¢STREETFLON MODEL INPUT INFORMAT[ON
"
` " " " " "
CONSTANT "'_" " " " " " " " " " " " " " " " " " " " " " " " " " " "
STREET GRADE(FEET/FEET) = 0.005000
CONSTANT STREET fLON DEPTH(FEET) = 0.50
AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.015000
' CONSTANT SYMMETRICAL STREET HALF-NIDTH(FEET) = 16.00
DISTANCE FROM CROIJN TO CROSSFALL GRADEBREAK(FEET) = 76.OU
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
' OUTSIDE STREET CROSSFAI.L(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-YIDTH(FEET) = 2.00
LONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
' CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FIOW ASSUMED TO FILL STREET ON ONE SIDE.
~ STREET FL041 MODEL RESULTS:
" " " " " " " "'
WARN[NG: S7REET FLON SPLITS OVER STREET-CRONN.
' STREET FLON DEPTH(FEET) = 0.50
HALFSTREET FLOOD NIDTH(FEET) = 18.00
HALFSTREET FLOLI<CFS) = 9.43
~ AVERAGE FLON VELOCITY(FEET/SEC.) = 2.47
_- PRODUCT OF DEPTH&VELOCITY_=_-- 1 24
___"_______"__""""___"'_"_"_
'______""_"____'__________________'_'_____"""'_'__________"___""'__'
'
'
'
~\
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
' (C) Copyright 1982-2007 Advanced Engineering Sof[uare (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1264
~ Analysis prepared by:
RBf Consulting
~ 74725 Alton Parkuay
Irvine
CA 92618
,
---'-'-----" "-----------------------------'
TIME/DATE OF STUDY: 08:04 01/25/2005
'
•wweee++:r~~~~~tttt:ttt~:i pESCRIPTION OF STUDY ~**x***+**rwwwk~wee+++~xwe
~ 78'Wide half width with slope = 0.07 *
+
¢¢¢¢STREETFLOW MODEL INPUT [NFORMATION
"
~ """""
CONSTANT """"""""""""" """""'_"_'__'_"'_"""""
STREET GRADE(FEET/FEET) = 0.070000
CONSTANT STREET FLOW DEPTH(FEET) = 0.50
AVERAGE STREETFLOY iRICTION FACTOR(MANNING) = 0.015000
1 CONSTANT SYMMETRICAL STREET HALF-YIDTH(FEE7) = 18.00
DISTANCE FROM LROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
, OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGNT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-YIDTH(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.
"
_"
~ __"'_____'___""_"___"___'_'_""_'___'___'__"_'_______"____________
'__"'_'__'__"_____'__""'______________'_'_'_________________""""'
STREET FLON MODEL RESULTS:
"""'"""""'""""'".... """"""""""""""""'
uARNING: STREET FLOH SPLITS OVER STREET-CRONN.
, STREET FLOY DEPTH(FEET) = 0.50
HALFSTREET FLOOD NIDTH(FEET) = 18.00
' HALFSTREET FLOLI(CPS) = 13.34
, -AVERAGE PLOLI VELOCITY(FEET/SEC.) = 3.50
PROO~CT OP DEPTHBVELOC[TY = 7.75
'
'
~
~v
NYDRAULIC ELEMENTS - 1 PROGRAM PACKAGE
, (C) Copyright 7982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: Oi/Oi/2001 License [D 1264
' Analysis prepared by:
RBF Consulting
1 14725 Alton Parkuay
Irvine
CA 92618
,
' -------°---'-"--- °'-' ---------"---------"-' -' ---°---
TIME/DATE OF STUDY: 08:05 01/25/2005
- -------------------------
,
"`""~"`~t;r~~"~*~*****~~«"" DESCRIPiION OF STUDY "~k''"***"'K~"~;~rr~,e~~e~wxwt
~ 18~ haLf uidth street uith slope = 0.015 •
«
rtr.~+f+tte,e+rtrtwww~rt+f i++eee~ewwrrrt~:+:i+e+eev.rr~.~w:++e,r~eww+wwre+tarr,e~~w~ww~
~ ...._.._____________...___________________"_"_......__.._....
¢¢¢¢STREETFLOW MODEL INPIIT INFORMATION
"""""' _ _ _ _"""""' """""' _ _ """""""'
~ CONSTANT STREET GRADE(FEET/FEET) = 0.075000
CONSTANT STREET FLOW DEPTH(FEET) = 0.50
' AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-NIDTH(FEET) = 18.00
DISTANCE FROM CROLIN TO CROSSFALL GRADEBREAK(FEET) = 16.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
' OUTSIDE STREET CROSSFALL(DEC[MAL) = 0.020000
CONSTANT SYMMETRILAL CURB HEIGHT(FEET) = 0.50
CaNSTANT SYMMETRICAL GUTTER-HIDTH(FEET) = 2.00
~ CONSTANT SYMMETRILAL GLITTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-NIKE(FEET) = 0.72500
FLON ASSUMED TO FILL STREET ON ONE SIDE.
'===STREET PLON MODEL RESULTS:"===____"___""'_____'_'__'____"'_'_'_____
~• """"""""""""""""""""""""""""""""""... """'
WhRNING: STREET FLOLI SPLITS OVER STREET-CRONN.
~ STREET FLON DEPTH(FEET) = 0.50
HALFSTREET FLOOD LIIDTH(FEET) = 18.00
HALFSTREET FLOW(CFS) = 7634
^ AVERAGE FLON VELOLITY(FEET/SEC.) = 4.28
PRODUCT OF DEPTH&VELOCITY = 2.74
J
'
~
Q~
NYDRAULIC ELEMENTS - 1 PROGRAM PACKAGE
' (C) Copyright 79824001 Advanced En9ineerin9 Sottuare (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1264
1 AnaLysis prepared by:
R8F Consulting
1 14725 Alton Parkuay
Irvine
CA 92618
,
-------------------------° --------
TIME/DATE OF STUDY: 70:36 0725/2005
"__'_"_"""""_____"____""___"'_'_"'__________________'_"""__"
'__'_'_""'_"'_____'__'_"__'________"_____"_'_'_'_"____"_"________'_
'
*~'*******~*****"'*********~ DESCRIPTION Of STUDY "****"'K"'"******xxetxxxw~t,e
* 18~ half uidth uith slope = 0.02 *
'* +
. :
•~t++~~~~+ty:~trr~:eit+:~:+e+w~xxww~vre~~tt:ttreee~++~+x~ee++t«+:eeee::~ee+
¢¢¢¢STREETFLOW MODEL INPUT INfORMATION
"""""""""""""""_ _ _"""" _""' _' _ _""""""
CONSTANT STREET GRADE(FEET/FEET) = 0.020000
CONSTANT STREET FLOH DEPTH(FEET) = 0.50
I AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00
DISTANCE FROM CRONN TO CROSSFALL GRADEBREAK(fEET) = 76.00
INTERIOR STREET CROSSfALL(DECIMAL) = 0.020000
, OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
, CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03725
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.72500
FLON ASSUMED TO FILL STREET ON ONE SIDE.
"_'____'_'_"________"______'__"'____'_'___'_'_'__"""_'__"____"____'
____ _'_'_"""'__"__"'___'_"'__"'_____'_'_"___' '_"_""___
' STREET FLOH MODEL RESULTS: ~ ~
" " " "'•" " " " " " " " " " " " " " " " " " " " " " " " " " " " "
NARNING: STREET FLON SPLITS OVER STREET-CRONN.
~ STREET FLOLI DEPTH(FEET) = 0.50
HALFSTREET FLOOD 41IDTH(FEET) = 78.00
HALFSTREET FLON(CFS) = 18.87
, AVERAGE FLOW VELOCiTY(FEET/SEC.) = 4.95
PRODUCT OF DEPTHBVELOCITY = 2.47
,
,
~
~K
HYDRAULIC ELEMENTS - 7 PROGRAM PACKAGE
I (C) Copyright 1982-2007 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/O1/2001 License [D 1264
~ Analysis prepared by:
RBF Consulting
' 14725 Alton Parkuay
Irvine
CA 92678
,
-----"""-'-' -"---------------------' ----------------"--
TIME/DATE OF STUUY: 70:37 07/25/2005
~
ex~er+~~t+~t~tt+++t::t:+~i DESCRIPTION OF STUDY **~~*~'+t~~~~*~*~*~`***'~~
* 18~ uide half uidth uiih slope = 0.025 *
'~ :
r •
r~~rw~eewv.~we~eewv.~~++weewwr~+rwr.rwx+++~rn.xkk+t++~~r~~ww+rrtwrrrrww~w+r~x+~,re~
¢C¢¢STREETFLON MODEL INPUT INFORMAT[ON ~
'
LONSTANT """"""""""""" ""'_"""""""'
STREET GRADE(FEET/FEET) = 0.025000
CONSTANT STREET FLON DEPTH(FEET) = 0.50
AVERAGE STREETFLOLI FRiCTION FACTOR(MANNING) = 0.075000
' CONSTANT SYMMETRICAL STREET HALF-LIIDTH(FEET) = 78.00
DISTANCE FROM CROYN TO CROSSFALL GRADEBREAK(FEET) = 16.00
iNTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
' WTSIDE STREET CROSSfALL(DECIMAI) = 0.020000
LONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-NIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
' CONSTANT SYMMETRILAL GUTTER-HIKE(FEET) = 0.12500
~ FLON ASSUMED TO FILL STREET ON ONE SIDE.
1 STREET FLON MODEL RESULTS
-------------------
WARNING: STREET FLON SPLITS OVER STREET-CROWN.
I STREET FLON DEPTH(FEET) = 0.50
HALFSTREET FLOOD NIDTH<FEET) = 18.00
HALFSTREET FLON(CFS) = 27.09
, AVERAGE FLOU VELOLITY(FEET/SEC.) = 5.53
PRODUCT OF DEPTH&VELOCITY = 2.76
'
'
1 ~
~
1
, HYDRAULIC ELEMENTS - I PROGRAM PALKAGE
(C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: Ot/01/2001 License ID 7264
' Analysis prepared by:
RBF Lonsulting
' 14725 Alton Parkway
Irvine, CA 92618
"""""""""' _"' _ _ _ _ """' _' _ _ _ _ _"""""""""""""""
TIME/DATE OF STUDY: 70:38 07/25/2005
___' ___'__"'_'__"________"__ _""_""""'_'__""_'_'____"""'_""__
_'_'____'__""_"_'_"'_"'__'_____'_____""'_'__'_"'_' _"_'
'
;~f*z*********~w**~******* DESCRIPTION OF STl1DY ~re~~~~xrw+ee~eeee~ewwee::
~ 20~ half uidth street with sLope = 0.005 "
r
x+wwe~~eve~~ertre+w~xitfx~:.te~+k~t+rtrteewwwrwrtrtrtrtrtwneeeee+~~+r,r~~~:~tt~~~f~
C6¢CSTREETFLOY MODEL~ INPUT [NFORMATION
" " " " " " " " " " " " " " "____" " " " " " " " " " " " "
, CONSTANT STREET GRADE(FEET/FEET) = 0.005000
CONSTANT STREET FLON DEPTH(FEET) = 0.50
' AVERAGE STREETFLOH FRICTION FACTOR(MANNING) = 0.075000
CONSTANT SYMMETRICAL STREET HALF-NIDTH(FEET) = 20.D0
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00
INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000
' WTSiDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETR[LAL CURB NEIGHT(FEET) = 0.50
LONSTANT SYMMETRICAL GUTTER-NIDTH(FEET) = 2.00
' CONSTANT SYMMETRILAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLON ASSUMED TO FILL STREET ON ONE SIDE.
"'___"'_'_'_'____'________"_"'_____"""""_________'__'__'___________
__"__________"_"'__""_____'_'______________"_'__________""__""_ __'
' STREET FLON MODEL RESULTS:
" " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " "
STREET FLON DEPTH(FEE7) = 0.50
1 HALFSTREET FLOOD NIDTH(FEET) = 79.19
HALFSTREET FLON(CFS) = 8.89
AVERAGE FLON VELOCITY(FEET/SEC.) = 2.32
- PRODUCT OF DEPTH&VELOCITY = 1.16
- _____""'___'__'__'___"'___'_________ -
~
,
~
~
`\""
NYDRAULIC ELEMENTS - I PROGRAM PACKACE
' (C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/O1/2001 License ID 1264
1 Analysis prepared by:
RBF Consulting
1 14725 Alton Parkuay
Irvine, CA 92678
---------------------' ----'------------------------"° ----
TIME/DATE OF STUDY: 70:39 01/25/2005
"""_'_'__________"_______"'_________________'__'_________'____"_______
_______'_'___"__'_"__'____'__________'_'__'________'________________'_"'_
'
•eeee:eee~xeee::x++t~+~+r: DESCRIPTION OF STUDY ++w+oeeeeeeeet:::xeee:rrri
* 20~ wide hatf uidth street uith slope = 0.01 *
'r .
• •
•*Yt*f'kfMfr!*+hffA'frtl+kff #tfff~lYi~/~!lkYi~1'Ytii'#~k44k4YYltklkYt\YHtkMlfiYt***!**##f###
¢¢¢¢STREETFL041 MODEL INPUT iNFORMATION
-'__""'__"""""""' """""'___"_____"'_""""'
~ CONSTANT STREET GRADE(FEET/FEET) = 0.070000
CONSTANT STREET FLOLI DEPTH(FEET) = 0.50
, AVERAGE STREETFLOY FRICTION FACTOR(MANNING) = 0.075000
CONSTANT SYMMETRICAL STREET NALF-N[DTH(FEET) = 20.00
DISTANCE FROM CRONN TO CROSSFALL GRADEBREAK(FEET) = 78.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
, WTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-411DTH(FEET) = 2.00
' CONSTANT SYMMETRICAL GUTTER-LIV(FEET) = 0.03125
CONSTANT SYMMETRILAL GUTTER-NIKE(FEET) = 0.12500
FLOH ASSUMED TO FILL STREET ON ONE SIDE.
'__'_______'______'__""'_____ ______"_"__'____"_______"___"______'__'_
__'___"""_""__"_'_'___"___'____'_________ _"'_________________"_"__
, STREET FLON MODEL RESULTS:
" " " " " " " " " " " " " " " " " " " " " " " " " " " " " " "'
STREET FLOW DEPTH(FEET) = 0.50
1 HALFSTREET FLOOD NIDTH(FEET) = 19.19
HALFSTREET FLON(Cf5) = 72.57.
AVERAGE FLOLI VELOLITY(FEET/SEC.) = 3.28
PRODUCT OF DEPTH&VELOC[TY = 1.64
_'_' _'_"___"_ _"_'____""'-"_____________'_"'_'_______'________'____'
__"'_'_'____ "'___'________ _"__'_'_""____"""__"'________________
'
'
~
c~1
<***kkWWtii#~~~lff~x~~~kwwWw!#flfflt!!f#flkR~kfk*!kY*lf~~tWl~fflff*xfi~kk~~*~
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2007 Advanced Engineering Softuare (aes)
. Ver. 8.0 Release Date: 07/01/2001 License ID 7264
' Analysis prepared by:
RBF Consulting
, 74725 Alion Parkuay
Irvine, CA 92678
---------------------------'-----' -----------------°-------
T[ME/DATE OF STUDY: 70:40 01/25/2005
'___'____'-'____'___'_'___'__'_"'___'___"__'_______"__"'_________'_'____
~
eeeerre~ee~~~ee:w:::+e~~t+ DESCRIPTION OF STUDY *rrr+rwewe:weexx~rr:f:Yx~~~
'* 20' uide half uidth street uith slope = 0.015 '
e *
~ ~
•x~+~tw+w+tt~ttkrtrtrtrtew+v.++ee,e~~re~f:rtf~fxxv.x»~wwv.n+w+~e+++t+w~w~w~+w+eeif
¢¢¢¢STREETFLOLI MODEL INPUT INFORMRTION
""""'____""""""' """___"""""".
' CONSTANT STREET GRADE(FEET/FEET) = 0.015000
CONSTANT STREET FLOLI DEPTH(FEET) = 0.50
, AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.075000
CONSTANT SYMMETRICAL STREET HALF-H[DTH(FEET) = 20.00
DISTANCE FROM CROUN 70 CROSSFALL GRADEBREAK(FEET) = 78.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
, OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRILAL GUTTER-WIDTH(FEET) = 2.00
' CONSTANT SYMMETRICAL CUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-H1KE(FEET) = 0.12500
FLOH ASSUMED TO FILL STREET ON ONE SIDE.
_"___"_____""'_'___ _'_____'--"_________' '_ _"___"__'_"__'____'__'_
_ __ ___"' _' __ '__'__ _' ________"'__'__
STREET FLON M~EL RESl1LT5:
, " " " " " " " " " " " " " " " " " " " " " " " " " "" " " " " " " " " " " "
STREET FLOH DEPTN(FEET) = 0.50
~ HALFSTREET FLOOD WIDTH(FEET) = 19.19
HALFSTREET FLON(CFS) = 15.40
AVERAGE FLON VELOCITY(FEET/SEC.) = 4.02
PRODUCT OF DEPTH&VELOCITY = 2.01
__'____"'__"_'-"______""__"'____'__""'_______'____-_'_'_________'___
___"_'______'__-___"__'___"' _"_'__'_____'_'_"_____"_-_"'___'________'
'
'
~~
w$
-t##t#444k*fkw~ww**kkR~~w~kwfwlfwwwrtk~wwlk~~!*!/fkkkYRRkkk**f#ffftlfW*ftww!!f
HYDRAULIC ELEMENiS - I PROGRAM PACKAGE
1 (C) Copyright 1982-2D01 Advanced Engineering Softuare (aes)
ver. 8.0 Release oate: 01/01/2001 License lD 1264
I Analysis prepared by:
RBF Consulting
' 74725 Alton Parkuay
Irvine, CA 92618
-'----'--------'---'--'-------------------°-----------'--------------
TIME/DATE OF STUDY: 70:41 07/25/2005
_""_'________"____'___"______"'_____"'___'_______"'_"__""""__"_
__'__'______"_______________'________________________"_""__'___"_____'_
' eee~rttrrr~wr~weweeewwwrwe DESCRIPTION OF STUDY ****`**+ew~i~~rtttrr++~t~*~
• 20~half uidth street uith slope = 0.02 *
'e :
• +
•+++,e~:~:e++~~rew~rrwr~~eeeee~ewewe~eeeee~e<++wewewwrrweeewe+~+t+~~~t~iet+i++
6C¢¢STREETFLOW MODEL INPUT INFORMATION
'
CONSTANT " " " " " " " " " " " " " " " " " " " " " " " " " " " "_"'
STREET GRADE(FEET/FEET) = 0.020000
CONSTANT STREET FLOW DEPTH(FEET) = 0.50
AVERAGE STREETfLON FR[CTION FACTOR(MANNING) = 0.015000
' CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.OD
DISTANCE FROM CRONN TO CROSSFALL GRADEBREAK(FEET) = 78.00
INTERIOR STREET CROSSFALL(DEC[MAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
' CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-NIDTH(FEET) = 2.00
' CONSTANT
CONSTANT SYMMETRICAL GUTTER-LIF(FEET) = 0.03125
SYMMETRICAL GUTTER-HIKE(FEET) = 0.72500
FLOY ASSUMED TO FILL STREET ON ONE SIDE.
, STREET FLOY MWEL RESULTS:
" " " " " " " " " "
STREET FLON DEPTH(FEET) = 0.50
~ HALFSTREET FLOOD LI[DTH(FEET) = 79.79
HALFSTREET FLON(CFS) = 77J8
AVERAGE FLOLI VELOCITY(FEET/SEC.) = 4.64
PRODUCT OF DEPTH&VELOCITY = 2.32
' _____"____________'_'_"_"___'__"__"___'____"'_______________'__""_-_
'
,
~
~ `
HYDRAULIL ELEMENTS - I PROGRAM PACKAGE
' (C) Copyright 1982-2001 Advanced Engineering Softuare (aes)
Ver. 8.0 Release Date: 01/01/2001 License [D 7264
, Analysis prepared by:
RBF Consulting
14725 Alton Parkuay
~ Irvine, CA 92678
------------'--'-° °-------------'
TIME/DATE OF STUDY: 70:42 01/25/2005
' ewweex+++~~+~e~+~~ewrrrre~ DESCR[PTION OF STUDY r~~xwwwwwwww:ee+~eex+~:++y
* 20~ half uidth street uith slope = 0.025 '
:
~ *
!!!tlYtlefleRle****<**fFfF+FfF'kfY'Yil~k~Yl1~kl~44~~i~!!f f ~~~4f kY**'kt*ffYtYlYtfYtYetffffkl~
¢¢¢¢STREETFLON MODEL INPUT INFORMATION
"
' " " " " "
CONSTANT " " " " " " " " " " " " "' " " " " " " " " " " " " "'
STREET GRADE(FEET/FEET) = 0.025000
CONSTANT STREET FLOY DEPTH(FEET) = 0.50
AVERAGE STREETFLOH FRICTION FACTOR(MANNING) = 0.075000
' CONSTANT SYMMETRICAL STREET HALF-NIDTH(FEET) = 20.00
DISTANCE FROM CRONN TO CROSSFALL GRADEBREAK(fEET) = 78.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
WTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
' CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETR[CAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-L[P(FEET) = 0.03725
' CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLON ASSUMED TO FILL STREET ON ONE SIDE.
, STREET FLON MODEL RESULTS:
" " " " " " "" " "
STREET fLOLI DEPTH(FEET) = 0.50
' HALFSTREET FLOOU W[DTH(FEET) = 79.79
HALFSTREET FLON(CFS) = 19.88
AVERAGE PLOW VELOC[TY(FEET/SEC.) = 5.19
PRWUCT OF DEPTH&VELOCITY = 2.60
,
1
'
~~
'
'
'
~
'
'
'
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'
'
'
'
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'
'
'
'
'
untitled.fm2
' 2/1/2005 2:11 PM
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 fUft
Water Surface Elevation 10.00 ft
Options
Current Roughness Method Improved Lotter's Method
Open Channel Weighting Method Improved Lotters Method
Closed Channel Weighting Method Horton's Method
rceswts
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
Velociry 2.61 ft/s
Velocity Head 0.11 ft
Specific Energy 10.11 ft
Froude Number 0.84
Flow Type Subcritical
Roughness Segments
StaA End Mannings
Station Station Coefficient
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
0+12 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
~p~
Project Engineer: RBf Consulting
RBF Consulting FlowMaster v6.1 [614k]
O HaesWd Methods, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA (203) 755-1666 Page 1
'
'
'
,
'
'
,
'
'
'
'
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 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 Horton's Method
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
Actua~ Depth 0.70 ft
Critical Elevation 10.04 ft
Critical Slope 0.006839 ft/ft
Velocity 3.69 ft/s
Velocity Head 021 ft
Specific Energy 1021 ft
Froude Number 1.19
Flow Type Supercritical
Roughness Segments
' Start End Mannings Coefficient
Station Station
' 0+00 0+10 0.030
p+10 0+46 0.015
0+46 0+56 0.030
' Natural Channel Points
Station (ft) Elevation (ft)
'
,
'
'
0+00 10.00
0+~ 0 9.80
0+10 9.30
0+12 9.43
0+72 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
' 2/1/2005 2:14 PM
~~
Project Engineer: RBF Consulting
RBF Consulting FlowMaster v6.1 [614k]
OO Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 7551666 Page 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 Fortnula
Solve For Discharge
' I
t D
npu
ata
Slope 0.015000 ftfft
, Water Surface Elevation 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
~ 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 ft
Critical Elevation 10.09 ft
Critical Slope 0.006552 Wft
' Velocity 4.52 ft/s
Veiociry Head 0.32 ft
Specific Energy 10.32 ft
' Froude Number 1.45
Flow Type Supercritical
' Roughness Segments
Start Station End Station Mannings Coefficient
0+00 0+~0 0.030
' 0+~0 0+46 0.015
0+46 0+56 0.030
' Natural Channel Points
Station (ft) Elevation (ft)
p+00 10.00
0+10 9.80
~ 0+~0 9.30
0+12 9.43
' 0+~ 2 9.46
0+28 9.78
O+qq 9.46
0+44 9.43
0+46 9.30
' 0+46 9.80
0+56 10.00
~
' \
~
Project Engineer: RBF Con
u
it
untitled.fm2 RBF Consultinq FlowMaster v6.1 [614kj
1 2/1/2005 2:18 PM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 7551666 Page t
, 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 Eiement Irregular Channel
Method Manning's Formula
Solve For Discharge
, Input Data
Slope 0.020000 ft/ft
' Water Surface Elevation 10.00 ft
Options
' Current Roughness Method Improved Lotters Method
Open Channel Weighting Method Improved Lotters Method
Closed Channel Weighting Method Horton's Method
' Results
Mannings Coefficient 0.018
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
Criticai Elevation 10.12 ft
Critical Slope 0.006358 fffft
' Velocity 5.22 ft/s
Velocity Head 0.42 ft
Spec~c Energy 10.42 ft
Froude Number 1.68
' Flow Type Supercritical
Roughness Segments
' Start End Mannings
Station Station Coefficient
' 0+00
0+~0 0+10
0+46 0.030
0.015
0+46 0+56 0.030
' Natural Channel Points
Station (ft) Elevation (ft)
0+00 10.00
' 0+10 9.50
0+10 9.30
0+12 9.43
0+12 9.46
' 0+28 9.78
0+44 9.46
0+44 9.43
' 0+46 9.30
O+q6 9.80
0+56 10.00
~
~v '
Project Engineer: RBF Consulting
untitled.frn2 RBF Consulting FlowMasterv6.1 [614k]
2!1/2005 2:21 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Paqe 'I
'
Max Q to R-O-W
S= 0.025; 18' Half width; 56' R-O-W
'
Project Description
' Worksheet
Flow Element Max Q to R-O-W
Irregular Channel
Method Manning's Formula
Solve For Discharge
,
Input Data
Slope 0.025000 ft/ft
' Water Surface Elevation 10.00 ft
' Current Roughness Method Improved Lotter's Method
Open Channel Weighting Method Improved Lotter's Method
Closed Channel Weighting Method HoAon's Method
' Results
Mannings Coefficient 0.018
Elevation Range 9.30 to 10.00
' Discharge 98.14 cfs
Flow Area 16.8 ft'
Wetted Perimeter 56.86 ft
' Top Width 56.00 ft
Actual Depth 0.70 ft
Critical Elevation 10.16 ft
Critical Slope 0.006211 ft/ft
' Velociry 5.84 ft/s
Velocity Head 0.53 ft
Spec~c Energy 10.53 ft
, Froude Number 1.88
Flow Type Supercritical
Roughness Segments
' Start End Mannings
Station Station Coefficient
0+00 0+~0 0.030
' 0+~0 0+46 0.01 5
0+46 0+56 0.030
, Natural Channel Points
Station (ft) Elevation (ft)
0+00 10.00
' 0+10 9.80
0+~ 0 9.30
0+12 9.43
0+12 9.46
' 0+28 9.78
0+44 9.46
0+44 9.43
' O+q6 9.30
0+46 9.80
0+56 10.00
'
untitled.fin2
' 2/1/2005 2:23 PM
/
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Project Engineer: RBF Consulting
RBF Consulting FlowMaster v6.1 [614k]
m 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= 0.005; 20' Half width; 60' R-O-W
Project Description
Worksheet Max Q to R-O-W
Flow Element Irregular Channel
Method Manning's Formula
So~ve For Discharge
Input Data
Slope 0.005000 ff/ft
Water Surface Elevation 10.00 ft
Options
~ Current Roughness Method Improved Lotters Method
Open Channel Weighting Method Improved Lotters Method
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 ff/ft
Velocity 2.60 ft/s
Velocity Head 0.11 ft
Spec~c Energy 10.11 ft
' Froude Number 0.85
Flow Type Subcritical
, Roughness Segments
Start End Mannings
Station Station Coe~cient
~ 0+00 0+10 0.030
0+~0 0+50 0.015
0+50 0+60 0.030
Natural Channel Points
' Station (ft) Elevation (ft)
0+00 10.00
0+10 9.80
' 0+10 9.30
0+12 9.43
p+12 9.46
0+30 9.82
' 0+48 9.46
0+46 9.43
0+50 9.30
, 0+50 9.80
0+60 10.00
~ Project Engineer: RBF Cons11GO'ng
untitled.frn2 RBF Consulting FlowMaster v6.1 [614k]
' 2/1l2005 2:26 PM OO Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 75&1666 Page 1
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Max Q to R-O-W
S= 0.01; 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 0.010000 fUft
Water Surface Elevation 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
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Results
Mannings Coefficient 0.018
Elevation Range 9.30 to 10.00
Discharge 64.82 cfs
Flow Area 17.6 ft'
Wetted Perimeter 60.86 ft
Top Width 60.00 ft
Actual Depth 0.70 ft
Critical Elevation 10.04 ft
Critical Slope 0.006736 fUft
Velocily 3.68 N/s
Velociry Head 021 ft
Specific Energy 10.21 ft
Froude Number 120
Flow Type Supercritical
Roughness Segments
Start End Mannings
Station Station Coefficient
0+00 O+~p 0.030
0+~0 0+50 0.015
0+50 0+60 0.030
' Natural Channel Points
Station (ft) Elevation (ft)
0+00 10.00
' 0+10 9.80
0+~ 0 9.30
0+12 9.43
0+12 9.46
' 0+30 9.82
0+48 9.46
0+4g 9.43
' 0+50 9.30
0+50 9.80
0+60 10.00
,
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\O~
Prqect Engineer: RBF Consulfing
untitled.frn2 RBF Consulting FlowMaster v6.'I [6'14k]
2/1/2005 2:29 PM OO Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755~ 666 Page t
' Max Q to R-O-W
S= 0.015; 20' Half width; 60' R-O-W
' Project Description
Worksheet Max Q to R-O-W
1 Flow Element Irregular Channel
Method Manning's Fortnula
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
Closed Channel Weighting Method Horton's Method
~ Results
Mannings Coe~cient 0.018
Elevation Renge 9.30 to 10.00
' Discharge 79.39 ds
Flow Area 17.6 ft~
Wetted Perimeter 60.86 ft
Top Width 60.00 ft
' Actual Depth 0.70 ft
Critical Elevation 10.09 ft
Critical Slope 0.006453 ft/ft
Velocity 4.50 N/s
' Velocity Head 0.32 ft
Specific Energy 10.32 ft
, Froude Number
Flow Type 1.46
Supercritical
Roughness Segments
, StaA End Mannings
Station Station Coefficient
0+00 0+~0 0.030
' 0+10 0+50 0.015
p+50 0+60 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
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
,
untitled.fin2
2/1/2005 231 PM
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Project Engineer: RBF Consulting
RBF Consulting FlowMaster v6.t [614k]
~ 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= 0.02; 20' Half width; 60' 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 ft/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
Results
Mannings Coe~cient 0.018
Elevation Range 9.30 ro 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 fUft
Velocity 5.20 ff/s
Velocity Head 0.42 ft
Spec'fiic Energy 10.42 ft
Froude Number 1.69
Flow Type Supercritical
Roughness Segments
~ Start End Mannings
Station Station Coefficient
0+00 D+10 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
p+~ 0 9.80
' 0+10 9.30
0+~z 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
LJ
Y~
Project Engineer: RBF Consulting
un0tled.frn2 RBFConsulting FlowMasterv6.1 [614k]
2/1/2005 2:33 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755~ 666 Page 1
' Max Q to R-O-W
S= 0.025; 20' Half width; 60' 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 0.025000 ft/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 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
, Actuai Depth 0.70 ft
Critical Elevation 10.16 ft
Critical Slope 0.006116 ft/ft
' Velocity 5.81 ft/s
Velocity Head 0.53 ft
Specific Energy 10.53 ft
Froude Number 1.89
1 Flow Type Supercriticai
Roughness SegmenLs
~ Start End Mannings
Station Station Coefficient
0+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
0+~2 9.43
0+12 9.46
' 0+30 9.82
O+qg 9.46
0+48 9.43
0+50 9.30
' 0+50 9.80
o+so ~o.oo
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unfitled.frn2
' 2/1/2005 2:36 PM
~~
Project Engineer: RBF Consulting
RBF Consulting FlowMaster v6.1 [614k]
O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 7551666 Page 1
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084SD-A.DAT
0
T1 NARVESIVN TRACf 3243~ S]ORM ORA IN HYDRAUL IC ANALYSIS JH: 15-101084
T2 5'NRM ORAIN LINE A(OACRBONE SY ST6M)
T3 S00-YEAR 51VRM EVEN'f
50 1D11 .~910]6. 0'1 30 1003 .'ll
R 1028 .5210~'l. 19 30 .013
R 1063 .8310'19. 45 30 .013 45. D~
R 10]5 .903080. 19 30 .033
.l% 1061 .901080. 5] ]0 18 .013 10.4 1000 .94 35. 0
R 1118 .331082. 99 30 .013
R 1153 .843093. 93 30 .013 33. 61
& 1209 .433089. 11 30 .013
R 12J] .'l13085. 05 30 .OlJ BB. 21
R 134~ .B~1o86. 06 30 .O1]
SX 1352 .491006. 08 30 1B .013 13.9 SO06 .61 3'I. 0
R 3903 .563006. ]9 3U .013
S% 1408 .301086. 36 ]4 18 .OlJ 10.3 SOB'1 .09 33. 0
R 153] .~2108]. 51 34 .013 6. 35
R 1654 .SOlO8B. 09 ]4 .013 2. 84
J% 1659 .101488. 1d 24 1B .OlJ J.3 1000 .35 35. 0
R 19'I6 .5]1089. J0 3< .013 ]. ~3
R 3062 .1]1090. 13 2< .013 3. 10
R 3066 .861090. 16 2< .013 ~. 11
R 2111 .153090. 38 2< .013 1. 0~
R 31BO .B83091. 0~ 2< .013 88. 'IB
R 2314 .~21091. 41 3G .013
R 3226 .901091. 53 34 .013
R 3231 .851091. SB 34 .013 11. 13
.T% 2235 .341092. 13 18 18 .013 3.] 3091 .02 40. 00
R 3345 .341093. 33 18 .013 30. 55
ft 23>0 .111093. 9) 18 .013
xB 18 3
SA 18
m ie a i.so
CD 24 4 3.00
m 30 4 3.50
CO 3fi 4 3.00
CD 62 < 3.50
1
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Page 1 of 1
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' 084SD-A.OUT
mDATE: 6/ 2/2005
TIMS: 16:31
F~S15P
'
GR~ SBCf
CIQ! d0 OP AVE NA1'60. SURPACE PROPILE - IXANNSL OSPINSTION LISTING
PIER HSIGHT 1 HASZ EL ER IW Y(1) Y(31 Y(3) Y(4) Y(5) Y(6) Y(9)
Y(B) PAGE
Y(9) 1
Y(10)
CO08 NO TYPB PISRS NSD'1'H DIAM£C6R NIOTH DROP
m 1B 4 1.50
C9 34 4 1.00
CD 30 6 2.50
' m 36 4 3.OU
CD 92 9 3.50 m ;
< P 0 5 1 5 P PAGE NO 3
WATBR SNLPACS PROPILS - TITLE CA1tD LISTING
, REMING LIN¢ NO 1 IS -
HARVS510N TRACf 3143 '1 51VRM ORAIN NIDRAULIC ANALYSIS JN: 15-lOlOB4
NEADING LZNB NO 2 IS -
' STOiUf DRAIN LINE A(0ACR00N6 SYSTEM)
HEADING LINB NO 3 IS -
100-YEAR STOPH EVENT m L
O P 0 5 1 5 P PACE NO 2
' 41ATHR SURPACE PROPILS - EL&1ENT CARD LISiING
ELEMENT NO e
1 IS A SYSTQI OUTLET
U/5 -ATA STATION INV6RT SBCf W S ELEV
1011.09 10'16.U) 30 1083.'!1
SLflAQiI NO 3 IS A REAC9 ~
t .
' U/5 DATA STATION INVBRT SSCE N RADIUS ANQ.B ANG pf MAN H
1028.53 10'!'1.19 30 0.013 O.OD D.OD 0.00 0
SLfl1ENT NO J I& A REACA
+
U/5 MTA SfATION
INV6RS SSCI N RAOIUS ANGLB ANC Pf MAN H
' 1063.83 10~9.95 30 0.013 0.00 <5.00 0.00 0
fiLEMBN'f NO 4 IS A R6AQ1 • e
U/5 MTA STATION INVCRT SSCE N RADIIIS ANGLE ANG PT MAN H
10'15.60 lOB0.19 30 D.013 0.00 0.00 0.00 0
BLEMBN't NO 5 IS A.TUtiLTION ~
e
e ~ ~
f •
' U/5 DASA SiASION INV6RT LAT-1 LAT-2 N Q3 Q4
SECl INVERT-3
INV6RT-4 PI{I 3 PNI 4
lOB1.60 lOB0.5'1 30 30 0 O.a13 10.4 0.0 lOB0.9Q 0.00 35.00 0.00
ELETIENT NO 6 ZS A REACH ~ •
f
U/S -ATA STATION INVERT SECI N RADIi15 ANGL6 ANG PT MAN N
1118..] lOB2.96 30 0.013 0.00 0.00 0.00 0
1 SLEMENf NO J IS A PEA6~ ` `
U/5 -ATA STATION INVERT SECE N RAOIUS ANGL6 ANG PT MAN R
1153.89 lOB3.a2 30 0.013 0.00 23.61 0.00 0
ELEMEN'f NO 8 IS A REA~
ll/5 DATA •
STATION INVERT
S6CE
N
RAOIIIS
ANQ.B
ANC PT
MAN H
, 1]D4.43 lOB4.11 3U 0.013 0.00 0.00 0.00 0
6LFMENT NO 9 IS A REACIi • •
U/5 DATA STATION INVERT SECE N RAOIIIS ANQ.6 ANC PT MAN H
1]'!3.'!1 lOB5.05 30 0.013 0.00 88.21 0.00 0
, ELSMENS NO 10 SS A AEACH •
U/S DATA STATION INVERT SECE N PAOIIIS ANQ.B ANG PT MAN H
134'1.83 1086.06 30 0.013 0.00 0.00 0.00 0
ELIDNQSf NO 31 IS A.IIINLTION • •
' ' •
e •
O/S DASA STASION INV02T S6LT
L AT-1 LA2-3 N Q3 Q6 INVSRT-3
SNVERT-< PHI 3 PHI G
1352.49 1086.OB 30 1B 0 0.013 13.9 0.0 1086.81 0.00 3].00 O.OOm o
' -0 P 0 5 1 5 P PAGE NO 3
NA'I6R SURPACE PROPILS - II.EMHNT CARO LISTZNG
8LQ1ENT NO 13 IS A RSACH • • •
I1/S OATA STATION
INVSRT SSCf N RADI1l5 ANGLE ANG P'f MAN &
, 1a03.56 1006.34 30 0.013 0.00 0.00 0.00 0
ELBMENT NO 1J IS A JUNCfION '
e e .
` • •
U/5 OATA STATIDN INVERT 56Cf LPT-1 LAT-3 N Q3 Q4 INVERT-3 INVEAT-4 PHI 3 PNI 9
la0H.38 lOB6.36 39 18 0 0.013 30.3 0.0 108].09 0.00 33.00 0.00 •
' fiL5M6NT NO 14 IS A REA61 •
e
e
U/5 OATA STATION INVERT SECf N RADIllS ANQ.E ANG PT MAN H
153'!.l] 108'/.51 39 0.013 D.00 6.35 0.00 0
ELSMHNT NO 15 35 A REA~ '
I]/S UA'IA STATION
INVEHT SECf N RAOIUS ANCLB ANG PL MAN H
, 1654.50 1088.09 24 0.013 0.00 3.84 0.00 0
ELEMEN'I NO 16 IS A.NNCTION •
. • '
' ` '
U/5 OATA STATION INV&RT S6Cf LAT-1 LAT-3 N q3 Q4 TNV&RT-3 INV&RT-4 PHI 3 PHI 9
1659.18 lOBB.13 34 1B 0 0.013 ].3 0.0 1088.35 0.00 J5.00 0.00
ELHqENi NO 1, 15 A REAa . . . v
~ U/5 DATA STATION IlNCRT SECE N RA~ZUS ANGLB ANG PT MAN H `4
19J6.5] 3089.]0 29 0.013 0.00 'J.]3 0.00 0
, Page 1 of 4
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~ 084SD-A.OUT
ELEM£NT NO 10 IS A REACH • • •
U/5 DATA STATION INVERT SECE N PA~NS ANQ.E ANG PT MAN H
2062.1'I 1090.13 24 0.013 0.00 3.1D 0.00 0
' ELHAEN'f NO •
19 IS A RBA~ •
U/5 UATA STA'fION INVBRT SBCE N RADIllS ANGLE ANG PT MAN H
2066.84 1090.16 24 0.013 0.00 0.11 0.00 1
ELCXIEN'f NO 20 IS A REACH
t •
U/S OATA STATTON
INVER2 SECf N ~IUS ANGLE ANG PT MAN N
' 2131.15 1090.38 2a 0.013 0.00 S.0] 0.00 0
ELEMSNT NO 21 IS A REACH '
U/& DATA STATION INVERT SECE N RADIUS ANGLE ANG PT MAN N
3180.BB 1091.0) 26 0.013 0.00 90.)B 0.00 0
8L@1ENT NO 2] IS A PSACH ~ • •
' U/5 UATA STATION INVERT SECl N PADIllS ANGLB ANG PT MAN H
2214.]Z 1091.41 24 0.013 0.00 0.00 0.00 Om O
o P 0 5 1 5 P PAGE NO 4
NATE& SIIRPACB PROFILE - EL6M8NT CAFD LIStING
' ELEMEN'f NO 23 IS A AEA6i
U/S DATA STATZON INVEN'[ S6CC N RNISIIS ANCLB ANG PI MAN H
2226.90 1091.53 34 0.013 U.00 0.00 0.00 0
SL6M&Sf NO 29 IS A R5Aq1 ' '
U/5 DATA STATION INVERT SECI N RADIUS ANGLB ANG PL MAN N
, 2231.85 1091.50 ]4 0.013 0.00 11.13 0.00 0
SLSMHNT NO e
25 IS A JUNCfION
~ •
' • •
U/5 DATA STATION
SNVBRY SECl L LAT3 N Q3
AT-1 Q4 INVERT-3 INVERY-6 PHI ] PNI 9
3335.3~ 1093.12 18 1B 0 0.013 3.] 0.0 1O91.B2 0.00 90.00 0.00
BLSM@iT NO J6 IS A R&AC8 •
t
' U/S MTA STATIDN INVERT SSCf N RADIUS ANGLB ANG P'I MAN H
23<5.34 1093.22 18 0.013 0.00 30.55 D.00 0
ELSM6NT NO 2) IS A REACH
U/5 WTA STATION INVERT 56CE N RAIIZllS ANGLE ANG PT MAN H
22]0.11 1092.4] 1B ~.013 0.00 0.00 0.00 0
' EL@IENT NO 28 IS A NALL SNTRANCE
U/5 DATA STA'fION INV6RT SECT PP
22'10.11 1095.4'1 10 0.200
E2EM0Tf NO 29 IS A SYSTfM H6AUWORAS '
U/S -ATA STA2ION INVBRT SECf W 5 BLSV
' 2]]U.11 1092.9~ 10 0.00
NO 6032 ERROPS INCOUNTERS~-COMPVfA2I0N IS NON 02GIIIIiING
" WAkNTNG N0. 2'• - f4ATER SURFACE ELEVATION GIVEN IS LE55 SHAN OR Epl1AL5 INVERT ELEVATION IN NOWKDS~ W.S.ELEV ~ INV f DC mLICENSEE: R.B.F. 6 i
-0 ASSOC. - SAN DI&GO POS15P PAGS 1
HARV65]VN TRACl 3243) 51V XATSR SURPACB PROFILE LISTING
RM ~M3N HYGRAULIC ANALYSIS JN: 3
5-101084
' STORM DPAIN LIN6 A ~BALl~ONB SY51'&~11
S00-YP.TA S1'ORM SVBNT
STATION INVERT D6P1H N.6. Q VEL VEL ENBRGY SIIPER CRITICAL NGf/ BASE/ EL NO AVBPR
ELEV OP P14N BLEV HBAII GAU.EL. ELSV ~SP'f8 DIA ID N0. PIER
' eS/ELR1.~~~ ~~S~u~~~~~o...«<~~~~u~~~~~u~«~~~~ ~~r~... .SPeAVE u.~~tlP~~~~«~~«u ~...... NORM*OSPTN~uu~o .r...... .Z~...... .«~«
1011.09 10'l6.0'1 '1.640 1D83.>30 54.5 31.10 1.919 1085.624 0.00 2.350 3.50 0.00 0.00 0 0.00
1'l.93 0.06426 .D1J655 0.31 1.289 0.00
, 10]8.52 10)].19 6.8]8 108<.OSB 54.5 11.10 1.919 1D85.932 a.oo 2.350 3.50 0.00 0.00 0 0.00
35.31 0.06601 ~O1')655 0.62 1.285 0.00
1063.83 30]9.45 5.463 1006.913 54.5 31.30 1.919 1086.826 O.UO ].350 2.50 0.00 0.00 0 0.00
, 11.5~ 0.06396 ~O1]655 0.20 1.386 0.00
1D]5.40 3080.19 9.916 1005.116 54.5 11.30 1.919 108'1.03D 0.~0 2.350 3.50 U.00 O.DO 0 0.00
~tltaCC STR O.D63]3 ~O1k608 0.09 0.00
~ lOB1.90 3080.5> 5.638 1006.308 66.1 0.98 1.25J 108'1.661 0.00 3.310 2.50 0.00 0.00 0 0.00
36.93 0.06<1'1 .011560 0.43 1.135 0.00
1118.33 1083.94 3.695 1006.635 44.1 8.98 1.253 SOB'1.BBB O.DO 2.230 ].50 0.00 0.00 0 0.00
' 35.51 O.O1J52 .011560 0.41 1.90D O.UO
1153.84 1083.42 3.)51 108'I.1'!1 49.1 8.98 1.25] 3080.424 U.00 2.230 2.50 ~.00 0.00 0 0.~0
50.59 0.0136i .011560 O.SB 1.89D 0.00
, 1209.93 SOB<.11 3.646 100'1.~56 44.1 8.90 1.253 1009.009 0.00 2.230 2.50 O.OD D.DO 0 0.00
69.]0 0.01]5'1 .01156D 0.00 1.893 0.00
12'13.~1 3005.05 J.)55 1O88.B05 94.1 B.9B 1.253 3090.050 0.00 2.210 2.50 0.00 0.00 0 0.00
' ]<.11 0.01363 .011560 0.06 3.890 0.00 ~~
\
134'1.83 lOB6.06 3.602 3089.663 46.1 9.98 1.]53 3090.915 0.00 2.210 2.50 0.00 0.00 0 0.00
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ov~D
aUe~Cr sxn o.ooaae .ooea9 , o.oo
1352.49 lOB6.00 4.400 1090.480 30.2 6.15 D.588 1091.068 O.DO 1.B]3 1.50 O.OU 0.00 0 0.00
' 51.0~ 0.00509 .005421 0.28 2.130 0.00 mLICENSEE : a
o R.B.P. fi ASSOC. - SAN -IEGO PO515P PAGE 2
NATBR SURPAC6 PROPIL6 LSS'fING
NARV&S'NN TPACf 334]J SRUftM DPAIN HYIIRAI SLIC ANALYSIS .1N: 1 5-1010 06
51VRM -RAIN LINE A (HALR90N6 SYSTEM)
ioo-zenrt saown evsers
' STATION INVHRT ~EPfN W.S. Q VEL V6I. BNERGY SUPER CRITICAL HGf/ HASE/ ZL NO AVBPR
ELEV OP PLOX BLEV HEM G&D.EL. ELEV OEP1'H OSA ID NO. PZER
L/ELHN SO ' SP AVE HP NOAM DSPTH
•'•"•
'
••• ZR
•
•
ef
•'
, •,1<03•56' *1086e3<• •••4•91~ef1090`)5)e••••'30e2t ••*6*15ef•f0.508• •3091e345ef f0f00 • t`1`B13+•• ••• 3.50 0.00 Of00 0 0`00
JUNCf STR O.DD<15 .OD6500 0.03 0.00
1¢08.38 lOB6.36 9.503 309a.B61 19.9 6.33 0.623 1091.484 0.00 1.6U3 E.00 O.OD 0.00 0 D.OU
' 139.34 O.OOB09 .00!]3B 1.00 1.530 0.00
153'1.1] 108'1.51 6.385 1091.095 19.9 6.33 0.623 1092.510 ~.00 3.603 3.00 0.00 0.00 0 0.00
116.]0 D.0049'l .00'1'130 0.90 2.000 0.00
, 1654.50 1080.09 4.]31 1092.831 19.9 6.33 0.623 109J.aaa 0.00 1.60J ]~OD 0.00 0.00 0 0.00
.IUNCf STR 0.00641 ~005430 0.03 0.00
1659.18 1000.12 5.120 1093.398 12.6 9.01 0.25D 1D93.598 0.00 1.3'l~ 3.00 0.00 0.00 0 0.00
, 31'l.39 0.00490 .003103 0.98 1.390 0.00
19'16.5] 1089.]D <.698 1094.3trB 12.6 4.D1 0.]50 1099.598 0.00 1.2)] 3.00 0.00 0.00 0 0.00
05.60 0.00501 -00310Z 0.]] 1.333 0.00 ~
2062.1] 1090.13 9.491 1094.621 13.6 9.01 0.250 1094.8'!1 O.DO 1.2]l 3.00 a.00 0.00 0 0.00
' 6.6'! 0.00693 .003103 0.01 1.225 0.00
2066.84 1090.16 4.490 109<.650 12.6 a.01 0.250 1099.900 0.00 3.2'1'1 3.00 O.DO 0.00 0 0.00
44.31 O.OOa96 .003302 0.14 1.340 0.00
' 2111.15 1090.38 4.413 1094.)93 12.6 4.01 0.350 1095.093 0.00 1.31] 2.00 0.00 0.00 0 0.00
69.'!3 0.00989 .003302 0.22 3.0]0 0.00
3180
80 3091
0'1 3.988 1095.058 12.6 9.01 0.250 1095.308 0.00 3.2'1'1 2.00 0.00 0.00 0 0.00
. .
' 3].89 0.01005 .00310] 0.10 1.06] 0.00
]]1G.'!2 1091.41 3.'!53 3095.163 12.6 4.01 0.250 1095.913 0.00 1.2]] 3.00 0.00 0.00 0 0.00
12.SB 0.00985 .003102 0.04 1.0'!0 0.00 mLICENSEE: O
O R.B.P. 4 ASSOC. - S AN DIEGO PDS15P P~ 6 3
' NATER SUAPACE PROPILE LI STING
HARVE5IVN TRACf 3363'! S]OPM DRAIN HYIIPAULIC ANALYS IS .lN: 15-1O14B9
S'IC1AM DRAIN LINE A(BACRBONE SY51RM)
100-YEAR 51C)AM EVENf
STA'IION INVERT GBPTH W.S. Q '1¢L VEL ENERCY SUPER CRITICAL HGf/ BA58/ ZL NO AVBPR
, ELEV OP PIQN 6LfiV ft6AD GRD.EL. ELEV -EPTB DIA S~ N0. PIER
L/ELEM
......... SO
......«..
~«..»...............:.~.... SP AV8
.............»« HP
..........
.».... NORM O&PTH
...................
.......
......« 2R
.«...
....
.....
3226.90 1091.53 3.6]1 1095.201 13.6 4.01 0.250 1095.951 0.00 1.2]'1 2.00 O.UO D.00 0 0.00
1 4.95 0.01010 .003101 0.02 1.061 0.00
3331.85 3091.SB 3.659 1095.239 13.6 4.01 0.250 3095.989 0.00 1.2]] 2.00 0.00 0.00 0 D.Op
JUNCf STR 0.154'!3 .005141 0.42 0.00
' )]35.34 1092.12 3.129 1095.399 B.9 5.0< 0.394 3095.643 0.00 1.155 1.50 0.00 0.00 0 0.00
30.00 0.01000 .00)1)9 0.0~ 3.060 0.00
33G5.39 3092.32 3.139 1095.I59 8.9 5.06 0.399 1095.'l53 0.00 1.155 1.50 0.00 0.00 D 0.00
' 39.'!) 0.03009 ~OO)1J9 0.10 1.060 0.00
wuu urrxxxce o.oo
22]0.11 1~92.4'! 3.066 1095.536 8.9 5.04 0.394 1095.930 0.00 1.155 1.50 0.00 0.00 0 O.OOm
HARV65TON SRACf J293] STOAM ~RASH }IYDRAIILIC ANALYSIS .1N: 15-301004
51VRM DRAIN LINB A(BA CI~ON6 SYSTEM)
' 100-YSAR 5'MRM BV&iT
1D11. 09 .I CH . p . E . . . . . .. A
30]4. 05 I CH N 6 ~ R ~
' 1050. :
60 ~\
1093. 36 T 61 w B R
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084SD-A.OUT
1106. 11 . 1 ~ W E ' 'TK
1129. 8'1 . I C n W & ~ R
1153. 62 . I C H N E - R
11"1"l. 3B . I CY N E . R
1201. 13
122<. B9 . I C H W E . R
1348. 6~
12)3. 40
1296. 15 . 2 Cf[ M E . R
1319. 91
1343. 66 .
136'1. 43 . I CFt Fl E . .T%
1391. 10 . i C N w E . R
1i14. 93 . I C 8 N fi . J%
1630. 68 . I C N N E . R
1662. 49
1486. 19
1509. 95
3533. ]0 .. '
155]. 96 . I C N M E . A
1581. 21 .
160a. 9~
1628. 92
165]. 40
16]6. 23 . I C H N 6 . d%
1699 .99 . I C H H 8 . R
Iv13. )< .
1]9'1. 50 . ~
1'I'11. 25 . ~
3>95 .01
1818 .~6
1843 .51
1866 .2]
3090 .03 ~
1933 .98 . , ~
193] .55 ~
1961 .29
1985 .05 . I C H MS . R
200B .BD ~
]032 .56
2056 .31 ~
2080 .0] . I C H WE . R
Z103 .02 . I C H NC . R
212'1 .58 . I C H 193 . R
2151 .3J ~
2ll5 .09 .
3198 .84 . I C H NE . R
2222 .60 . I C 8 W& . R
1346 .35 . I C H NS . R
22]0 .11 . I C H NE . d%
10~6.0'1 10)8.06 3080.09 lOB1.03 1084.01 3006.00 108"1.99 1089.9'1 1091.96 1093.94 1095.9]
N O T 6 5
1. CLOSSARY
I . SNVSRS SLEVATION
C ~ CRITICA1 OEPTH
N • NATER SUAFACB ELEVATION
H = H6IGHT OP CHANNQ.
6 . SNBRGY GPAO& LIN6
x . cuaves caossxerc ov~e
B• BAIDGS 01TMNCE OR E%IT
Y. NALL SNTAANCH OR E%IT
2. STAlIONS FOR POINTS AT A JUMP MAY NOT 0E PLOTTED EXACTLYSI
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T1 HARVE5IVN TRACf 32<3'1 520RM DItAIN HYORAULIC ANALYSIS .R1~ 15-101084
T] 5'IYlAA1 OItAIN LINE A LAT6RAL A-1 'ICJ CB N33
T3 S00-Y6AR STORM EVENT
SO 10~1. 1082.93 10 3086.21
R 1015.29300).55 30 .019
WE 10 2
$A 18
CO iB 9 1.50
CV 24 9 2.00
CO 30 4 2.50
m 36 4 J.00
CD 42 4 J.50
\` ~
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~DATE: 5/31/2005
TSME: ll: 2
POSSSP
WATBR SURFAC6 PROPILB - 61ANNE1 OEF SNITIOH LISTSNG PAGE 1
, CAAD SECL C@1 NO OP AVE PIBR BEIGHT 1 BASE ZL ZA INV Y(3) Y(37 Y13) Y(9) Y(5) Y (6) Y( ]) Y18) Y(97 Y1 107
CODE NO TYP6 PIERS WIVIH DIAMETER WIDTH ~AOP
C9 10 4 1.50
CD 24 4 3.00
m 30 9 2.50
' C9 36 4 3.00
CD 42 4 3.50 m o
O P 0 5 1 5 P ~ PAGE NO 3
WATER SU0.PACE PROPILE - TITLS CAR~ LISTING
, HEAOING LINB NO 1 IS -
FARVESTON IRACL 3243] S]VRM DAAIN HY~RAULIC ANALYSIS .R1: 15-10100<
HEADING LINB ND 2 IS -
' STORM DRAIN LIN5 A LATEAAL A-1 TO CB #13
HEADING LINE NO 3 IS -
100-YFAR STORM EVENT ~0 <
a P 0 5 1 5 P ~ PAGE NO 2
' NATER SURPACE PROPILE
- ELEMENT CARD LIS2ING
ELEMSNT NO 1 IS A .
SYSTHA OUTL&T
U/5 -ATA STAiION INVSR'I SBCf W 5 EL&V
100G.00 3082.93 18 3006.]1
ELEMSNT NO 2 IS A REAOI e e •
, U/S ~ATA STATION INVERT SECE N RA~IUS ANGLfi ANC PT MAN H
1015.29 108~.55 18 0.419 0.00 0.~0 O.~D D
ELSMSNT NO 3 IS A WALL 6NTRANCE ~ •
U/S DATA STATION INVERT SECL PP
ip15.29 lOB~.55 1B 0.200
'
ELEMENT NO i IS A •
SYST@M HfiADWORRS .
Il/S DATA SlATION INVERT SECT N S HLEV
1015.29 lOB'1.55 1B 0.00
NO EUIT ERRORS ENCOUNTERID-NMPUTATION IS NOW HEGINNING
*~ WARNING N0. 2« - WATEA SOAFACH CLEVATION GIVEN 25 LE55 THAN OR EQUALS INVERT ELEVATION SN HDWIC~S~ W.S.EL EV - INV t DC mLICHNSHE: R.B.F. b 4
' oAS50C. - SAN DIEC~J POS35P PAGB 1
WATBR SURPACB PROPILE LI STING
NARVE5ION SRACI 3293'I STOPM DRAIN AYDAAULIC ANALYS IS .TN: 15-lOlOB4
~ 51URM DRA3N LINB A LATERAL A -1 'iC) ~ k13
. 100-YSAR S'1VAM EVBNT
. STATION INVERT DBPTH N.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ HASE/ ZL NO AVBPR
' Q.BV OP FLOW ELeV NEAD GRO.II.. ELEV DEPTH UTA IO N0. PIEA
L/BLEM SO
•:~»u~u»o~u.~u
~«ru«~~«rw....r»>r.. e~.~:~~r. ~e SP AVE llP
~. r....~~. e. u. ~r
u~. u.~ NOitM DEPTN
u u. ~~~» r u u r u r
uu u~~
»~u~.~ 2R
u~. uurr
....
1004.00 1082.93 3.280 lOB6.210 10.• 5.09 0.538 1O06.J9B O.OU 1.240 1.50 0.00 0.00 0 0.00
' 0.]3 0.60921 .011368 0.01 0.<10 0.00
1006.J3 1083.23 3.995 lOB6.324 10.6 5.09 0.538 1006.'162 0.00 1.240 1.50 0.00 0.00 0 0.00
xznxrmc,xc ,nme o.oo
, 1004.]3 1083.23 0.551 lOB3.'I80 10.6 1J.69 4.858 1000.638 0.00 1.244 1.50 0.00 0.00 0 0.00
O.B6 0.40921 .13330D 0.11 0.410 0.00
1005.59 1083.58 0.560 lOB4.191 10.4 1).2B 4.634 lOBB.]]5 0.00 1.240 1.50 0.00 0.00 0 0.00
~ 3.39 0.40921 .1210<0 0.1] ~.410 0.00
1006.90 1084.15 0.580 lOB6.]31 10.6 16.49 4.218 lOBB.999 0.00 1.240 1.50 0.00 O.DD 0 0.00
1.20 U.40921 .1061~8 0.13 0.410 0.0~
' 1000.1B lOB<.64 0.6a1 1085.291 10.4 15.'1l 3.832 lOB9.0'13 0.00 1.2f0 1.50 0.00 0.00 0 0.00
1.03 0.40931 .093199 0.10 0.410 0.00
1DD9.31 lOB5.06 O.fi33 1085.685 30.4 14.99 3.98'! 3089.1'1] O.DD 1.240 1.50 0.00 0.00 0 0.00
' 0.90 0.90921 .081892 0.0] 0.410 0.00
3010.11 3095.43 0.6<6 1066.0]5 30.4 14.29 3.169 lOB9.]44 0.00 1.340 1.50 0.00 0.00 0 0.00
O.~B 0.90921 .~'l190] 0.06 0.<30 0.00
, lOl0.B9 1085.]5 0.6'10 3086.419 30.4 13.61 3.8]] 1089.396 0.00 1.390 1.50 0.00 0.00 0 0.00
0.69 0.40921 .~6J1]3 0.0< 0.910 0.00
1011.59 lOB6.03 0.69< 1086.'!24 10.4 13.90 3.618 3089.3<2 0.~0 1.3<0 1.50 0.00 0.00 0 0.00
0.59 0.40921 .055550 0.03 0.410 0.00 ~(~
`
~ 1012.1] lOB6.2'1 0.'131 1006.995 10.< 12.30 2.380 3089.3Y5 O.DO 1.240 1.50 0.00 U.OU D 0.00
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0.53 0.40921 .048903 0.03 0.910 0.00 mI,ICCNSEE : 4
o R.H.P. 6 ASSOC. - SAN DIEGO POS15P p~~ ~
NATBR SURPACB PROPILE LISTING
HARV&S'IYIN TRACf 3243] STORM ~AAIN HYORAULIC ANALY5I5 N: 15-101089
' STORM OPAIN LINE A LA]EAAL A-1 ]O ~ k13
S00-YEAR STORM EVENT
STATION It^ffiRT DEPTH W.S. Q ~ ~ ENERGY SIIDER CRITIGL HGT/ BASE/ ZL NO AVBPR
ELEV OP PLON EL6V HEAD GRD.EL. ELEV D6PTH OIA IO N0. PIER
' tL/ELEM.r.u.s~~~~~ »rr«e.e..~+~.~~r~~~~:::.e.. ...~~~~~~:SP AVB.«.~~p.:~~u:«..: ...r~~~~NOitM DEP1H: ~~~~« r~»~.~o .Z~.« u~~ «...
101].'!0 1006.<9 0.'/48 308].23] 10.4 11.80 2.164 1089.401 0.00 1.290 1.5~ 0.00 ~.00 0 0.00
0.46 0.90921 ~043063 0.02 0.430 0.00
' 301J.16 SOBfi.60 0.]]] lOB'1.45< 30.4 13.36 1.96'1 3009.421 0.00 1.240 1.50 0.00 0.00 0 0.00
0.40 0.40921 .03]95'1 0.03 0.410 0.00
1013.56 1006.8< U.B~] 308'1.698 10.4 1D.Y3 1.~89 1089.43) 0.00 1.240 1.5a 0.~0 0.0a 0 0.00
' 0.35 0.90921 .D3346B ~.01 0.910 U.00
1013.91 lOB6.90 O.B30 108>.823 10.4 10.23 1.6]4 10B9.a96 0.00 1.36U 1.50 0.00 0.00 0 0.00
0.30 0.60931 ~029551 0.01 D.430 0.00
' 1016.21 1DB~.11 0.8)2 106'1.9'IB 10.4 9.~6 1.4~8 3089.456 O.OD 1.290 1.50 0.00 0.00 0 0.00
0.16 0.40921 .036131 0.01 0.410 0.00
1019.6] 108'l.21 0.90'1 lO0B.12~ 10.4 9.30 1.349 1009.464 0.00 1.34D 1.50 0.00 0.00 0 0.00
, 0.21 0.40921 .02313] 0.0~ D.430 0.00
1014.68 308].30 0.945 1080.24] 10.< B.B'! 1.321 3089.468 0.00 1.290 1.50 0.00 0.00 0 0.00
0.19 0.40921 ~020516 U.00 0.930 0.00
3014.0'1 lOB'J.30 0.90< 3088.361 10.• 0.46 1.110 1009.6]3 0.00 1.340 1.50 0.00 0.00 0 Q.00
' 0.35 O.a0931 .03012] 0.00 0.910 0.00
1015.03 100].44 1.02) 1000.465 10.4 9.06 1.009 1089.9'!4 0.00 1.240 3.50 0.00 0.00 0 0.00
0.11 0.40931 ~01624< 0.00 0.41D 0.00
' 1015.13 lOB'1.<9 1.~>3 1088.559 10.4 ~.69 U.91'1 1089.a]6 0.00 1.290 1.50 D.00 0.00 ~ 0.00
0.09 0.90921 ~014523 0.00 0.410 0.00
13 lOBl
52
3015 123 lOBB.693 30.4
1 '1.33 0.034 1009.4]] a.00 1.240 1.50 0.0a 0.00 0 0.00
.
. .
, 0.05 0.40921 .01303] 0.00 0.430 O.OD mLICENSEE: <
< R.H.P. F ASSD0. - SAN OIEGO POS15P PAGS 3
WATER 511RFACB PAOFIL6 LISTING
HARVE5IVN TRACf 3]43'! S]OPM DRAIN HY~AAIILIC ANALYSIS .lN: 1 5-303089
S]CIRM OPASN LINE A LATEAAL A-1 IG ~ k13
S0~-Y6AR S1URM EVE[:L
' STATION INVERT OePTH N.S. Q VEL V&L ENERGY SUPER CRIIICRL HCI/ HASE/ ZL ND AVBPR
HLEV OP [+WW eLeV HEAU GRD.EL. E15'1 DSPTH DIA ID N0. PI6R
L/ELEM 50 SP AVE HP NORM OEPTT{ 2R
, "1015•29e}lOBZ54' •`•1•1]9••lOB8•R0 •Yfef10 A ••t'6•99fe•~0`]59e•1089.419 ••o.oo`• ••i•aao • ` "•• •~i•so• •••o•oo •o.ooe ••a• ••o•ao
0.0] 0.40921 .011]'!3 0.00 D.410 0.00
1a15.29 308].55 1.390 1088.'190 10.4 6.66 0.688 1089.4~8 0.00 1.240 1.50 0.00 0.00 ~ O.OD
' wua, exs.wwce o.oo
1015.29 108'l.55 1.]<1 1088.J91 30.< 6.65 Q.6B~ 1089.4'IB 0.00 1.290 1.50 0.00 0.00 0 0.00
H]DItA1SLIC .lI]IMP 0.00
~ 1015.29 lOB'i.55 1.2C0 SOBB.]90 10.4 6.66 D.6BB lOB9.4~8 0.00 1.240 1.50 0.00 0.00 0 O.OOm
HARV%51ON THACI 3243'I STORM DRAIN HYDRAULIC ANALYSIS SN: 15-101084
51'01tM DRAIN LINE A LA'CERAL A-1 1V CB k13
ioo-rexx sroan eveNr
' iooa.oo .x c x w E . x
iaoa.za
1004.44
3009.66
1004.89 . I C H M 8 ~ Q
1005.11 I W C N E R
' 1005.33
3005.55
1005.J'! . I N C H g - R
1005.99
1006.21
3006.44 .
~
\~$
' 1006.66
1006.08
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. 300'I.10 . I W C A E . R
ioo~.az
ioozsa
100].]6
100'1.98 _ .
' 1008.21 I W C H E R
1008.93
1000.65 ,
1008.8i
1009.09
1009.31 . I W C H E _ R
' 1009.53
1009.Ib
1009.98
1010.20 . I W C H E . R
1010.45
1030.6< ~
lOl0.B6 .
, 1O11.pB I W C N E R
1013.31
1011.53
1011.'15 . I N C H ¢ . A
1011.9~ ~ .
1012.19 I N C N B R
' ioi~.ai
1013.63
3012.95 . I N C H E. R
3013.00
3013.30 . I W C H E. &
3013.53
' 1013.]9 I W C H B. R
1013.96 I N C H E. R
1016.10
101<.<0 . I N C R 8. R
3014.63 . I W C H 8. R
1014.05 .
3015.0) I
I N C
W C N B.
N S. R
R
' 3015.29 I N C H 8. R
~ SOB2.93 1003.58 3004.b9 1004.89 1085.55 1086 .20 1O06.B6 lO01.51 108819 lUB9.93 3089 .4B
' N O T E 5
1. GI/~SSMY
I ~ INVBRT BLEVATION
C = CRITICAL ~EP1N
W • NATSR SURFACE ELEVATION
N ~ NEIGHT OP CfiANNEL
' 8 . ENBRGY GRADE LINE
X = CURV35 CROSSSNG OVER
H - OAIDG6 INLPTNCB OA &CIT
Y- WALL SNTPA[iCE OR IXIT
2. STATIONS FOR POINTS AT A JUMP HAY N0Y BE PLOTTE~ E%ACtLYCv
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084SD-A2.DAT
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T3 HARVESIVN 1'RACC 3243J STORM DRAIN FIYDRAIILIC ANALYSIS .1N: 15-101089
T2 51VRM ORAIN LINB A LATERAL A-2 1V CB #13
23 100-YSAH 51VRM SV6NT START W58 LIN6 A i STA 33+53.49
SO 100].451009.3] 18 3090.48
R 1041.413081.51 1B .014
NS 10 .2
SH 10
m 18 4 1.50
CP ]i 4 2.00
CO 30 6 2.50
CD 36 6 3.00
m 43 9 ].50
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mDATE: 6/ 2/2005
SIME: 11:18
POS15P
NATER SURPACS PROFILE - pLWNE1 DEPINITION LISTING PAGE 1
~ CAR~ 9ECl ClQI NO OP AVE PIER HSIGHT 1 BA58 ZL Z& INV Y11) Y13) Y(3) Y14) Y(5) Y 16) Y(]) Y(8) Y(97 Y1307
C0~8 NO TYPE PIERS NID1'H DIAMETER WIOTH DROP
cv ie a i.so
m zn a ~.oo
m 30 4 3.50
~ C9 36 4 3.~0
CD 92 9 3.50 m O
L P 0 5 1 5 P PAGE NO 3
NATEe SURPACE PROPILE - TI'fLE CARD LISfING
~ NSADINC LINE NO 1 I& -
NARV851VN TRACf 3243] 51VRM ~RAIN HYpRAULZC ANALYSIS N: 15-lOlOB4
H6ADING LINE NO 2 I$ -
S1Y)RM DRAIN LSNS A LATSRAL A-2 1'Q CB M12 .
' XFA-ING LINE NO 3 IS -
100-YEAR STOPM EVENT STAR2 WSE LIlIC A p STA 13a52.49 ~ -0
O F 0 5 1 5 P PAGZ NO 3
~ WATFA Sll&PACE 4ROPILE
- Q.QA6NT CARD LISTING
•
BLEMENT NO 1 IS A SYST6M OUTLET
U/5 DAiA 51'ARON INVERT 56Cf W 5 Q.EV
3003.45 lOB'l.33 3B 1090.40
EI.EM6NT NO 3 IS A RBACB ~
t
' U/5 DATA STATION INVCNT
SECE N RADIUS ANGLE ANG PT MAN H
1091.41 109'l.53 10 O.OSa 0.00 0.00 U.00 0
ELp4&N'f NO 3 IS A WALL ENTRANCS •
U/S DATA SfATION ZNVERT 58Cf PP
1041.91 lOBl.53 18 0.]00
' •
ELWrtSNT NO < SS A SYST6M NEADNORRS
ll/5 OATA STATION INVBRT 56CE N 5 0.8V
1041.91 lO81.53 18 O.OD
NO EOIT ERROItS 8NCI~IIMfERED-COMPVfATION IS NOX BSGINNING
^ WARNING N0. 2•' - WATER 5[IRFACE ELEVATION GIVEN IS LE55 THAN OR EQUALS INVEAT ELEVATION IN HD411(D5~ W.S.ELEV - INV * oC mI.ICENSEE: R.B.F. 6 <
' oA550C. - SAN DI6G0 POS15P PAGB 1
WATER SURPACE PAOPILS LISTING
HARVES'roN TRACT 3243] S]'ORIi DRAIN HYDRAULIC ANALY5I5 .lN: 15-303086
STORM DRAIN LINE A LATERAL A-2 ]V ~%12
300-YCAR STORM EVENT START W58 LINB A i STA 13~52.69
STATION INVSRT DEPT11 N 5. Q VBL VBL ENERGY SUPER CRITIClS HGL/ BAS&/ 2L NO AVBPR
1 ELEV OP PIl~N ELEV NEAU GAD.6L. II.EV OEPTH DIA IO NO. PIER
L/ELSM SO SP AV6 HP NORM DEPfH
.....~u~~u.~~~ u~~~~~~~uu~~»a r~r~u«u.uu............e. r.~~~u u ~~r~u ~~~u~uuu~«.......r. ZA
r.rr.«ue..eee.~e~.~~~~~»
1003.<5 lOB"1.33 3.150 1090.400 13.9 '1.0'1 0.963 1091.~41 0.00 1.3]9 1.50 0.00 0.00 0 O.OD
' 3).96 0.00500 .030300 0.'1'I 1.500 0.00
~ NALL ENTRANCB 0.00
3091.91 10B~.5] 3.]31 1~91.251 13.9 '!.8'! 0.961 1092.212 0.00 1.3"19 1.50 0.00 0.00 0 O.OOm
~ .
~ WARNING N0. 22 `- NO PLOT GENEPATED~ BAD DATA OP NOT ENOIIGH POINTS. 3 OF LC55 m
~
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Page 1 of 1
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, 084SD-A3.DAT
0
T1 AARV651CIN TRACf 3243) 51URM ~RAIN HYDRAllLIC ANALYSIS SN: 35-lOlOB9
T2 STOAM -AAIN LINS A LATERAL A3 ]V ~ k~'1 START N5B L SNE A m STA 22a35.34
T3 100-YEAR STORM EVBNT
SO 1002.9]1092.54 16 3095.25
' R 3019.181096.03 18 .016
NE 10 2
SH 18
cn ie a i.so
m za a a.oo
cu 3o a z.so
' CO 36 k 3.00
m 92 4 3_50
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mDATE: 6/ 2/2005
TIME: 11:2'1
POSiSP
' iIATER SURPACE PROPILE - CAAMIEL DSPINITION LISTING
CARD 58Cf QfII: NO OP AVE PIER HEIGHT 1 BA56 2L ZR INV Y(1) Y(3~ Y(3) Y(U V(5) Y~6) Y(])
Y(B) PAGB 1
Y191 Y Q01
CtlDE NO TYPE PIEAS WIDTH DIAM6TER WIDTH ~ OROP
m 18 4 1.50
CD 24 4 3.00
CO 30 4 2.50
, CO 36 4 3.00
CD 92 9 3.5~ m <
o P 0 5 1 5 P PAGE NO 3
NATER SURPACE PROPZLE - TITLE GRO LISTING
, ' REApING LINE NO 1 IS -
HARVES]C1N TRACf 3243 ] STOPM ORAIN HY~PAULIC ANALYSIS JN: 15-101084
HEADINC LINE NO 2 IS -
~ 5'IC1RM DRAIN LIN6 A LAYBAAL AJ TO C0 pOJ START WSE LINB A O STA 22~35.
wsnnING LINS NO 3 IS -
100-YEAR STOAH EVENT W 9
L P 0 5 1 5 P PAGE NO 2
' WATER SVRPAC6 PROFILB - BLEMENT CARD LISTING
ELEM8N1' NO 1 IS A •
SYSTEM O11T1.8'!
~/S MTA STATION INVERT SECL N 5 vi.rv
1002.9J 1091.54 1B 1~95.25
ELffi~ffiiT NO 2 IS A REACH •
'
~ U/S DATA STATION INVEkT SECT N RADIISS ANQ.E ANG PT MAN H
1039.18 1096.03 10 0.016 0.00 0.00 0.04 0
BLE!ffiNT NO 3 IS A WALL SNTRISiC6 •
U/S DATA STATION INVERT SECf PP
, 3o19.1B 1096.03 10 0.200
ELEMENI' NO 6 IS A
SYSTQI HEAONORAS '
U/5 DATA STATION INVERT SECT N 5 ELEV
3019.1B 3096.03 10 0.00
NO EDIS EPAOR& QICOUNTERED-CPNPUTATION IS NON BEGI NNING
^ WARNING N0. 2•• - NATER SURFACE ELEVATION GIVEN IS LE55 THAN OR EQUA15 INVERT ELEVATION IN NDWKDS~ W.S.ELW - INV ~ ~C mLICENSEE: R.B.F. 6 O
' oASSOC. - SAN DI8G0 POS15P PAGS 1
WATER SURFACS PROFILS LI 6TING
HARV651VN TRACP 3293J 5]URM DRAIN HYOAAIILIC ANALY5 15 JN: 15-lOlOB9
51VAY ORAIN LINE A LAT6RAL A3 1C1 C8 NO] S1'ARS NSE LINE A i STA 22a35.
100-YEAR 5'NAM EVSlTT
STATTON INVERT OEPhI W.S. Q VEL VEL ENBRGY SUPER CRITICAL HG2/ BA SE/ ZL NO AVBPR
' ELSV OP FLOW ELSV HBAD GRD.EL. SLEV OEPTH DIA ID N0. PIEA
L/ELQA SO
rr ~ue.~..~.. r ~~~~~
~~~~~r r r~~.r«««e~e..«ee
«e~~:~ SP AVS HP
«~~~~ ~~~~~~~ ~~ ~:« NOAH DBPTH
~~~«r ~u u.ruu«eer ~«e...
e... «r«
~. ~e~. ZA
e~e~ai~~~
.i:.•
, 1002.9'1 1092.5~ ].'110 1095.250 3.~ 2.09 0.068 1~95.318 0.00 0.'135 3.50 O.Oa 0.00 D 0.00
5.66 0.21530 .001923 O.U1 0.290 0.00
1008.63 1093.)6 1.500 1095.258 3.'! 2.09 O.D68 SD95.336 0.00 0.]35 1.50 0.00 0.00 0 0.00
0.38 0.2153U .OD13dB 0.00 0.290 0.00
1 1009.01 1093.Bi 1.430 1095.269 3.'/ 2.13 0.0~0 1095.339 0.00 0.>35 1.50 0.00 0.00 0 0.00
NYDAAULIC JITAP 0-00
1009.01 1093.84 0.340 1099.1~9 3.~ 13.29 2.346 1096.525 0.00 0.t35 1.50 0.00 0.00 0 0.00
' 0.99 0.21530 ~105961 0.10 0.290 0.00
1010.00 1099.05 0.352 1094.<O6 3.] 11.'!1 ].139 1096.535 0.~0 0.)35 3.50 0.0~ 0.00 0 0.00
1.68 0.21530 .0924U1 D.14 0.290 0.00
' 1011.48 1094.3i 0.364 1094.t]6 3.'1 11.18 1.94D 1096.6~6 0.00 0.>35 1.50 0.00 0.00 0 0.00
1.23 0.21530 .080)59 4.30 a.390 0.00
1012.~0 1094.63 0.3'16 1095.01~ 3.'1 30.63 1.'!55 3096.'165 0.00 0.'135 3.50 0.00 0.00 0 a.UO
' 1.01 0.21530 _~'10598 ~.0'1 0-390 0.00
3013.i1 1094.05 0.389 1095.242 3.'1 30.1< 1.596 3096.838 0.00 0.]35 3.50 0.00 O.OD D 0.00
O.B6 0.215J0 .061'!8'1 ~.OS 0.290 0.00
, 3019.5] 1095.04 0.403 1095.490 3.J 9.69 1.<5] 1096.89'1 U.00 0.~35 1.50 0.00 0.00 0 0.00
0.'14 0.31530 .059095 0.0< 0.290 0.00
3015.31 3095.30 0.<16 1095.613 3.~ 9.23 1.323 3096.9]4 0.00 ~.~35 3.50 0.00 U.00 0 0.00
0.63 0.21530 .04]2]0 0.03 0.390 0.00 \~3
~ 1015.93 3095.33 0.431 1095.J63 3.~ 0.'19 1.199 1096.961 D.00 U.'135 1.50 0.00 0.00 0 0.00
' Page 1 of 3
~
' 084SD-A3.OUT
0.55 0.21530 .043392 0.02 0.290 0.00 mLICENSEE: o
4 R.B.P. S ASSCC. - SAN OIECA P~515P PAG6 2
HATER SIIRFACE PROFILE LISTING
NAR VFSTpN TRACf 3343'1 S]tlAM DAAIN HYOAAI ILIC ANALYS IS .1N: 15-303004
, STOPN URASN LINE A LAtEAAL A3 2Yl ~ #09 SiARi WS6 LIN6 A O STA 2]~]5.
100 -YEAR STORM EVENT
STATION INVERT DBPtH W.S. Q VEL VEL ENERGY Sl1PER CRITICAL HGL/ HASE/ ZL NO AVBPA
ELEV OP FLOW ELEV HEAD GRD.EL. ELBV D6PTH ~IA ID N0. PIER
' *b/EL4Aef}*
• ur r~s~.u
r• u~~~:.... «...~~.:~~~.~«~~. ~~«..r.u::P~~~. ~.. .~~..~~r r.uu. ...r~u«NORM -EPTH
•~~~ ~~~a. U:~~~i rr~.uur ~~~~
:: «r~~ ~~r~~
1016.48 1095.95 ~.446 1~95.B94 3.~ 8.39 1.093 1D96.98'! 0.00 0.'!35 1.50 0.00 ~.00 0 0.00
0.46 0.21530 .036246 0.02 0.290 0.0~
, 3016.9< 1U95.55 0.462 1096.010 3.'1 '1.99 0.992 109'1.003 0.00 0.'135 1.50 0.00 0.00 0 0.00
U.41 0.]1530 .031]44 0.01 0.290 0.00
1~1'l.35 1095_63 0.4'18 3096.113 3.'1 ].63 0.904 109'1.01'! 0.00 0.'135 1_50 0.00 0.00 0 0.00
, 0.34 0.]1530 .O3]000 0.01 0.290 0.00
101'l.69 1095.]1 0.495 3096.i05 3.'1 l.2] O.B21 1091.016 0.00 0.'135 1.50 0.00 0.00 0 0.00
0.30 0.21530 .024348 0.01 0.290 0.00
' 101'1.99 1095.'1B 0.513 1096.28~ 3.'1 6.93 o.]a5 109'1.032 0.00 o.Y35 1.50 0.00 0.00 0 0.00
0.36 0.21530 .021329 0.01 0.290 0.00
1018.25 1095.03 0.530 1096.360 3.J 6.61 0.6)B 109J.03B 0.00 0.'I35 1.50 0.00 0.00 0 0.00
' 0.22 0.21530 .010690 0.00 0.290 0.00
1U18.4'1 3095.88 0.549 1096.436 3.l 6.30 0.61'1 309'1.043 0.00 0.]35 1.50 0.00 0.00 0 0.00
O.1B 0.21530 .016392 0.00 0.290 0.0~
1018.65 3095.93 D.569 1096.405 J.'1 6.U1 0.560 309'1.095 0.00 0.'135 1.50 0.00 0.00 0 0.00
, 0.15 0.21530 .01a305 O.oa a.290 O.OU
1018.80 3095.95 D.590 1096.530 3.) 5.~3 0.509 109'l.09) 0.00 0.)35 1.50 0.00 0.00 0 ~.DO
0.12 0.21530 .032629 0.00 0.290 0.00
' 3018.91 3095.9] 0.611 1096.586 3.'1 5.9"/ O.n64 109~.050 O.DO 0.]35 1.50 0.00 0.00 0 0.00
0.10 0.21530 .031063 0.00 0.390 0.00
1019.02 3095.99 U.fi39 1096.629 3."I 5.21 0.423 1091.051 0.00 U.]35 1.50 0.00 0.00 0 0.00
' 0.00 0.21530 .009"l36 0.00 0.290 0.00 OpL2CEN5CC: O
4 R.H.P. fi ASSOC. - SAN DIGGO POS15P PAGe 3
WATER SIIRPACS PROFILB LISIING
HARVES'KN TPACf 33a3~ SI'ORM DRAIN AYURAULIC ANALYS IS .1N: 15-103004
STOItM oPAIN LINB A LAT6RAL A3 '1V C0 pOJ START XSE LINE A m STA 22~35.
100 -YSAR S]GPM SV&lI
' S'fATION INVERT DHPTH N.S. p VEL VEL SNERGY SllPER CRITICAL HGf/ BASE/ ZL NO AVBPR
SLCV OP Pf/JG 6LSV NBAp GRD.SL. ELBV DSPTH DIA I~ NO. PI6A
L/ELEM SO SF AV8 HF NOAM OEPTH ZR
' '•1019•09e} 1096e01 •••O•65l* '1096`660""'••3•'1 ""4'9'1"•`0`3B3' `1091•051' •'0~00 "•'~`]35•" "`•`•" `•1.50• `•`0*00`• 0`00 `**0* ••0.00
0.05 U.31530 .009551 0.00 0.290 0.00
' 1019.14
0.03 1096.02
0.215]0 O.6B1 1096.]03 3.'1 4.'14 0.349
.00'I510 109].052
0.00 0.~0 0.'135
0.290 1.50 0.00 0.00
0.00 0 0.00
1G19.1~ 3096.03 0.'!0) 3096.)35 3.J 9.53 0.316 109].051 0.00 0.~35 1.50 0.00 0.00 0 0.00
0.01 0.23530 .0066U3 0.00 0.390 0.00
, 1019.10 3096.03 0.]35 1096.]65 3.'1 <.30 0.28'1 109>.052 0.00 0.'135 1.50 0.00 0.00 0 O.DO
wwt wrw.xce o.oo
1019.18 1096.03 0.)36 1096.)66 3.'1 4.29 0.285 109].051 0.00 0.~35 1.50 0.00 O.DO 0 O.D~
' I[]vRAllLIC .IUMP 0.00
1019.10 1096.03 0.]35 1096.]65 3J 9.30 0.280 109'I.052 0.00 OJ35 1.5~ 0.00 0.00 0 O.ODm
HARV85'ION TPACT 3S<3'1 STOItM ORAIN HTIIRAULIC ANALYSIS JN: 15-10108<
STORM DAAIN LINE A LATERAL AJ 'Itl CB #0'1 START WSE L TNE A 0 STA 22a35.
~ io o-zenx srown evexx. . . . . . . .
3002.9'1 .I C H iB . R
1003.26 .
3003.56
100J.85
.
~ m
~Jy~,
~ 100a.15 ~(/ ~
3004.44
Page 2 of 3
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, 084SD-A3.OUT
~ iooa.va . .
ioos.oa
1005.33
1005.63 ~ .
1005.93
' 1006.31
1006.51
ioo6.BO .
100).10
100>.]9
100].69 . .
' 100J.9B
1008.38
1008.51
1008.86 . I C %E . R
1009.16 . I C w X . A
1009.45 ~ I w C H 6 . A
1009.IS
' 1030.09 I N C ll E Il
1010.34
1010.63
1010.93
1011.23
1011.52 . I N C H B . R
' iou.ei
ioia.u
3012.40
3011.]0
lOll.99 . I N C N E . &
1013.29 . .
' 1013.56
1013.8> I W C H E A
3019.1)
3019.66
3019.06 . I W C H 6 . A
SO15.05 .
3015.35
I N C
A .
E
A
' 1015.64
1015.94 I W C N 6 A
1016.23
1016.53 . I N C NE . R
1016.82 .
101'1.12 ~ I X C EFI . A
, 101>.41 I M C E N A
101].'1l I W C S H A
lO1B.00 . I N C E N . R
1018.30 . I W C ¢ H . A
1010.59 . I W C E H . A
3010.09 . I W C E H . R
, 3039.30 I N C E N A
1092.54 1093.04 1093.54 1099.09 1094.54 1095.04 1095.53 3096. 03 1096.53 109].03 1091. 53
N02ES
' 1. GWSSA&Y
I ~ INVSRT ELEVATION
. C - CRITICAL D6PTH
N . WpTBA SURPACE BLSVATION
~ N • ICc'IGHT OP CFIANNSL
& = ENEAGY GRADE LINB
' % . CI]RVES CROSSING OVER
B~ BRIOGE SN'fRAliCfi OR EXIT
Y~ NALL ENTAANCB OR Pil(IT
2. STATIONS FOA POINTS AT A JUMP MAY NOT BE PLOTTEO EXACTLYC%]
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T1 HARVESI'ON T&ACI ]]43] SIVRM OPAIN F3YDRAULIC TNI+LYSIS JN: 15-101004
T2 S2VRM URAIN LINE e CB ON STRESI TJ, DRAINS TO ARROYO
T3 100-YEAR 51VRM BVENT
SO 1003.4910~4.96 18 ~ 1083.5
R SO]].3310BB.11 1B .019
WB 10 2
SH 1B
CD 18 4 1.50
CD 2< 4 3.D0
CD 30 4 2.50
CD 36 4 3.00
CD 62 4 ].50
~
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i~
' 084SD-B.OUT
mDATE: 6/ 2/2005
TIME: 16:39
POS15P
NATER SURPACE PROPILS - CkWRi5L O&PINITION LISTING PAGS 1
' CARD SECL CHIi NO OP AV6 PISR HBICAT 1 BA56 ZL ZR SNV Y111 Y(21 Y(3) Y(U Y(5) Y (6) Y( ]1 Y18) Y(9) Y( 101
CODE NO TYP6 PIERS WIDTH oIAMETER WIOTH OAOP
rn ie a i.so
cn zn n a.ao
CO 30 9 2.50
' CU 36 4 3.00
C~ 42 4 3.50 m <
4 P 0 5 1 5 P PAGE NO ]
WATER StIRFACe PROPILE -'fIilS CARD LISiING
' NEADING LINE NO 1 IS -
HARVESTJN 1RACC 32439 SIOAM ORAIN AYDRAULIC ANALYSIS JN~ 35-101006
HEADING LINS NO 3 IS -
S1VPM DRAIN LIN6 B ~ ON STRBST SS, ORAINS 10 ARROY O
, NEAIIING LINB NO 3 IS -
S00-YEAA STOPM EVENT m <
o P 0 5 1 5 P PAGB NO 2
, I NAT6A S11&PACB PROPILB - BL@AENT CARD LISTING
&LW~tENT NO 1 IS A SYSTEM OUTLEf
e
*
U/5 DATA STATION
INV&RT
SECC M S II.6V
1003.90 10~4.96 10 1D83.SD
EI.&18NT HO 2 IS A RBA~ • •
' U/S DATA STATIpN INVERi SfiCE N RAUIUS ANGLS ANG PT MAN H
10'11.33 1oBB.11 18 0.014 0.00 O.UO 0.00 0
ELEMENT NO 3 IS A NALL ENTRANC6
U/5 OATA STASION INVERT SECf PP
10)).33 3088.11 18 0.300
'
&LSM&NT NO 9 IS A
SYST4A HEADWORAS `
U/5 MTA STATION INVERT SECf Y1 5 SLEV
10'l~.33 3088.11 1B 0.00
NO SOIT ERRORS @ICOUNTEREO-COMPI]'fA'fION IS NON 08GINNING
" WARNING N0. 2~` - WATER SURFACE ELEMTION GIVEN IS LE55 THAN OR EQllA15 INVERT ELEVATION IN HIXiKDS~ N.S.ELEV = INV * DC mLI CENSEE: R. B.F. E 4
, oASSOC. - SAN DI6G0 POSISP PAGE 1
WATfR SURFACE PROPILB LISTING
HARVE510N TRACT 3263'/ STORM DRAIN HYUMIILIC ANALYSIS SN: 1 5-101084
5]ORM ~RAIN LIN6 B CB ON S1REG1' JJ, ORAINS '1V ARROYO
100-YEAR S1ORM 6VINI
STATION INVBRT OEPlB N.S. Q Vd VEL EN6RGY SUPER CRITICAL HGf/ HASE/ ZL NO AVBPR
, BLBV OP PLOW SLHV H&All GR0.8L. Q.EV ~BPTH OIA IU N0. PIER
L/EL6M SO
.~~:~~~~~ ~~~~~~~~uu
:«u~«u........ eu.eeeeueeee. SP AV8 HP
«~~~.~~r u~~~~~~~u u ~u~~
~~~~i~~~ NORM GBP1H
~~u~uu..
ee..e.
....ee~~ ZR
e~ u~.....
~~~•
1003.i8 10'l4.96 8.540 1083.500 30.8 11.'1'1 3.152 1005.652 0.00 1.4J2 1.50 0.00 0.00 0 0.00
' 33.31 O.1~B06 .0459'19 1.51 U.]50 0.00
1036.]9 1O00.B9 a.136 1085.O1B 30.8 11.]) 1.153 100].110 0.00 l.at3 1.50 0.00 0.00 0 0.00
NypppIll,IC ,TUp~p 0.00
' 1036."/9 1080.89 U.043 1081.'!34 20.8 20.35 6.931 1008.166 0.00 1.9'!] 1.50 O.DO 0.00 0 O.OG
5.19 0.3'I006 .120961 0.63 O.Y50 0.00
1091.98 1081.82 0.855 1083.6)1 20.9 19.98 fi.199 1008.8]0 0.00 1.9'I3 1.50 0.00 0.00 0 D.00
~ >.90 0.1]BO6 .1110G0 0.80 0.~50 O.DO
3049.00 3003.33 0.889 1084.111 20.8 19.05 5.639 1009.195 0.00 1.<J2 3.50 0.00 0.00 0 0.00
5.95 0.1'1806 .098299 0.58 0.'!50 0.00
' 1O55.B3 1004.30 D_926 1085.20] 3~.8 10.15 5.115 1090.322 0.00 1.9~3 1.50 0.00 0.00 0 0.00
4.69 0.1'I806 -00~059 0.<1 O.i50 0.00
1060.53 30B5.13 0.969 1086.081 20.8 1'1.30 9.650 1090.~31 0.00 3.4J2 1.50 0.00 0.00 0 0.00
' 3.'IB 0.1'IB06 .0'IJ30) 0.39 O.i50 0.00
106¢.30 30B5.~9 1.OOfi 1086.'I9'! 20.0 16.51 9.232 1091.039 0.00 1.4)2 1.50 0.00 0.00 0 0.00
3.12 O.lYB06 .068'109 0.31 0.'!50 0.00
106'1.42 1086.35 1.050 308'1.396 20.0 15.'13 3.866 1091.260 0.00 1.4]2 1.50 0.00 0.~0 0 0.00
' 3.59 O.1J806 .06135a ~.16 0.~50 O.oo
10~0.01 lOB6.91 1.091 308).904 b0.8 15.01 3.<9] 1091.<O1 0.00 1.4~2 1.50 0.00 0.00 0 0.00
3.16 0.1'lB06 .054960 0.32 0.>50 0.00 e'~~
~
' lO12.1'1 108'J.19 1.150 3088.360 20.8 1<.33 3.1t8 3091.SSB 0.00 1.<~3 1.50 0.00 0.00 0 0.00
V
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1.80 0.1~006 .049500 0.09 0."150 0.00 mLICENSEE: <
sR.B.F. fi ASSOC. - SAN -I6G0 PO515P P~B ~
NATER SURPACE PROPILE LISfING
HARYESTOtI TRACf ]243] SfORM DRAIN HYORAULIC ANALY5I5 N: 15-IOlOBi
510RM DRAIN LIN6 B CB ON u^TREET .1J~ ORAZNS TO MROYO
100-YEnR STUPN EV6NT
STATION INVBRT D6P1N N.S. Q ~ ~ ~~~ SUP80. CRITICAL NG'f/ BASfi/ ZL NO AVBPR
ELSV OP PIAW Q,F.V HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
b/BLEM.a..:e.~...~~~~~eo~~......~~~~u~~.......~.~..~~~~SP AVE~....n.•..uurru~.....u~~NORM DEPLN....~.u~~«~~~...ZR....~«~»~~
30]3.9] SOB'1.51 1.20'1 1088.'l19 20.0 1).6i ].809 1091.600 0.00 1.6)2 1.50 0.00 0.00 0 0.00
1.90 0.1)B06 ~044934 0.0~ O.150 0.~0
10'15.45 108'l.]B 1.2J3 1009.048 20.8 13.01 2.618 1091.6]6 O.OD 1.9>] 3.50 0.00 0.00 0 0.00
1.19 0.1'IBU6 .091430 0.05 0.'I50 0.00
10'l6.61 108'1.98 1.353 1089.335 20.0 1].<0 ].309 1091.)2G 0.00 1.4]] 1.50 0.00 0.00 0 0.00
0.'1l O.iJ806 .040405 0.03 0.]50 0.00
10'!].33 1088.11 1.9]2 10B9.5B1 30.8 11.82 2.169 1091.]51 0.00 1.4]2 1.50 0.00 0.00 0 0.00
wauc s~+a~ara~ce ' o.oo
10'11.33 lOBB.ll 1.4'13 1009.503 20.8 11.02 2.169 3091.'153 0.00 1.<"/3 1.50 0.00 0.00 0 0.00
NYpRAULZC .NMP 0.00
30"I].33 3088.11 1.9]2 3009.SB2 20.8 11.82 2.169 3091.]51 0.00 1.9'!2 1.50 0.00 0.00 0 O.OOm
HA&VES10N T&ACf 3343'! 51'ORM DRAIN H]V&AULIC ANALYSIS .1N: 15-101006
510RM DRAIN LIN& 8 CB ON StItE6f TJ, DRAINS 1D ARROYO
100-YEAR S'roRM SVENT
1003.40
1004.99
1006.99
1008.00
3009.51
3011.02
1011.51
1014.03
ioss.sa
iai~.oa
ioie.ss
1020.06
iozi.s~
10]3.0)
1024.58
1026.09
1021.59
1029.10
1030.61
1032.12
1033.62
lOJ5.13
1036.64
103B.1a
1039.65
1041.16
1042.6~
ioaa.i~
1045.68
104'1.39
1040.69
ioso.ao
iosi.>i
1053.22
1059.]3
1056.33
109.94
1059.34
SO60.l5
3063.36
306J."I!
3065.2]
1066.~8
1068.29
1069.l9
10)1.30
30I2.B1
10~6.32
10>5.83
10]9.33
I %
W
I N CH
B
il E
e
s
8
R
R
R
R
R
I W % 6 R
I N % 8 R
I W % E R
I N % B . R
I NX 8 . A
, I W % E R
I W % E . R
I N% 6. R
I N% 8 . R
10Jt.96 10~6.6a SO]8.33 1000.00 SOB1.6B lOB3.36 1085.09 1086.'!1 1088.39 1D90.~'1 1091.]5
N O T 8 S
1. GIQSSARY
I . ZNVErti SLSVATION +~ O.
C . CRIiICAL DSPTH ` /'LJ
W- NAT&R SUAPAC& BLEVA'fION VV
H ~ HBIGHT OP aNNNEL
Page 2 of 3
x x
x w x
x w z
084SD-B.OUT
H ~ &NBRCY canoe zxe~s
% . LVRVES CAOSSING OVSH
H ~ HRIDG& &NTRANCS OR B%I'[
y. HAI,L ENIFTNCE OR OCIT
2. STATIONS FOA POINTS AT A.NMP MAY NOT BE PLOTTED E%ACSLY[D
`7'~
V~
Page 3 of 3
084SD-C.DAT
0
T1 NARVEStON TRACT 3263] S]'ORM URAIN RY~RAULIC ANALYSIS .lN: 15-101089
'f2 SNRM DRAIN LSNE A LAT~tAL C'RJ ~%11
T3 100-YEAR STORM EV6N'I
50 1000. 3086.38 18 - 109J.34
R 3004.64108'l.OS 18 .014
A 10]5. lOB'l.al 18 .ala
& SOB4.131090.fi6 1B .O1<
SX 109~.131091.21 1B 1B .016 8.3 1091.<1 40.
R 1126.923093.36 18 .014
WE 10 3
SH 18
CD 1B 9 1.50
CD 26 4 ].00
CD 30 4 ].50
CD 36 4 3.00
Co 93 4 3.50
Y~
Page 1 of 1
i '
~ 084SD-C.OUT
O~OATE: 6/ 2/2005
TZM6: 16:59
POS15P
NATBR SURPAC& PAOPILB - CHATTi~. OEPINITION LISfING PAG6 3
~ CARD SECf CC~ii NO OP AVE PI6R HSIGNS 1 0A58 ZL ZR INV Yll) Yl2) Y137 Yf41 Y157 Y(6) Y(]) Y(81 Y(9) Y(10)
CODS NO TYP6 PIERS NIUTH ~IAMEI6R WIDTH ~ROP
CD 1B 4 1.50
CD 24 9 3.00
m 30 9 2.50
CD 36 < 3.00
' CD 42 4 3.50 m
-0 P 0 5 1 5 P PAGS NO 3
~ XATER SUAPACE PROPILS - TITLE CARU LIS'IINC
, HEADING LINE NO 1 IS -
HARVESTON TRACf 3263'I SRIHM DRAIN HYDItAULIC ANALY&IS .1N: 15-lOlOB6
N6T~ING LINE NO 2 IS -
i ~ 51VNM DMIN LINE A LATBRAL C'ICl CB pll
-0
HEADING LINB NO 3 IS -
100-YEAR STORN EVEM m -0
> P 0 5 1 5 P PAG6 NO 1
NATER SURPAC@ PROPILE - ELffi1@iT CARU LISSING
SLQ4ENT NO 1 IS A SYST@1 OUTLET ` •
U/S DATA STATION INVERT SBCf W 5 EL6V
5000.00 lOB6.39 18 1093.34
EL&1ENT NO 2 IS A REACH •
U/5 DATA STATION INVEAT SBCC N RN11IU5 ANGLE ANG Pl MAN H
laoa.64 lOfi).OS 1B 0.01< 0.00 0.00 0.00 0
•
ELHMOll NO 3 IS A RSA41 •
' ` .
INVEftT
U/5 DATA STATION SECE N RAUIUS ANGLS ANG PT MAN H
1025.00 lOB'1.63 18 0.014 0.00 0.00 0.00 0
HLEMENT NO 4 IS A R6ACH
t
INYCRT
U/S DATA STATION SSCE N RADIIIS ANGL6 ANG P'f MAN N
3069.13 1090.06 18 0.~1f 0.00 0.00 U.00 0
ELEMBNT d0 5 TS A.NNCCION •
t •
e '
INVSAt
U/5 MTA STATION SBCf LAT-1 LAT-2 N QJ QG INV6RT-3 INVERT-4 PHI 3 PRI <
1090.13 1091.31 1B 18 0 0.01< B.3 0.0 1091.43 0.00 40.00 O.DO
ELSM6NT NO 6 IS A REAC11 •
U/S MTA STATION INVBRT SECE N RADIUS ANGLE ANG PT MAN H
1126.82 1093.36 10 0.014 0.00 0.00 0.00 0
ELffi16NT NO J IS A WALL ENTiWiC6 `
U/S MTA SSASION INVF:NT SECT PP
1126.83 3093.36 10 0.300
SLCM1fENT NO B IS A SYSTEM HEADNORNS • •
U/5 DAiA STATION INVERT SSCf M 5 ELEV
3126.02 1093.36 18 0.00
NO EOIT ERRORS ENCOUN'f8R8~-COIIPUTATZON IS NOX BEGIIIIiING
•t WARNING N0. 2•• - WATEA SURFACC LL!^lATION GIVEN IS LE55 THAN OA EQUALS INVEAT ELEVATION IN NDWKDS~ W.S.EL EV ~ INV * DC mLICENSEE: R.B.F. 6 9
4ASSOC. - SAN DIEW POS15P . PAGE 1
NATEIt SUAPACB PROPILB LI STING '
HARVESRVd TAACl 3263'1 610RM DRAZN FYORA ULIC ANALYS IS JN: 15-301084
SSVRM ORAIN LINE A LATERTL C TO CB N11
100-YEAR S1URM BVENT
STATION INV6Ri ~EPTH N.S. Q VEL V8L 8N6RGY SUPE& CRITICIS HGf/ BASE/ ZL NO AVBPA
SLSV OP PIAN SL6V HBTU GRD.EL. 6L6V D6PTH OIA IO N0. PIER
L/ELflA
e«.~~. r~~. SO
uu......eee.~e~e~~u~...u.. e«....
...e~~ SP AVE
.~~~~u~ HP
u. uu...r
.....~. NORM -SP1H
~ ~a~~ u. uuu«.«
.eeeee~e
ee~~~~» ZR
~~~uuu
u...
1U00.00 1086.J0 6.96~ 1093.3<0 10.3 5.03 0.530 1093.B6B 0.00 1.235 1.50 0.00 0.00 0 0.00
4.66 0.14440 .011151 0.05 0.540 O.DO
1004.69 108'I.05 b.]43 1093.392 10.3 5.83 0.53fi 1093.920 0.00 1.335 1.50 0.00 O.DO 0 0.00
20.36 O.O1J68 .011151 D.23 1.010 0.00
10]5.00 108'l.41 6.309 1D93.619 10.3 5.83 0.5]B 3094.14] 0.00 1.235 1.50 0.00 0.00 0 0.00
59.33 0.05835 ~031151 0.66 0.690 0.00
SaB4.13 3090.86 3.<1B 1094.2)B 10.3 5.83 0.538 3094.806 0.00 1.335 1.50 0.00 0.00 0 0.00
J~NCf STR 0.05833 ~005'185 O.U3 0.00
3090.33 1091.21 3.593 1099.803 3.0 1.13 0.030 3094.833 0.00 0.533 1.50 0.00 0.00 0 0.00
35.90 0.05860 .000416 0.01 0.300 ~.00
1126.11 1093.33 1.500 3094.B1B 2.0 3.13 0.0]0 1099.B3B 0.00 ~.533 1.50 0.00 0.00 0 0.00
0.'11
O.OSB6D
.000391
0.00
D.300
U.00 `
\3`~
\~
1126.83 1093.36 1.45J 1~94.81~ 2.0 1.19 0.030 1099.03'1 O.OD 0.533 1.50 0.00 0.0~ D 0.00
Page 1 of 2
084SD-C.OUT
GALL ENTRANCE 0.00
1126.82 1093.36 1.458 1094.B1B 2.0 1.14 0.020 1094.838 0.00 0.533 1.50 0.00 0.00 0 O.OOm
NARVESTON TRACC 3]43] SI'ORM DRAIN AYDRAIR.IC ANALYSIS SN: 15-lOlOB4
51VRM DRAIN LINE A LATERAL C'fO CB pll
300-YEAR S10RM HVeMf
iooo.oo .x c H N E . R
iooa.ss .
3005.18 . I C H N E . R
300].'16 . '
3010.35
1012.9a '
1015.53
ioie.iz
iozo.n
1023.29
3025.BB . 1 C H Y % . R
3028.4]
3031.06
1U33.65 .
1036.23
1030.03
1061.41
1099.00
1096.59
1049.SB
1051.]6
lO5a.35
1056.99 '
1059.53 '
1063.13 '
3069.~0
106'l.29 . '
1D69.BB '
iovz.av
1D'15.06 . . "
10'1].69 . '
3000.)3 .
1003.82
1085.11 . I C H N 6. J1[
1008.00
1090.59 . I C R % . &
1093.1] '
1095.'16 . '
1098.35
1300.94
1103.53 '
1106.11
1108.'!0 . '
1111.29 '
1113.88 '
1116.4]
1119.06
1121.64 .
1114.23
1126.02 . I C X. R
1086.18 lO01.23 3008.OB 3088.92 3089.]] 1090.62 1091.4'1 1093.33 1093.16 1094.01 109<.96
NO'I8 5
1. GIQSSAAY
I . INVSRT BLEVATTON
C - CRITICAL OSPTH
N . WAT6R SURPACE 6LEVATION
9 • RfiIGFTT OP CHANNEI.
e - ENEAGY GRADE LINB
X • CUAVES CROSSING OVBR
H ~ HRIDGE @lfRANCZ OA El(IT
Y. WALL SNTPANC6 OA OCIT
2. STATIONS FOR POINTS A1 A dIMP MAY NOT BE PLOTT£D £%ACTLYa]
V~
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084SD-C1.DAT
a
T1 HAAVE519N SRACf 3343'! S1VRM DRAIN N]9RAULIC ANALYSIS N: 35-lOlOB4
'f2 STORM DRAIN LI2IC A LATERAI~ Cl 10 CB p10
T3 100-YBAR SRVRM SV&!!C
SO 1003.691091.91 10 109<.8
R 1023.)93099.2) 18 .014
R 1091.493094.36 10 .014
NF 18 .2
SH 1B
CD 18 6 1.50
cv ~a a z.oo
CD 30 a 3.50
CD 36 a 3.00
CO 62 6 3.50
~,3'~
Page 1 of 1
,
I 084SD-C1.OUT
mDATE: 6/ 2/2005
TSMB: 1'!: 1
POS15P
WATER SURFACB PAOPILS - CHANNBL ~EPINITION LISTING PAGE 1
' CARD SECI CIIN NO OF AV8 PIER HEIGRT 1 8AS8 2L ZR INV Y(1) Y(31 Y(3) Y~U Y~5) Y16) Y(9) Y(8) Y(9) Y130)
CODE NO TYPE PIBRS WI~TH DIAMSfBR WIDIH DROP
CD 10 9 1.50
CU 24 4 2.00
C~ 30 4 3.50
~ CO 36 4 3.00
CD 42 4 3.50 m
O P 0 5 1 5 P pAGE NO 3
FAT6R SURPACB pROPILE - TITLE CARD LISTING
' HEADING LINB NO 1 IS -
NARV851VN TRACC 3243> 510qM ~RAZN HYDPAULIC ANALYSIS N: 15-103009
HSADING LIN6 NO 2 IS -
' S1VRM DRAIN LIN6 A LA'I6RTL C1 TO CB p10
NBADING LIN6 NO 3 IS -
S00-YEAA STORM EVENT m
,
'
L_J
,
'
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,
,
~
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,
o P 0 5 1 5 P PAG6 NO d
-0
-0
GATER SN2PAC8 PROPILS - ELBMENT CAR- LSSfING
vi.aw@it NO 1 I$ A SYSTQI OUTLET • •
U/S DATA SlATION INVE&T 58Cf W S~.EV
100I.69 1091.41 18 1094.00
BLEMENT NO 2 IS A ASACH •
f
U/S -ATA STATION INVE¢T 58CE N RAp3US ANQ.E ANG Pf MAH H
1023.19 1094.2] 18 0.0]9 0.00 0.00 0.00 0
HLETffidT NO 3 IS A RBACH • •
U/S DATA STATION INVERT SSCE N PAOIUS ANGLE IS1C Pf MAN H
1091.49 109a.36 10 0.014 0.00 0.00 0.00 0
SLEMENT NO 9 IS A 51ALL ENTRANCB
U/S DATA STATION INVERT 56Cf PP
lOQ1.49 1094.36 10 0.300
SLEM&iT NO 5 IS A SYS'f6M HEADWORAS •
U/S ~ATA STATION INVBRT SSCC W 5 n.u~r
10<1.<9 3099.36 10 0.00
NO 6~IT SRROAS ENCO UM8RE0-COMPUTATION IS NON OCGINNING
•~ WARNING N0. 2' - WATER 5[IRFACE ELEVATION GIVEN IS LE55 THAN OR EQOALS INVORT ELEVATION IN HDWICDS, W.S.ELEV = INV ~ OC ~OL ICENSEE: R.B.F. c s
< ASSOC. - SAN UIEGO POS35P PAGS 1
NATER SURFACZ PROPILB LI SSING
HARVES]ON TRACT 3293) 51VRM DRAIN HYDRAULIC ANALYS IS JN: 15-1D1084
510RM ORAIN LIHf: A LATERAL CS TO ~ N10
S00-YEAR SZORPo EVEN]'
STATION INV6RT OEPTH W.S. Q VEL V8L 4iBRGY SUPSR CRITICAL HCf/ HASE/ EL NO AVBPR
SLEV OP PLDW BLEV HBAD GRD.HL. ELEV DEPTtl OIA ID NO. PIBR
.~EL@A.»...5~ ....
•~«r u .........~..~..r.~~.~~r~.~~~u ~~~~u~ ~SP'AVB~
» ~~• r«~HPs»~
•• u~~~~~ ~~~~~s~~~NORMeDEP1A
•~~s • •• ~~~~.rr. «.~~... .Zrsi.....~ ...~.
1003.69 1091.G1 3.390 109~.800 B.3 <.]0 O.J93 1095.143 0.00 1.116 1.50 0.00 O.DD 0 0.00
11.00 0.149)9 .00~391 O.OB 0.400 0.00
1014.69 1091.06 1.840 1099.89] 8.3 4.'ID 0.343 1095.240 0.00 1.116 1.50 0.00 0.00 0 0.00
HYDRAULIC SUMP 0.00
1014.69 1093.06 0.65a 1093.)11 B.3 11.23 1.953 1095.fi69 0.00 3.116 1.50 0.00 0.00 0 0.00
0.90 0.199'16 .095205 0.04 0.480 0.00
1015.59 1093.19 0.666 1093.058 B.3 10.95 1.86] 1095.]2U 0.00 1.116 1.50 0.00 0.00 0 O.DO
1.3< 0.149Y4 .041056 0.06 0.480 0.00
1016.93 1093.39 0.690 1091.082 8.] 30.99 1.693 1095.])5 0.00 1.116 1.50 0.00 0.00 0 0.00
1.13 0.149i4 .036D8] p.06 0.900 0.00
1018.05 1093.56 0.'l16 1099.2~~ 8.3 9.95 1.538 1095.815 0.~0 1.116 1.50 0.00 0.00 0 0.00
0.95 0.149)4 .U31'!69 0.03 O.aBU 0.00
1019.00 1093.)0 0.]4< 1094.66] fi.3 9.69 1.39'! 1U95.86< 0.00 1.116 1.50 0.00 0.00 0 0.00
4.81 O.li9)9 .03>981 0.03 0.680 0.00
1D19.81 109].82 O.t'12 1094.596 0.3 9.05 1.2J3 1095.868 0.00 1.116 1.50 0.00 O.OD 0 0.00
0.69 0.149J4 .024652 0.03 0.680 0.00
1020.50 1093.93 0.803 3096.~29 0.3 8.63 1.156 3095.085 0.00 1.116 1.50 0.00 0.00 0 0.00
O.SB 0.149~< .021]40 0.01 0.900 0.00 ~
1G21.08 3094.01 0.833 3094.89> 0.3 8.23 1.051 3095.098 O.DO 3.116 1.50 0.00 0.00 0 0.00 ~
Page 1 of 3
L!
084SD-C 1
OU T
' .
0.4H 0.199]9 .0391BB D.O1 0.<00 0.00
1021.56 1094.a9 O.B66 1094.951 8.3 '1.Ba 0.956 1095.90'1 0.00 1.116 1.50 0.00 0.00 0 0.00
' 0.39 0.149'19 .016960 0.01 0.980 0.00 ~.IC¢NSEE: o
o R.B.P. 4 ASSOC. - SAN DIECO POSSSP PAGS 2
NA1ER SURPACE PAOPILE LISLINC
HAR Y65TON TRACf 3343) StORM DPAZN NYDRAULIC ANALYSIS SN: 15-101084
S'NP11 DRAIN LINE A LATERAL C1 TO C8 p10
S00 -YEAR 51VRM EV41]'
' SfAiION INV&AT DEPTH N.S. q VEL V6L ENERGY Sl]PEIt CRI'IICAL NGL/ BA58/ ZL NO AVBPR
ELEV OP PLOW ELEV HEAD GRD.EL. ELEV D5PTH DIA Ip N0. PIER
L/6L0A SO SP AVE RP NORM D6PTH ZR
, e•1021.95 •1099'19~ •••0.901f e1095.045t``t•"B`3• •••>•90••••O•B6B••1095.913• ••0.00 "••1116e•` •'•Y" "••3.50•` e`0•00e •0f00 •'0`t fOt00
0.30 0.149]9 .035018 0.00 0.480 0.00
3022.25 109i.19 0.939 1095.128 B.3 '1.13 0.'!90 1095.918 O.DO 1.116 1.50 0.00 0.00 0 0.00
' 0.2a 0.149~4 .013319 0.00 O.a80 0.00
3033.49 1094.]3 0.9~0 1095.203 8.3 6.00 0.'l1B 1095.921 0.00 1.116 1.50 0.00 0.00 0 0.00
0.1'1 0.149'19 .01182'1 0.00 0.980 0.00
' 3022.66 3094.25 1.020 1095.2]0 8.3 6.48 0.65] 1095.922 D.OD 1.116 1.50 0.00 0.00 0 0.00
0.10 0.149i4 .O1U530 D.00 0.980 0.00
3033.'16 1094.3'1 1.065 1095.]31 8.3 6.10 0.593 1095.926 p.00 1.116 1.50 0.00 0.00 0 0.00
' 0.03 0.1<9'19 .00940D O.OD 0.480 0.00
1033.]9 1094.]'1 1.116 1095.386 8.3 5.09 0.538 1095.92< 0.00 1.116 1.50 0.00 0.00 0 0.00
1.16 O.OD4B1 .008935 0.01 1.500 0.00
1033 95 1094 30 3 169 1095 445 9.3 5 61 0 489 3095 93< 0.00 1.116 1.50 O OD 0 0~ 0 0 00
I s.s~ 0.00481 .00~605 o.os i.soo o.oo
3029.0'1 109<.30 1.230 1095.534 0.3 5.35 0.445 3095.9Y9 0.00 1.116 1.50 0.00 0.00 0 0.00
11.63 0.00491 .DD6965 0.08 1.500 0.00
, 3041.49 3099.36 1.291 1095.651 0.3 5.13 0.909 3096.060 0.00 1.116 1.50 0.00 0.00 0 0.00
WALL ENTRANC6 0.00
1091.49 1094.36 1.292 1095.652 8.3 5.13 0.408 1096.06D 0.00 1.116 1.50 0.00 0.~0 0 O.OOm
HA RVSSTON TRACf 3]43] 51VRM DRAIN HYOPAULIC ANALY SIS JN: 15-101006
' 51VRM ~RAIN LINB A LAI'6RN. Cl 'N CB p10
10 0-Y&AR STORM GV&]'f
1003 69 I C H N E R
1 1004.46
1005.23
1006.00 .
1006.'1B . .
ioo~ ss
iooe.az . .
1009.09
, 1009.86
3030.63
1o11.ao
ioia.ie
ioia.ss . .
1013.~]
' 1019.99
1O15.16 I C H X 8 R
3016.~3 . I W C H B . R
1016.80 . I N C H E . R
101].59 . I N C H E . R
3010.35 . I W C H E . R
~ 1019.13 I w C H 6 a
3019.89 I N C H E R
102D.66 . I N C N 8 . R
1021.43 . I N C H B . R
1022.20 . I N C H B . R
102].9B .
1023.'!5 I
I N C
W C N
H 6
8 . R
R
~ 1034.51 I N C H E R
3035.39 Z N C H 6 R
1026.06 . I NC H S . R
3026.83 . I % H E . R
302).60 . I C{i H E . R
3028.]8 . ~
~ 3039.15
3029.9] I C N H 8 R
1030.69
3031.96
ioaz.za . .
io33.o0 .
~ ~
•y,
, 3033.18 \'J
1034.55
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084SD-C1.OUT
1035 .32 .
1036 .09
1a~6 .e6
103> .63
1030 .a0
1039 .18
lOJ9 .95
1090 .R
1041 .49 . IYY]9^ClY~ YYYCYYYWYYYH 8. XS
1091.41 1091.0) 1092.3a 1091.00 1093.2] 1093.]3 109~.20 1099.66 1095.13 1D95.59 1096.06
NO'f8S
1. GWSSARY
I • INVERT Q.EVATION
C . CAITICAL OEPTH
W . WAT6[t SUAPAC6 ELEVATION
N . HBIGHT OP CHANN&L
S ~ SNERGY GRAUE LIN6
% • CURV85 CROSSINC OVEIt
0 . ORI~G6 @1TRANCE OR EXIT
Y• WALL 6NTRANC6 OR EXIT
2. STATIONS FOA POINTS AT A JIIMP MAY NOT BE PLOTTED E%AQLYO]
Y~
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T1 HARV65]ON TRACf 3243'1 SSORM DRAIN FSY-AAULIC ANALYSIS JN: 15-103089
T2 51VRM ORAIN LINB A f51'ART NS6 STA 16a59.18 IS 1093.35) LATERAL 0]U CB N09
T3 100-YEAR 5'fORM EVENT
SO 1003.6<3089.11 1B .O1< 3093.35
R 1019.531099.36 30 .Dla
R 1111.4'l309a.83 18 .Ola
WE 10 2
SH 10
CD 18 4 1.50
m 34 9 3.00
m 30 9 2.50
CD 36 6 3.00
CO 43 4 3.50
~~~
Page 1 of 1
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' 084SD-D.OUT
mDATE: 6/ "I/2005
TIME: 8:1'!
POS15P
F`ATER SURPACE PROFILE - CHANN6L D6FINITION LISTING PAGE 1
' CAR- SECL CFQI NO OP AVE PI&A H6IGHT 1 HASe ZL ZR INV Y(11 YQ) Y(3) Y19) Y(5) Y16) Y(9) Y(B) Y!9) YI30)
CODE NO TYPE PIERS WIDTH DIAMET6R NIDTH DROP
CD 18 9 1.50
m 24 4 1.00
CO 30 a 2 SU
1 m 36 a 3.OD
C~ 92 4 3.50 ~0 <
{ P 0 5 1 5 P PAG6 NO 3
WATER Sl11tFACE PROPILE - TITLB CARO LISTING
~ HEAOSNG LINE NO 1 IS -
HARVE5IC)N TRAC[ 3293] STORM DAAIN FIY~RAULIC ANALYSIS N: 15-101004
HSAOING LINE NO 2 IS -
, STORM DRAIN LINE A(START Y56 STA 16~5918 IS 1093.35) LNTERAL O TO CB p09
HGADING LINe NO 3 IS -
100-YEAA STOAH EVENT m <
> P 0 5 1 5 P PAGE NO 3
, WAT6R SUItPAOE PAOPILE - ELEMENT CARD LISTING
ELp1ENT NO 1 I$ A SYSTQI OUTLEf
U/5 DATA STATION INVERT SECE N 5 ELEV
1D03.66 1089.11 18 1.09
H.EMENT NO 3 IS A REAQI •
t
' U/S -ATA SLATSON INVSRT 56C1 H AADIUS ANGLE ANG PT MAN H
1019.53 1089.36 1B 0.014 0.00 O.OD D.00 0
ELSMENT NO 3 IS A A&A61 • •
e
U/5 DATA STATION INV6RT SECL N RAUIUS ANGL6 ANG PT MAN N
1111.9] 1094.83 1B 0.014 0.00 0.00 0.00 0
ELEMENT NO 4 IS A NALL ENTMNCB
ll/5 DATA STATION INVERT SSCT PP
1111.4'1 3094.83 30 0.200
ES.EMBNT NO 5 IS A SYSTffi1 HEAOWORRS • '
U/S DATA STATION INVERT 58CL N 5 ELHV
' 1111_9l 3099.83 10 O.DO
NO EUtT ERAORS £NCOUNTEREO-COMPUTATION IS NOW BEGINNING
• WAANING N0. 2•• - NATER SURPACS ELEVAYION GIVEN IS LESS THAti OR SQUALS INV6RT ELBVATION IN FIDWRDS, N.S.ELEV ~ INV ~ OC
EAROR MESSAGE NO. 2- WATEA SUAFACE ELEVATION GIVEN IS LE55 TlINN OA EQUALS INVERT EL£VATION IN OTLTOS~ W.S.ELEV = INV ~ CC O]LICENSEE: A.B.F. 6 L
{ASSOC. - SAN DIeCA POS15P
WATFR
SURPACE PROPILS LISTING PAGE 1
' HARVES'IDN 1RACf 3293] 51VPM DMIN NYIIRAULIC ANALYSIS JN: 15-1a3089
STORM ORAIN LTIiE A(START WSe STA 16a59.1B IS 109J.35) LATEAAL O]V CB q09
1D0-YGAR 5101iM 6VENT
9TA
ION
NVEN
UEPffI
+
~ BN&QC
SOPSR
~ '
HAS& ZL
NO AVBPR
*
.
P
ELEV OP PLOW PLBV
sES
e ..
...
H8AI1 GRO.EL. &L6V DEP?H HG~
DIA ID NO. PIEA
' .u.
Ur
•
•r~~
L/ELEM 50
S
e~~~~~~~
. • ••
~~«~~~~~« ....
..
...
.. .
. .f`
SP AV8 HP NOHM DEPfH
f
•~ ~:• •• •~~• • ~• e
.'. '.e »
a..
ZR
•• y
1003.61 3089.11 0.661 1089.~51 ).3 14.12 1.593 1091.3<3 0.00 1.04i 1.50 0.0~ 0.00 0 0.00
, 1.4a a.015'!3 .039398 0.06 O.B30 0.00
1005.08 1089.13 0.635 1089.'169 ].3 10.34 1.638 3091.396 0.00 1.04'! 1.50 0.00 0.00 0 0.00
5.22 0.015]3 ~09]699 0.32 O.B30 0.00
1 1030.30 3089 21 0.613 IOB9 820 ).3 10 !4 1>90 1091 618 0 00 1 04) 1 50 0 00 0 00 0 0.00
4.)) 0.015'13 ~048633 0.23 0.830 0.00
1015.OJ 1089.29 0.591 3089.881 J.3 11.2J 3.9]1 3091.852 0.00 1.04] 1.50 0.00 0.00 0 0.00
4.46 0.015]3 .055436 0.35 0.830 0.00
' 3019.53 1089.J6 0.5]1 1~89.931 ].3 11.81 3.16'1 1092.096 0.00 1.04) 1.50 0.00 0.00 U 0.00
42.]] 0.05949 ~055930 3.39 0.5~D 0.00
3062.30 3091.90 O.SBB 1092.493 >.3 11.39 1.995 1099.488 0.00 1.04J 1.50 0.00 0.00 0 0.00
, 36.06 0.05999 .049560 0.80 O.S~D D.00
10]0.36 3092.86 0.610 1093.4]0 ).3 10.81 1.816 1095.386 0.00 1.04] 1.50 0.00 0.00 0 0.00
8.95 0.05949 .063516 0.39 0.5]0 0.00
' 30B].31 1093.39 0.632 1094.02< ].3 10.31 1.651 1095.6J5 0.00 1.04] 1.50 0.00 0.00 0 0.00
5.96 0.059<9 .03B209 0.23 0.5')0 0.00
1093.2) 1093.]5 0.655 1094.901 '!.3 9.03 1.699 1095.901 0.00 1.09] 1.50 0.0~ 0.00 0 0.00
~
' 4.30 0.05949 ~0335'16 0.19 0.5]0 0.00 ~
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084SD-D.OUT
109J.S1 1094.00 0.600 1094.683 '1.] 9.3> 1.369 3096.04"/ 0.00 1.04~ 1.50 0.00 0.00 0 0.00
3.30 0.05949 ~039529 a.30 0.5'!0 0.0~
1100.8'1 1094.20 0.'105 1094.90G '1.3 B.9< 1.240 1096.144 0.00 1.09J 1.50 0.00 0.00 0 O.DO
2.56 0.05949 .025969 0.0'! 0.5'l0 0.00 mLICENSEE: O
aA.B.P. F ASSOC. - SAN DIECA PO515Y PAGE 2
XATER SURPACE PROFIL6 LISTING
HARVESION TRACl J243"I S1YlPM OMSN HYORAULIC ANALYSIS .lN: 15-lOlOB4
5'IbPtA ORAIN LINE A(START WSS STA 16t59.18 IS 1093.35) LATERAL D'N CB p09
S00-YEA& 5]ORM EVENT
STATION INVERT OEPTH N.S. Q ~ ~ ENERGY 6~1PBR CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OP FWN FS.EV HEA- GRD.EL. ELEV DEPTH DIA ID N0. PIER
L/Q.EM 50 SP AVE HP NORM OEPTH ZR
1103.43 1094.35 0.'132 1095.003 ].3 8.53 1.12] 1096.210 0.00 1.04] 1.50 0.00 0.00 0 ~.00
2.03 0.05949 ~022866 U.OS 0.500 0.00
11D5.46 1094.4) 0.~60 1U95.232 ~.3 8.12 1.U24 1096.256 0.00 1.Oa~ 1.50 O.oO o.oo a O.oo
1.63 0.05949 .0301<2 0.03 0.5'10 0.00
310].09 1094.5] 0.>89 1095.350 '!.3 ].]4 0.931 1096.389 0.0~ 1.0<J 1.50 0.0~ 0.00 0 O.OD
1.29 O.o59a9 .01))5) 0.03 0.5]0 0.00
110B.3B 1094.65 o.eao 1095.466 '1.3 Y.38 0.846 1096.312 0.00 1.0<] 1.50 0.00 0.00 0 0.00
1.01 0.05999 ~0156'!0 0.03 0.5~0 0.00
1109.90 1099.>1 0.853 1095.559 ].3 '1.0< 0.'I69 1096.310 0.00 1.04'1 1.50 0.00 0.00 0 0.00
0.]9 0.05919 .013839 0.01 0.5]0 O.DO
111D.19 1094.95 0.006 1095.640 ~ J 6.)2 0.')00 1096.340 O.DD_ 1.0<0 1.SD O.Oa 0.00 0 0.00
O.SB 0.05949 .012290 0.01 0.5)0 0.00
1110.'1'1 1094.]9 0.923 3095.~11 t.3 6.40 0.63'! 1~96.348 0.00 3.04"1 1.50 0.00 0.00 0 a.00
0.39 0.05949 .D10B46 ~.00 0.5'/0 O.OD
1111.16 1094.81 0.961 1095.]]3 )-3 6.10 O.S~B 1096.351 ~.00 1.04] 1.50 0.00 U.DO 0 0.00
0.33 D.D5949 .009629 O.DO 0.5'10 0.00
1111.39 1094.83 1.002 1~95.82'1 ].3 5.92 0.525 3096.353 0.00 3.04'1 1.50 0.04 0.00 0 0.0~
0.a6 0.05949 -008556 0.00 0.5'JO ~.00
1111.4] 1~94.83 1.06'1 1095.0]] ].3 5.54 o.a~~ 1096.354 0.00 1.04) 1.50 0.00 0.00 0 0.00
NAty £NTRTNCE 0.00
1111.4] 109<.83 1.098 1095.8~8 ].3 5.53 0.4]6 1096.]59 0.00 1.04] 1.50 0.00 0.00 0 0.00
HYORAULIC JI1MP 0.00
1111.49 1094.03 1.04'1 1095.8~9 '1.3 5.54 0.91'! 1W6.354 0.00 1.049 1.50 0.00 0.00 0 O.OOmLICENSEE:
4 A.H.P. L ASSOC. - SAN DI6G0 P0515P PAGE 3
YIATEA SII&PACB PROPTLE LISTING
HARVESTON TRACC 3143~ 51O1LM DRAIN H[URAULIC ANALYSIS .1N: 15-101089
59Y]RM OAAIN LINE A(STAAi W58 STA 16~59.18 IS 1093.35) LATERAL ~]'0 CB M09
100-YBAR 51VRM EVENT
S2ATION INVERT 08PTH W.S. Q VEL V~. @IERGY SUPER CRITIGL NGT/ HASE/ ZL NO AVOPR
&LSV OP PfAJN Sf.F.'V H6AD GR-.BL. SLSV ~SPTtl ~IA ID NO. PIEA
L/ELEM SO SP AVE HP NORM DEP1'H ZR
.««u~~«~~~.««u~::« . . .~~.«u~uu~«~~~..aa~~~u~««u~~~ .~~~«<u««~~uu~.+««<~«<«u~am
}fARVESTONLLTRACl`3293'1•5]VRM ORAIN BYDItAt2IC ANALYSIS JN: 15-lOlOB4 •
51VRM ORA1N LINB A(START W56 STA 16+59.IB IS 1093.35) LATBAAL 0 TD CB N09
ioo-xena sroan eveert
1003. 64 .I N C A
1005. 04 .I W C N
3000. 04
ioio. aa
ioia. sa . i w c x
1019. 64
1016. 84 . I W C N
3019. 04
3021. 24 . I H C N
1023. 95
3025. 65
10]l. 85
3030. 05
3~J]. 25
3039. 95
1036. 65
1~38. 85
ioai. as
1D43. ]5
lOQS A5
109]. 65
Eg
8
E g
R
R
R
-0
\v '
Page 2 of 3
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~ 084SD-D.OUT
. 1049. 85 . ~
iosz. os . ~
I iosn. as
1056. 95
1050. 66 ~ ~
' 1060. 86
1063. 06 I W C H 6 R
1065. 26
306~. a6 .
3069. 66
lo'11. 86 . ~
l0va. o6
, 10v6. 16
10]8. 96 3 N C N E R
1000. 66
1002. 96
1005. 06 ~ ~
108~ .26
, 1089 .46 I N C tl 6 A
1091 .66
3093 .89 . I W C H 8 . R
3096 .0]
1098 .2] . I W C H 6 . R
1100 .4> . ~
, 1102 .60 I W C H E rt
1104 .80 I N C H E R
110'1 .0'! I N C H E R
1109 .2'1 . I W C H E. R
1111 .91 . I W C H 8. R
, lOB9. 13 lOB9. B3 1090. 56 1091. 28 1092. 01 3092.'!3 3093 .96 1099.18 1~9<. 90 1095 .63 1~96 .35
N 0 T E 5
, 1. GLOSSARY
I - INVERT Q.CVATION
C - CRITICAL -6PTtl
W . WATBR SURPACB BL6VATION
H . HEZGNT OP CHANN6L
& . EN2RGY GRADE LINE
% = CURVBS CROSSING OV02
' H. SRIOGE ENTRANCfi OR 6%IS
Y= WALL ENTRI~NCE OR IXIT
2. STATIONS FOR POINTS AT A JUMP HAY N~T BE PLOTTEO EXACTLYLII
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084SD-E.DAT
0
T1 HARVE52C)N TRACT 3293] STORM DMIN HIDRAUL IC ANALYSIS JN: 15-lO lOB4
T2 STORM DRAIN LINE E(BACI~ONE SYSTBM)
T3 100-YEAR STOItM EVENT
50 1000 .001091. 60 36 109a. 00
R lOB0 .541094. 14 36 .013
R 118~ .]]109<. 6B 36 .013
J% 1192 .433094. 86 36 .013
H 1225 .301094. 86 36 .013 88 .5
R 1230 .393094. 89 36 .013
~1X 1234 .901095. 41 30 34 .013 22.] 1~95. BD 4> .00
R 1245 .081095. 46 3U .O1]
R 1259 .851095. 54 3~ .013
R 136< .]83095. 96 30 .013 13 .6'1
R 1442 .321096. 45 ~a .013
R 1491 .003096. 69 30 .D13
d% 1495 .681096. J3 30 10 .013 ].3 109]. 21 45 .00
R 1562 .81109]. O6 30 .013
J% SS6B .54109]. OB 30 18 .013 3.6 109]. 5'1 95 .00
R 166] .95109'1. 58 30 .013
.IX 16]2 .041098. 10 2< 18 .013 10.3 1098. 22 45 .OU
R 1692 .041098. 20 2i .013
R 1'/09 .)11098. 29 3< .013 45 .00
R 1]19 .'113098. 34 34 .D13
5~1 24
cv ie a i.so
cv z< + z.oo
m 30 a 2.50
CO 36 4 3.00
CU 42 4 3.50
~~
Page 1 of 1
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084SD-E.OUT
~nnrc: s/3iizoos
xzns: ii:i~
POS15P
WATER Sll12PACE PROPILfi - CRTNNEL DEPINISION LISTING PAGE 1
' CAR-
C0~8 SECf
NO QR1 NO OP
TYP6 PIERS AVE PI6R AEIGHT 1 HASE ZL ZA INV Y117 Y(2) Y(31 Y(47 Y(5) YI67 Y(0) Y(B) Yf9) Yf10)
WIOTH DIAMETBR NIDTH OROP
m 18 G 1.50
~ ~< 4 3.00
CV 3D 4 2 50
1 CO 36 < 3.00
CD 42 4 3.50 ~
a P 0 5 1 5 P
PAG& NO 3
NATER SUAPACE PROPILE - TITLB CARD LISTSNG
, FFApING LINS NO 1 IS -
HARVES]tlN TAACf 3]43"I 510AM ORAIN HYORAULIC ANALYSIS JN: 15-1D10B<
NEADING LINE NO 1 IS -
^ S11~RM DRAIN LINE E(OACABONE SYSTQA)
HBADING LINE NO 3 IS -
100-YEAR STOAH EVENT
< P 0 5 1 5 P
WATEA SURFACB PROPIL& - 81QAENT CARD LI STING
ELQAENT NO 1 IS A SYSTEM OIITLST •
U/S DATA STATION INVERT SECL
1000.00 3091.00 36
ELEMEN'f NO 3 IS A R8AC11
e
U/S DATA STATION INVERT SCCf N
3080.54 1094.1i 36 0.013
6LSMENT NO 3 SS A REACH
e
e •
U/S MiA STATION
INV&RT SSCE N
119].)) 3094.60 36 0.013
ELEMENT NO 4 IS A TUNCfION • . .
'
U/S -ATA STATION INVERT 56Ct LAT-1
LAT-2 N
1192.43 1094.86 36 0 0 0.013
BLEMENT NO 5 25 A REACI[ •
'
t
U/S DATA SfATION
INV6Ri SECf N
1]35.10 1099.86 36 p.013
ELEMENT NO 6 IS A REACH •
U/S OATA STATION 2NVeRT SECE N
1330.39 1094.89 36 0.013
EL6MENT NO ] IS A JUNCfION
* •
e
U/S DAiA STATION INVERT 58Cf LAT-1
LATQ N
1334.9~ 1095.i1 30 24 0 0.013
ELQAENi NO B IS A REACN •
t •
11/5 DATA STATION INV&RT SECL N
1245.08 1095.66 30 0.013
ELEMENT NO 9 I6 A REACN •
~
li/S DATA STATION INVERT SECI N
1259.85 1095.59 3~ 0.033
ELSMENT NO 10 IS A REACH •
t
U/S ~ATA STATION INVBRT SECC N
1349.'/8 3095.96 30 0.013
6L91EN1' NO 11 IS A REAQi • •
U/S DATA STATION INVERT SECE N
1442.32 1096.95 30 0.013
< P 0 5 1 5 P
WAT68 SURPACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 13 IS A R6ACF! • *
U/S DATA SiATION INVERT SfiCE N
1991.00 1096.69 30 p.013
ELEMENT NO 33 IS A JUNQION
t
e •
Ii/S MTA STATION
INVSRT SECf LAT-1 LAT-3 N
1<95.60 1096.)2 30 10 a 0.~1]
ELEIAENT NO 14 IS A REACH +
t
ll/5 OATA STATION INVERT SBCT N
156].el 309'1.06 30 0.033
CL9MENT NO 15 IS A.NNCLION • •
11/S DATA STATION SNVERT SECf LAT-1 LAS-3 N
1560.54 109].OB 30 10 0 0.~13
6LEMENT NO 16 IS A REACN •
U/5 MTA STATION INVERT SECE N
166'l.95 109'1.59 30 0.013
ELSMSNT NO 1'1 IS A.NNCCION • •
e
^/5 MTA STATION INVEAT SSCf
LAT-1 LAS-2 N
16'12.09 3098.30 39 1B 0 0.013
PAGE NO ]
W S ELEV
1094.00
W
RAOIUS ANQ.E ANG PT MAN H
o.oo o.oo o.oo 0
PAUIl15 ANGLB ANG PT MAN H
o.oo o.oa a.oo 0
Q3 e Q4 INVERT-3«INV£RT-9 PNI 3• PHI 9
a.o o.o o.oo o.oa o.oo o.oo
PMIUS ANCLE ANG PT MAN N
0.00 80.50 0.00 D
RADIUS ANGLe ANG PT MAN H
o.oo o.oo o.oo 0
Q3 e Q4 IINERi-3•INVQiT-4 PHI 3* PHI Q
22.) 0.0 1095.80 0.00 1'1.00 0.00
RADIUS ANGLE ANG PT MAN H
o.oo o.oo o.oo 0
RADIIIS ANGLE ANG pf MAN H
0.00 0.00 0.00 0
RAUIUS ANGLE ANG PT MAN p
0.00 13.6'! ~.00 0
RADIUS ANGLS ANG PT MAN A
o.oo o.oo o.oo om
PAGE NO 3
RA-IUS ANGL6 ANG PT MAN H
a.ao o.oa o.oo 0
Q3 • Q4 INVERT-3fINV6RT-4 PHI 3• PHI 4
].3 0.0 109].21 0.00 45.00 O.OD
RADI~S ANCL6 ANG PT MAN H
o.oo o.oo o.oo 0
Q3 • Q6 INVERT-3•INVERT-6 PH1 3* PHI 9
3.6 0.0 109'1.5'1 0.00 45.00 0.00
RAUIUS ANGL6 ANG PT MAN N
o.oo o.oo o.oo 0
Q3 • Qt INVERT-3•INVERi-< PHI 3* PHI 4
10.] 0.0 1098.23 0.00 65.U0 0.00
9
-0
s
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84SD-E.OUT
ELEM5NT NO 1B IS A REACN ~ • ~
U/5 DATA STATION INVERT SECE N RADIllS ANGLS ANG PT MAN N
1fi92.04 1090.20 24 0.013 O.OU 0.00 0 .00 0
' ELEMSNT NO 19 IS A REACN
U/5 MTA SPATION INVERT SECP N RAPIUS ANGLE ANG PT MAN N
1')09.'ll 1090.29 34 0.013 U.00 45.D0 O .UO 0
ELIIAENT NO 20 IS A REACH
ll/5 DATA $TATION INVERT SECL N ItA~IUS ANQ.6 ANG PC MAN H
, 1]i9.'11 1o90.3a 2a o.013 O.op 0.00 O .UO 0
ELSMENT NO 21 IS A SYSTEM H6AOWORKS • `
U/S DATA STATION INVERT SSCE N S ELEV
1'119.]1 3098.34 24 0.00
NO EDIT ERRORS QICOllNTEAED-COMPllTATION IS NOti BEGINNING
' WARNING N0. 2" - NATEA SURFACE ELEVATION GIVEN IS LE55 THAN OR EQUALS INVERT ELEVATION IN HDWKOS, W.S.ELEV - INV *-C m LICENSEE: R.B.F. c o
, 4ASSCG. - SAN OIEC/J POS15P PAGB 1
NATER SURFAC6 PROPILE LISTING
HARVESTON iRACf 3243J S]URM DMIN HIDPAULIC ANI~LYSIS SN: 1 5-301084
S'fORM DMIN LINE E(OACRBONB SYST6M)
100-Y6AR STJRM EVENT
, STATION INVENT ~&PTR W.S. Q VEL V81 ENBRGT SUPEA C0.ITIGL HGf/ fiASE/ ZL NO AVBPA
SLEV OP PfQW ELEV H2AD GRD.EL. ELeV D6PTH UTA ID NO. PIER
L/&LHM
......r. e SO
e~«~eee
~.:r~...... e.e~eeeeee
eeeeee.«
ae:.e. SP AV&
.«e«« AP
ee...e.
r..e.:.. NORM 0£PTH
. e«ee. e... e::.. ~. ~
... eeee
ee...e~e ZR
eee«
.. r
e~~ ~~•
, 10DD.D0 1091.80 1.603 1093.403 59.3 14.13 3.300 3096.503 O.DU 2.393 3.4U 0.00 O.OD 0 0.00
13.05 0.02905 .02~585 0.3'1 1.460 ~.00
1013.05 1092.18 1.633 1093.612 54.3 13.80 2.95~ 3096.>69 0.00 2.393 3.00 0.00 0.00 0 0.00
' 19.03 0.02905 .O1B199- 0.39 L<60 ~.00
1033.8] 3093.)6 1.698 1~99.953 59.3 13.16 ].688 109).141 O.OD 2.393 3.00 0.00 0.00 0 0.00
14.15 0.0]905 .01658) 0.23 1.460 D.00
309].03 1093.1'I 1.]66 1~94.933 5<.3 12.54 2.44J 1~9'1.3]5 0.00 3.393 3.OU 0.00 D.00 0 D.00
, 10.43 0.02905 .U146'll 0.15 1.460 0.00
305).45 1093.<'/ 1.030 3095.30> 54.3 11.96 2.331 309J.538 0.00 2.393 3.00 0.00 0.00 0 0.00
).84 0.02905 .013994 0.30 1.960 0.00
, 1065.29 1093.]0 1.914 3095.611 ~56.3 11.9U 2.~19 109'1.6]0 0.00 2.393 3.00 0.00 0.00 0 0.00
5.86 0.02905 .011529 O.OJ 1.460 0.00
' SO]1.15
6.26 1093.8'!
0.02905 1.995 3095.862 59.3 10.8] 1.836
.010252 109].698
0.04 0.00 2.393
1.460 3.00 0.00 0.00
0.00 0 0.00
~ 30)5.39 3093.99 2.082 3096.002 54.3 1D.]] 1.669 109).]41 0.00 2.393 3.00 0.00 0.00 0 0.00
2.90 D.029D5 .009142 0.03 1.460 0.00
' lOJ0.29 1094.OB 3.1]6 3096.351 54.3 9.88 1.51'1 109'1.168 0.00 2.393 3.00 0.00 0.00 0 0.00
3.6'! 0.02905 .OOB183 0.01 1.A60 0.00
30]9.9fi 1094.12 2.2]9 3096.403 54.3 9.43 1.3Y9 1091.>81 0.00 3.393 3.00 0.00 0.00 0 0.00
' 0.58 0.02905 .DO'1359 0.00 1.46~ 0.00
3080.54 3094.16 2.393 3096.533 5A.3 8.99 1.25] 309J.~86 0.00 3.393 3.0~ 0.00 0.00 0 0.00
8.11 0.00504 .006664 0.05 3.000 D.00 mLICENSEE: 9
< R.B.P. fi ASSOC. - SAN DIECA POS1 5P PAGE ]
HATER SIIRFAC& PROPILE L ISTING
' BARVESTON 'IPACf 3343] 5]DAM ORAIN HYOPAULIC ANALYSIS .1N: 1 5-lOlOB4
STORM OPAIN LINE E(BACRBONE SYSIBMI
100-YEAR 5]ORM EVENT
STATION INVERi DEP1R{ W.S. . Q VEL VEL @IERGY SUPER CR2TICAL HG!/ 0AS6/ ZL NO AVBPR
~ OP
PLOW
E ~
~ ~
~
~ ~ ~SPTH ~ ~
'
L/EL01
..~.u
• •~~
SO
~.i
e...
•~ +
:
....
..~...... ..« ..... .......
SP AVB
. .
.
....
e
HP
.
..
..
.rr.. .~.
i.a.
NORH DEP1'f!
... . . .
«< < ... ~..
.... .D..
O:..
ZA
.... .P~~ ~~..«
lO8B.65 109~.18 2.520 1096.~01 54.3 8.56 3.139 109~.840 0.00 2.393 3.00 0.00 0.00 0 0.00
' 94.]3 0.00504 .006119 0.2] 3.000 0.00
1133.38 1099.91 2.6'l2 109'1.0'IB 54.3 B.1'1 1.035 1098.113 0.00 2.39] 3.00 0.00 0.00 0 0.00
49.SB 0.00504 .005030 0.29 3.0~0 0.00
' 1182.96 1~99.66 3.t63 109'I.418 59.3 'l.98 0.98B 1098.406 0.a~ 2.393 3.00 0.00 0.04 0 0.00
NYI1RAllLIC .NMP 0. DO
118].96 3099.66 2.065 1096.]21 56.3 10.6> 1.Y01 3098.43] 0.00 3.393 3.00 0.00 0.00 0 0.00
, a.81 0.00504 .01006J O.DS 3.000 0.00 ,/~ ~
~
11B'1.]> 309a.68 3.036 1096.]1B 56.3 30.63 1.>51 3098.969 0.00 3.393 3.00 0.00 0.00 0 0.00
Y
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.NNCf STTt O.G3063 .00860 O.UO
1192.43 1094.86 2.393 109J.253 54.3 0.98 1.253 1~98.506 0.00 2.393 3.00 0.00 O.OD 0 0.00
~ 1.84 0.00000 .006682 0.01 ~.000 0.00
1194.2'1 1094.06 2.513 1091.3)3 54.3 8.59 1.146 1098.519 0.00 2.]93 3.00 0.00 0_00 0 0.00
5.85 0.00000 .0061]B 0.04 U.000 0.00
, 1300.13 1094.86 3.638 109].498 54.3 8.25 1.056 109B.55a 0.00 2.393 3.00 0.00 0.00 U 0.00
30.30 0.00000 .00505] 0.06 ~.~00 0.00
1210.a2 1094.06 2.))0 109].630 5a.3 ].96 0.904 1098.614 0.00 3.393 3.00 0.00 0.00 0 0.00
' 14.68 0.00000 .005'105 0.08 4.000 0.00
1235.1~ 1096.06 3.906 109].ib6 54.3 ].'IS 0.936 1098.]OD 0.00 2.393 3.00 0.00 0.00 ~ 0.00
5.29 0.0056) .00582'1 O.OJ 3.000 0.00
1230.39 1094.09 2.908 109].'19B 54.3 '1.95 0.933 1098.'131 0.00 2.393 3.00 0.00 0.00 0 0.00
' .NNCl 5'IR 0.11530 .OOSBB2 D.03 0.00 mLICENSEE: o
4 R.H.P. 6 ASSOC. - SAN DIEGp POS 15P PAGE 3
NATER SURPAC6 PAOPILE LI STINC
HAHV¢S10N TRACT 3163] 51VRM DRA IN HY-RAULIC ANALYS IS .lN: 1 5-lOlOB4
S]DRM ORAIN LINB 6~HACI~ONB SY STEM)
' ioo -ssxa srow+ svexx
SiATION INVERT OEPTN W.S. p V6L VEL ENERGY SUPER CRITICAL HGf/ BA58/ ZL NO AVBPR
ELEV OP PLOW ¢LEN HEAD GRD.EL. 6L6V OEPTIS OIA Ip N0. PIER
L/ELIIA 5~ P AV& P NORM DEPT9 ~
' ...
12J9
90 ...
.~~.
1095
61 u~~~.~~~
]
965 ~«.r...~...
3'IS
1090 .......~.
31
6 .««..
6
44 ...
.
D
6
3 ....~
~~~:
3099
6 »~~~»~ ~~~.y... ~....« ......... .~.
.. .... .....
I . . . . . . .
f .01 0.00 1.915 1.50 0.00 O.D~ 0 O.DD
10.18 O.OOa91 .0059]5 0.06 2.500 0.00
1245.OB 1095.66 3.9'I6 1D90.436 31.6 6.9< 0.643 1099.0]9 0.00 1.915 3.50 0.00 0.00 0 0.00
~ 14.'1] O.OOSa2 .0~5935 O.D9 3.1)0 0.00
1359.85 1095.56 3.903 1098.533 31.6 6.94 D.693 3099.166 0.00 1.915 3.50 0.00 0.00 0 O.OD
I 84.93 0.00494 .005935 0.50 d.500 0.00
, 1346.]8 1U95.96 3.110 3099.000 31.6 6.49 0.693 1099."I20 0.00 1.915 2.50 0.00 O.DD 0 0.00
9].54 D.D~503 .005935 0.58 3.500 0.00
16<2.32 1096.45 3.206 1099.656 31.6 6.44 0.643 1100.399 0.00 1.915 ].50 0.00 0.00 0 0.00
, 48.68 0.00493 .005935 0.39 2.500 0.00
1491.00 1096.69 J.355 1099.995 31.6 6.44 0.643 1100.588 0.00 1.915 2.50 0.00 0.00 0 O.DO
JUNCf STR 0.00641 .00<]23 0.02 0.00
, 1495.68 1096.'12 3.638 1100.358 ]4.3 4.95 0.38U 1300.'138 0.00 1.6'19 2.50 0.00 0.00 0 0.00
6~.13 0.0050> .003510 0.2< 1.~41 0.00
1562.81 109'1.06 3.539 11D0.594 24.3 4.95 0.380 11~0.9]4 D.00 1.6'l9 2.50 O.DO 0.00 0 0.00
~ .TUNCI STA 0.00369 .Op3020 0.02 O.OD
1568.54 109'1.08 3.'10] 110U.'/B] 20.] 4.22 0.2]6 1101.063 0.00 1.596 2.50 0.00 0.00 0 0.00
99.41 0.00503 .00254] 0.25 1.560 U.00
166'1.95 109'1.58 3.461 1301.041 30.'1 4.13 0.2]6 1101.31'1 0.00 1.546 2.50 0.00 0.00 0 0.00
' .IUNCf STR 0.12>19 .002330 ~.01 0.00
16]2.09 1098.10 3.030 1303.130 10.4 3.]1 0.1]0 1101.300 0.00 1.155 2.00 0.00 0.00 0 0.00
20.00 0.00500 .002113 0.09 1.1'12 0.00 mLICEN5E0~ o
' o R.H.P. 4 ASSOC. - SAN OSEGO POS 15P PAGE 4
NATER SN2PACE PROFILE LI STING
HAR VESIVN TRACf 3]9]9 STOPM ORAIN HYOAAULIC ANALYS IS JN: 3 5-lOlOB4
51VPM DRAIN LIN6 8 IBACRBONE SYS'2M)
ioo -zsna savan evexr
STATION INVERT DEPCN i1.5. Q VEL VEL ENERGY SUPER CRITICAL HGf/ BA56/ ZL NO AVHPR
' ELEV OP FlIJN ELEV HEAO CRD.EL. ELEV DBPTH DIA ID N0. PIER
L/ELCNI
ruu~~~~~ SO
~~~~«~~~
~~~~~~»~
r~.r~~~~~~~~
rr....:~.
e..eee SP AVE
...rr..u HP
:«:r~:u
»r~~~~ NORM DEPTH
~~~u.uru~~~~~u.
.eu.r
.. W W rrrrr ZR
uuu
«.
uu.
169].04 3098.20 2.9)3 1101.1]3 10.4 3.31 0.1]0 1101.343 0.0~ 3.155 2.00 0.00 0.00 o a.ao
~ 1].6J 0.00509 .002113 0.04 1.1]0 0.00
1~09.'ll 3098.39 3.949 1101.339 10.6 3.31 0.1'10 3101.904 0.00 1.155 2.00 0.00 0.00 0 0.00
SO.OU 0.00500 .002113 0.03 1.1'12 0.00 /n,U
T~i
(/
1t19."/1 1098.34 2.915 1101.255 10.4 3.31 0.1]0 1101.425 0.00 1.155 2.00 0.00 0.00 0 O.OOm ~
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084SD-E.OUT
1000.OD I
3010.14
3020.2~ I
3030.41
3040.55
3050.6B
3060.82
10i0.96
1081.09
1a91.33
1301.3'1
iiii.so
11]1.64
1131.~0
1141.91
1152.05
1163.19
1113.32
118].46
1192.60
i~o~.~a
1212.8'I
1213.01
1233.15
1243.20
1253.43
1]63.56
13t3.69
1283.03
1293.9J
1304.10 .
1314.29
1324.38
1334.51
13a4.65 .
1354.]9
136a.93
13~5.06
1395.30
1395.33 .
1405.4!
1415.61
1425.]9
1435.08
1666.02
3456.15
1a66.29
14vb.a3
1986.56
1496.YD
1506.84
1516.9'I
152].11
1531.25
154>.39
1551.52
156].66
15IJ.80
158].93
1598.0~
160Bd1
161fi.34
1628.48
1638.62
1648.l5
1658.89
HAHVCSTON TRACf 324J] 51VAM OPAIN HYDRAULIC ANALYSIS JN: 15-101084
STORM ORAIN LIN6 & (BACRBON5 SYST&M)
100-YEAR STOAM EVENT
X C H & R
W C H 6 R
N C H E R
I W C H E R
I W C H 8 R
I W C H B R
I N C H E R
I N C H E R
I W C N S R
I WC H E R
I % H E R
I CW H E R
I C N H E R
I C W N E A
I W C N B A
I W C H E J%
I X H 8 R
I CN H e R
I C N H e R
I C W H 6 R
I C WA E R
I C Xll E J%
I C N N B R
I C H N 8 R
I C H N E . R
I C H W E R
I C N N e R
I C H W 6 J%
I C N W B A
I C H N S J%
I C N W E R
1669.03 . I C x w 8 . JX
16>9.16 . I C H W P . R
1689.30
1699.9< . I C H W S. R
1909.59
1~19.]1 . I C H We . R
1091.00 1093.J6 1093."13 1099.69 1095.65 1096.fi1 309].58 3098.54 1~99.50 1300.46 1301.43
N 0 T 6 5
1. GIASSARY
I ~ INVQti 8L8VATION
C = CRITIGL DEP1H
W = {4ATF.R SUItPAC6 ELBVATION
N . HEIGH'I OP CHANNeL
6 . QIEAGY GRADS LIN6
% = CURVBS CROSSING OVER
B. BRSPGB BNfAANCE OA IXIi
Y = WALL SNTRANCS OA @%IT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTCO E%ACTLTQ]
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084SD-E1.DAT
0
TS HABVESTON TRACI 3243J 51VRM ORAIN HYOItA~1LIC ANALYSIS .]N: 15-101004
T2 510RM DRAIN LINe e(START NSC STA 16~~2.04 IS 1101.131 LAT5RAL E-1 ]O CB k05
T3 100-YEAR 51VItM sV4eR'
SO 3003.843090.51 16 .014 1101.13
R 1016.9"/3099.84 iB .014
R 103'l.'I21100.10 iB .014
{48 18 2
SH 18
CD 1B 4 1.50
CO 24 4 2.00
CD 30 6 3.50
C9 36 4 3.40
m 42 4 3.50
\~
Page 1 of 1
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' 084SD-E1.OUT
m~nxe: s/ vaoos
TIME: 8:43
POS15P
NATSR SURPACB PROPILE - CHANNEL D6P INITION LISTING PAGE 1
I , GJN SECT C}QI NO OP AVS PIER HEIGHT 1 BASE ZL ZA INV Y(1) Y(3) Y137 YIU Y(5) Y(6) Y(]) Y(67 Y(9) Y(10)
CODE NO TYPE PIERS WIVfH DIAMSTBR NI~TIf PROP
I CU 10 6 1.50
m 24 i 2.00
CD 30 4 2.5~
CD 36 4 3.DD
' CD 42 9 3.5a m y
< P 0 5 1 5 P PACE NO 3
WATBR SUAPACS pROP2LB - TITLB CNN LISTING
' HEADING LINE NO 1 IS -
HARVE5IVN TRACf 3]93'1 S'IYJAM DRAIN NYIIRAULIC ANALYSIS JN: 15-301089
HEADING LINB NO 2 IS -
51VRM -RAIN LINE E(START NSE STA 16a92.0< IS 1101.13) LAIERAL E-1 1V ~ p
, READING LINS NO 3 IS -
~ 100-YFAR STORN EVENT m o
' o F 0 5 1 5 P pAGE NO 2
' WATER SURPA`E PROPILE - ELQAENT CARD LISiING
Q.EMENT NO 1 IS A SYST6M OVILEi
f
' I1/5 UATA STATION INVERT
SECf W S ELfiV
3003.84 1090.51 10 1.10
Q.QAEN'f NO 2 IS A REA~ • •
, U/5 -ATA STATION INVERT SECC N pADIUS ANGLE ANG Pi MAN H
3016.9'1 3099.04 18 0.019 0.00 0.00 0.00 0
ELEMENT ND 3 IS A REACH • ~ ~
U/S UATA STATION ~ INVERT 56CE N RADIUS ANGLE ANG PT MAN H
303].]2 1100.30 18 D.019 0.aa 0.00 ~.00 0
' Q.QAEN1' NO 4 IS A WALL ENTRANCE
ll/5 DATA STATION INVE'RT SECf PP
ioa~.~z uoo.io ia o.aoo
ELEMENT NO 5 IS A SYSTEM HEADWORKS • ~
U/S -ATA STATION INVHRT 58CE N S ELEV
' 303'!.'12 1100.10 1B 0.00
NO EOIT ERRORS BNCOUNT6PSU-COMPUTATION IS NOW BEGINNING
• NARNING N0. 2~ - WATSA SUAPACE ELEVATIDN GIVEN IS LESS THAN OA SQUALS INVERT Q.EVATION IN FmW%O5, N.S.ELEV . INV a-C
ERROR MESSAGE N0. 2- WATER SURFACE ELEVATION GIVEN IS LE55 THAN OA EQUALS INVERT ELEVATION IN OTLT[]S, W.S.ELEV = INV + OC m LICENSEE: R.fi.F. 6 s
aA550C. - SAN OIEGO POS15P PAGS 1
NAT&R SURPACB PROPILE LI STING
' HARYESICIN TRACf 32931 5'ICIRM OAAIN HYDRAULIC ANALYS IS .lN: 15-101089
S1GRM DRAIN LINE 6(START N58 STA 16~02.09 IS 1101 .13) LATERAL E-1 9C~ CB p
S00-YEAR 51VRN EV¢N]'
SLATION INV6RT OEPfH W.S. Q V8L VHL BNBRGY SUPER CRI'IICAL HGf/ BASE/ ZL NO AVBPR
E ~ H
&
n
R
O
~ DEPTH
, ~
~
'
L/ELEM SO
~.~
• •~~~~~
•~~~~• •• ~~O~~~r
rr~~E~~~«~~~~~«~r~«~~u~
SP AVS HP
u.
.
.
.O.eeG
.
..
....e
NORM ~6PS9
Ee..
....
.r. .
u: ~~»• u~A~~~r~D~NO~~.
ZA
~eee.•.. .
~~~e•
100).86 1098.51 0.693 1099.]03 9.1 11.90 2.019 1301.b22 0.00 1.16'I 1.50 0.00 a.00 0 0.00
' ].O9 0.30129 .043604 0.09 0.560 0.00
3005.93 1098.)2 0.'/11 1099.434 9.1 30.99 1.0)6 1301.310 0.~0 1.16] 1.50 0.00 0.00 0 0.00
2.30 0.30129 .030911 0.~9 0.560 0.00
1008.23 3090.95 0.]39 1099.694 9.1 10.48 1.~0~ 1101.401 0.00 1.16i 1.50 0.00 0.00 0 0.00
' 1.88 0.10139 .0362'12 ~.a6 D.560 O.OD
1010.11 3099.14 O.J66 3099.913 9.1 9.99 1.5i9 1141.963 0.00 1.16] 1.50 0.00 0.00 0 D.00
1.58 0.10139 .030200 0.05 0.560 0.0~
~ 1011.69 1099.31 0.>9~ 1100.103 9.1 9.53 1.430 3301.513 0.00 1.16) 1.SD 0.00 0.00 0 D.00
1.29 0.10129 .036633 0.03 0.560 0.00
, 1032.90 1099.43
1.08 0.30129 0.829 1300.264 9.1 9.08 1.201 1301.5<5
.023511 0.03 0.0~ 1.36'1
0.560 1.50 0.00 0.00 U
0.00 0.00
1014.06 1099.55 0.861 1100.606 9.1 B.6fi 1.164 1101.5'!0 0.00 1.16'1 1.50 0.00 0.00 0 0.00
O.BB 0.10129 .020~')1 0.02 0.560 0.00
' 3014.94 3099.63 0.096 1100.5]0 9.1 8.26 1.059 1301.589 0.00 1.16] 1.50 0.00 0.00 0 0.00
0.]2 0.10129 .018386 0.01 0.560 0.00
1015.66 3099.]1 0.933 1100.640 9.1 ].B] 0.963 1301.603 0.00 1.16~ 1.50 0.00 0.00 0 O.OD `~
~
.
0.5'1 a.1a139
.016290 0.01
0.560
O.OD V
~~~
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084SD-E1.OUT
' 3016.23 1099.JJ 0.9~2 1100.'13Y 9.1 ).51 O.B'IS 1301.612 0.00 1.16'1 1.50 0.00 0.00 0 0.00
0.43 0.30139 .O1«'/5 0.01 0.560 0.00
3016.66 1099.81 1.U14 3300.832 9.1 'I.16 D.)96 1301.618 0.00 1.16'1 1.5~ 0.00 0.00 D 0.00
' 0.31 0.10129 .01288'I 0.00 0.560 0.00 mLICCNSEE: o
< R.B.P. 6 ASSOC. - SAN DIEGO FOS15P PACE 2
NATEA SUAFACE PROPILF LISTING
HARVES'fON TRACf 3]43'1 51VPM DAAIN HYOPAllLIC ANALYSZS .1N: 15-301084
SYYIRM UMIN LINE E(START HSS STA 16~]2.a9 IS 1101.13) LASEPAL &-1 1V CB k
~ 100-YEAR STURM SVENT
STATION INVERT DEPTH N.S. Q VEL VEL EN6RGY SOPBR CRITICAL HGT/ BASE/ ZL HO AVBPR
BLEV OP P106' 8L6V HEAO GRD.EL. 6L6V DEPTH OIA ID N0. PIER
I ~EL&M
SO SP
AV6
NORM OEPTN
p Z
~
' «
:«~~~
~«~
1016
9'1 3099
BC .........«~r~~~r....«....«
3
059 11UO
B99 9
1 `
»uuu~~
.....~
ru~~~~...........~
6
' .....«~ i~urrr r.
.
.....« .....
.
. .
.
. .83 0.~24 1301.623 0.00 1.16
! 1.50 0.00 0.00 0 0.00
. 4.56 0.01253 .012095 0.~6 1.050 0.00
1021.53 1099.90 3.063 11D0.96D 9.1 6.~9 O.J16 1101.6'16 0.00 1.16) 1.50 0.00 D.00 0 0.00
, 13.92 0.03353 .0113]3 0.16 S.OSU 0.00
1035.95 1100.0] 1.112 1301.189 9.1 6.48 0.651 11~1.835 0.00 1.16] 1.50 0.00 0.00 0 0.00
3.2) 0.01253 .010194 0.02 1.050 0.00
~ 103~.'12 1100.10 1.16] 1101.26) 9.1 6.1J 0.591 1101.BSB 0.00 1.16'1 1.50 0.00 0.00 0 0.00
WALL ENTqANCB
0.00
103'l.'12 1100.10 1.S6B 11U1.26B 9.1 6.1'1 0.590 1101.858 0.00 1.16~ 1.50 0.00 0
00 U 0
00
~ HYDxx~1I.IC JUnP .
0.00 .
103]J2 1100.10 1.165 1301.26"I 9.1 6.1"I 0.591 1101.858 0.00 1.169 1.50 0.00 O.OD 0 D.OOm
HARV&51VN TPACf 3263'1 51C)RM DRAIN H]LRAULIC ANALYSIS .1N: 15-101089
SICIRM DRAIN LINS H(START WS& STA 16t]2.09 IS 1301.13) LATERAL 8-1 TO CB q
' S00-YEAR S1C)RM EVEN'f
100J.86 .I .
W . . . .
C ri
g . .
, g
10~4.53
1005.22
1005.91
' 1006.61 I Yi C H - S &
100'1.30
100].99
1008.60 . I N C N E . R
1009.3'I .
1010.06
' 3010.'!5 I W C N E R
1011.45
1012.1< . i N C H 5 . R
3012.83
1013.52 . Z N C H E . A
1014.21 . I W C A E . R
1014.90
' 1015.59 I N C H E R
1016.]9 I W C H e . R
1016.98 . I W C H e . R
1~1'I.6] . I N C N 6 . R
lO1B.36 .
1U19.05 I W C N 6 . R
~ 1019. !4
102~.43
1a21.13
1021.B1 . i W C H E . A
1022.51
1023.30 . .
' 1033.89
ioaa.se
iozs.z~
ioas.sv
10]6.66
10]1.35 ~ _
1020.0<
' 102B.J3
1029.92
1030.11
1U30.03
1031.50 .
1~3].19 _
' 103].BB
303].51
3039.26
3034.95
1035.65 . I W C H E . A
1036.3< . _
' 103~.03
103'l.]3 . . . . . IYYYYYYYYY . . . . E . WE
1098.5 1 3098.04 3099.18 1099 .51 1099.85 1300.18 1300.52 1100.B5 1301.19 1101. 52 1101.86
, \~~
N 0 T 6 5
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084SD-E1.OUT
1. GLOSSARY
I . INVERT EL6VATION
C - CRITICAL DEPS'ft
W - WATER SURPACE ELEVATION
H ~ HEIIXT OP ~IANNEL
E • ENERGY GRADE LINE
% • CURVES CROSSSNG OVER
H~ BRIDGE ENTRANCE OR EX2T
Y- WALL ENTRANCE OR EX2T
2. STATIONS FOR POINTS AT A JUMP HHY NOT BE PLOT2E~ EXACPLTCD
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084SD-E2.DAT
0
T1 HARVESTON TRACf 32931 51VW1 OPAIN NYDRAULIC ANALTSIS JN: 35-303084
T3 STORM DRAIN LINE 6 ISTART WSS STA 15~68.54 IS 1100.]9) LRI'ERAL E-3 TO C9 k06
zs ioo-xsxrt sanwn evexx
50 1004.411090.29 1B .O1< SSOO.Y9
R 1016.321100.26 10 .014
R lOt2.301101.13 1B .014
WS 10 .2
SH 38
m 18 4 1.50
cn aa a a.oo
CD 30 4 2.50
CD 36 9 3.OD
CO 42 4 3.50
~~ro
Page 1 of 1
ii
~
084SD-E2.OUT
mDATE: 6/ ~/2005
TSME: 8:53
F0515P
WATER SIIRPACE PROPILE - CHA~R]EL OEPINITION LISTING PAGE 1
~ CAAD SSCf CNN NO OP AVC PIER HEIGFTT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(41 Y(5) Y (6) Y(9) Y(B) Y(9) Y (107
CUDB NO TYPE PI ERS NIVfH DIAMETBR WIU1N -ROP
m ie a i.so
cn ~a a z.oo
rn 3o a z.so
CD 36 4 3.00
~ CD 42 4 3.50 m -0
4 P ~ 5 1 5 P PAGE NO 3
WATER SURPACS PROPILe - TSTLE CPR- LISTING
, H6ADING LIN5 ND 1 IS -
HARVESTON TAACf 32<3'I STJRM OItAIN HYURAI2IC NNLYSIS N: 15-lOlOB<
HEADING LIN6 NO 2 IS -
S1ORM ORAIN LINS E(START NSE STA 15~60 54 IS 1300 ] 9) LATERAL 8-2 TO ~ p
1 NEADING LINB NO 3 SS -
S00-YEAR STOPM LVENS m -0
4 P 0 5 1 5 P PAGE ND 2
~ - 6L8M8NT CAHD LISTING
XATER SURPACE PROPILE
L~LSMENT NO 1 IS A e
SYST6M OUTLET
U/S DATA STATION INVEAT SfiCT W 5 ELEV
1004.41 1098.29 10 1.10
ELEMENT NO 3 IS A REA61 • `
~ U/5 -ATA STATIQN ZNVBAT 56CE N HI~IIIIIS ANGLB ANG PT MAN %
1016.3] 1100.26 10 O.D14 D.DO 0.00 0.~0 0
ELRIENT NO 3 IS A RFACH ' • •
U/5 UATA STATION INVERt SBCE N RADIUS ANCLE ANG PT MAN H
0.016
10'1].30 1301.13 18 O.OD 0.00 O.OD 0
~ ELQAENT NO 4 IS A e
WALL ENTRAHCB
U/5 OATA STATZON INVERS SECf PP
SO'12.30 1101.13 18 0.200
ELEMENT NO 5 IS A SYSTfiM HEAONORRS • •
U/5 OATA STATION INVERT SBCE N S Q.6V
~ 30'12.30 1101.13 1B 0.00
NO EDI2 ERRORS ENCOUNTERID-COMPUTATIOd IS NOW BEGINNING
* WAANING N0. 2^- WATER SURFACE ELEVATION GIVEN IS LESS 'LRAN OR &QUALS TNV&RT ELEVATION IN HDW105, N.S.&LEV ~ INV + DC
ERRDA MESSAGE N0. 2- WATER SUIiFACC ELEVATION GIVEN IS LCSS TNAN OR EQUALS INVEAT ELEVATION IN OTLTIJS, N.S.LLHV = INV + OC ~L ICENSEE: R.fi.F, t <
aAS50C. - SAN ~IEGO POS15P PAGB 1
WA'fEA SIIRPACE PROFILB LI STING
~ HARVESTON TPACf 3243'J 51VRM DAAIN HYOItAULIC ANALY& IS SN: 35-101069
SSVRM DRAIN LINE E(START WSfi STA 15a68.54 IS 1100 .~9) LATERAL 8-] 1C1 CB p
ioo-zawe sroxn evaert
STATION INVE![T DEPl9 F`.S. Q V6L V6L EN6RGY $UPER CRITICAL ftGf/ BASE/ ZL NO AVBPA
NE..
OP
F14X
~
n
~
E
~ ~
~
r ~EPTN ~
~ ~
~
L/Q.EM SO
.. ....«.....
...... e
SP AVE RP
.~i~~~u~r~~~.:...........
....
..
..
....
.~~~. ..
..
.
..
NORM OEPTH
~
~• ~ u~A~~~~~D ...
~.
+
ZR
..«.•..
. .....
1004.41 1090.19 0.35J 1098.69'1 3.'! 11.49 2.050 1100.69'1 0.00 0.>35 1.50 O.OD 0.00 0 0.00
~ 1.51 0.165G1 .DB98]6 0.14 0.330 0.00
1005.92 3098.54 U.364 1090.943 3.'! 11.14 1.929 1100.832 0.00 0.'/35 1.50 U.00 0.00 0 0.00
1.93 0.16541 .0805]0 0.16 0.330 0.00
300'1.65 309B.B6 0.3~6 1099.335 3.) 10.63 1.]55 1100.990 0.00 0.]35 1.50 0.00 0.00 0 0.00
I 1.56 0.16541 .O10433 0.11 0.310 0.00
3009.39 3099.11 0.389 1099.503 3.] 10.1< 1.596 1101.099 0.00 0.~35 1.50 0.00 0.00 0 D.00
1.2~ 0.16541 .061644 O.OB 0.310 O.DO
~ 1010.66 1099.32 0.903 1099.)26 3.) 9.66 1.449 1101.1'IS 0.00 0.]35 1.50 D.00 0.00 0 O.Oo
3.06 0.16543 .053964 0.06 0.330 0.00
1011.'12 1099.50 0.41) 3099.916 3.] 9.33 1.332 1101.230 0.00 0.'I35 1.50 D.00 0.00 0 0.00
~ 0.09 0.16591 .06]305 0.04 0.330 0.00
1012.61 3099.65 0.<J1 1100.O18 3.l B.'19 1.199 1101.2]] 0.00 0.'135 1.50 0.00 0.00 0 0.00
0.)6 0.165a1 .Oa1296 0.03 0.330 O.oo
, 1013.3'1 1099.)] 0.496 1100.218 3.] 0.39 1.093 1101.331 0.00 0.~35 1.50 0.00 0.00 0 0.00
0.65 0.16541 ~036161 0.02 0.310 0.0~
1019.02 1099.BB 0.963 1100.391 3.) ].99 0.993 1101.333 ~.UO ~.]35 1.50 0.00 0.00 0 0.00 `~
I . 0.55 0.16541 .031669 0.02 0.310 0.00 `~
Page 1 of 3
,
084SD4E2.0UT
, 1014. 5"1 1099.9> 0.4"10 i1aa.419 3.'1 ].61 0,9 0.]35 1.50 0.00 0.00 0 0.00
o. a~ 0.165a1 .02vv35 o.oi o.nio o.oo
lols. o4 lloo.os o.a9s 11oo.saa ].> ].z] o.ez1 11a1.36s o.oo o.l3s l.so o.aa o.oo 0 0.00
' 0. 40 0.16541 .029309 0.01 0.310 0.00 OOLICCNSEf: 4
O R.B.P. 6 ASSOC. - SAN UIEGO POSSSP PAGE 2
WATER SNtPACE PROPSLB L15TING
AARYE51ClN TRACf 324J] SRORM ORAIN NYI]AAULIC ANALYSI S SN: 15-103084
STORM -RAIN LIN6 8(START WS£ STA 15~68. 59 IS 1300. ]9) LATERAL 8-2 TO CB k
~ 100-YGAR S10RM SvBNT
STATION INVERT OEPTH W.S. Q VEL V&L &NERGY SUPER CRITICAL NGT/ HAS6/ ZL NO AVBPA
ELEV OP PLOW EL£V NSASI GM.SL. ELEV D6PTH DIA ID NO. PIEA
/ s~ SF
AV6 HF NORM
08PTH ZR
~ •~
E~e~
3015 rr~
46 ur
ere~w
1300
12 ~~«<u~a~~«:«~~«~u««u:«
0
533 1104
620 3
'1 `
uu~u
93 O
l<5
6 u«:
~:u
1101
3'13 u~~~~r
0
00 ~rr:~::~
]35
0 e ««ai:
1
50 ~~»~«~u
0
00 u
0
00 ~~~~
0 ~.u•
0
00
. . .
.
. .
. . . . . . . .
0 .35 0.16541 .021306 0.01 0.310 0.00
3015 l9 3300 3) 0 531 5100.i03 3 ~ 6 61 0 6~8 1301.381 0.00 0)35 1 50 0 0~ 0 00 0 D.00
1 a .~s o.issai .oies~a o.oi o.3io o.ao
3016 .OB 1300.22 0.550 3100.]]0 3.'! 6.29 0.615 1301.385 0.00 O.i35 1.50 0.0~ 0.00 0 O.DO
.
. 0. 24 016541 .016396 0.00 ~.310 0.~0
~ 3016 .33 1300.26 0.5]0 3104.830 3.'! 6.01 0.560 1101.39D 0.00 0.'!35 1.50 0.0~ 0.00 0 0.00
13. 06 0.01559 .015305 0.18 ~.SJO 0.00
~ 3038 .38 1300.95 0.90 1301.019 3.9 6.01 0.560 1101.599 0.00 0.]35 1.50 0.00 0.00 0 0.00
~ 25 .85 0.01554 .0143~~ 0.3J 0.5)0 0.~0
3059 .23 1300.05 0.590 ~31~1.439 3.] 5.]3 0.509 1101.948 0.00 0.]35 1.50 0.00 0.00 0 0.00
8 .69 0.0155< .0126]4 0.11 O.SJO 0.00
~ 3062 .92 1100.98 0.611 1101.595 3.'I 5.9) 0.66< 110].059 0.00 0.]35 1.50 0.0~ 0.00 0 0.00
4 .26 0.01554 .011083 0.05 0.5>0 0.00
lO61 .20 1101.05 0.634 1101.605 3.] 5.21 0.422 1302.10'I 0.00 0.)35 1.50 0.00 0.00 0 0.00
~ 2 .69 0.01554 .009036 0.03 O.SlO 0.00
1069. 09 1101.09 0.65] 1301.'l49 3.'J 9.9J 0.383 1102.133 0.00 D.'!35 1.50 0.00 0.00 0 U.00
I 1. 55 0.01559 .008551 0.01 0.500 D.00
~ 30'11 .39 1301.12 0.681 1101.)9] 3.] 9.)9 0.349 1102.196 0.00 0.]35 1.50 0.00 0.00 0 0.00
~ 0. '!0 0.01559 .00]518 0.01 0.5]0 0.00
10]2. 09 1101.13 0.'/0] 1301.039 3.'1 9.51 0.316 1102.150 O.DD O.J35 1.50 0.00 0.00 0 0.00
0. 21 0.01554 .006602 0.00 0.5~0 0.00 mLICENSEE: O
~ 4 R.B.P. 6 ASSOC. - SADI DIBGO POS15P PAGS 3
WATER SURPACB PROPIL6 LISTING
HARVESTON TPACl 3193'1 S10RM UMIN Nri1RAU LZC ANALYSI S .1N: 15-SOlOB4
S'IC)RM ORAIN LSN6 8(START N56 STA 35~68. 54 IS 3300. ~9) LATBRAL 6-] 'lYl CB p
100-YEAR STOAM SV6Nt
$TATIO N INVERT -EPT11 N.S. Q VEL VEL ENERGY SIIPER CRITICAL NGT/ BA58/ ZL NO AVBPR
~ ELEV OP FLOW ELEV HEAD GRD.EL. ELEV DEPTH OZA ID N0. PIfiR
L/ELSN
•~.. ~««. 50
~~. ~.. «<
.....:::.::~ ~~«.. e~ ~~.~~~ e~ ~~ ~ ~ SP AVE
~ua«~u.rr. ~ HP
««u«««
~u« NORM DEPRI
«.u«~u ~. ~u~u ~ ~~
~~ ~«
u.«~~. ~. 2R
.....
«~. '
.~:.•
10]2 .1U 1101.13 O.135 1101.865 3.~ 4.30 0.28] 11~3.153 0.00 0.'!35 1.50 0.00 0.00 0 0.0~
~ wnul, exanxxcs o.oo
10'13. 30 1101.13 O.136 1101.066 3.] 9.39 0.385 1103.151 0.00 0.]35 1.50 0.00 O.OD 0 0.00
6Y-AAULSC JUMP p.00 ~
~ 10"12. 30 1101.13 O.i35 1301.865 3.] 9.30 0.28'! 1102.153 0.00 0.]35 1.50 O.OD 0.00 0 O.OOm
AARVSSTON TAACf 33431 S10RM URAIN HYDMI]LIC ANALYS IS .TN: 15-lOlUBi
51VItM DMIN LINB 8(START NSE STA 15~60 .54 IS 1100 .>9) LATERI+i. 6-l ]V CB p
100-Y¢AR S1tlRM EVENT
i
~
~
1001 .41 .I N C H E . R
1005 .00
1~0'l .iB . I N C H 8 . R
1008 .5'l . I N C H E . R
3009 .95 . S P C H E R
3011 .34 . I H C H B R
1013 A3 . I W C A E R
3014 .11 . I N C A 8 . R
1015. 49 . I N G H& . R
3016. 80 . I W C &H . R
lO1B. I4 . I W C E H . R
1019. 65 . I N C E H . R
3021. 04 . I N C E H . R
\~ v
Page 2 of 3
,
I ~ 084SD-E2.OUT
~ ^ 1022.42 . I W C 8 R . R
1023.81 . I W C S H R
~ 1025.19 . I N C 6 H . R
1026.SB .
102~.96 . ~
1029.35 I W C B H R
' 3030.93
1032.13
1033.51
103a.89
1036.38 ~ ~
103].66
' 1039.05
1040.43
3041.82
1043.20
106<.59
3045.90 ~ ~
' 304'I.36
1D4B.]5
1050.13
1051.53 '
1052.90
lOSa 29 I w C 6 H R
1055.6'1
1 105].06
1050.99
3059.83
1063.22
1062.60 . ~
1063.99 I W C S H R
I 1065.3J
1066.)6
1068.14 . 3 N C E H. R
1069.53
1000.91 . I N C B A. R
SO'I2.30 .. . . . . . . W C 8 N . R
~ 1098.29 1098.12 3099.36 1099.59 1300.U3 1100.46 1100.B9 1101. 33 1101.>6 1102 .20 1103.63
Noz85
1. GLOSSARY
i I = INVERT SLEVATION
C • CitITICAI DBPTH
W . WATER SURPACS ELEVATION
N ~ HEIGHT OF CHANN&L
& . ENEAGY GAADe LINB
% . NRVES CROSSING OVER
' B- BRIOG% HNTRANCB OA EXIT
Y. NISS~ SNIAAIiCB OR BXIT
2. STATIONS FOA POINTS AT A JOMP MAY NOT BE PLOTTED E%ACTLYCD
~
'
~
~
~
~
~
\~~
~ _ _
~
Page 3 of 3
~
084SD-E3.DAT
0
T1 HARVES'NN 1RACf 3243'1 STORM OPAIN HYDRAULIC ANALYSIS JN: 15-10100<
T2 STUPN -RAIN LINE E(START WS& STA 14.95.68 IS 1100.361 LA]'ERAL E-3 TO CB #03
T3 300-YEAR S1VRM EVENT
50 10U2.96109].9] 18 .019 1100.36
R 1~1~.211100.56 18 .034
R 1D3'1.'133100.98 18 .014
W2 1B 2
SH 10
CD 10 9 1.50
m za a 2.00
CU 30 4 2.So
Cv 36 4 ].00
CD 42 4 3.50
~~
\~
Page 1 of 1
~
~ 084SD-E3.OUT
mnr.re: s/ ~/zoos
TIME: 9• B
POS35P
~ WATER Sf~&PACE PAOFILE -(]IANNEL pBPINITION LISTING PAGE 1
, CARD 56Cf ORi NO OP AV6 PIBR NESGHT 1 HASE ZL ZA INY Y(3) YQ) Y(3) YIU Y(5)
CO-& NO TYPE PI Y(6) YIO) Y(8 ) Y19) Y(10)
ERS NIOTH DIAMETER WIDTH DROP
m 10 4 1.50
m 24 4 2.00
C9 30 9 2.50
, C- 36 < 3.00
CD 42 4 3.50 m -0
< P 0 5 1 5 P
PAGE NO
3
NATBft $UAPAC6 PAOPILE - TITLE CARO LISTINC
I HEADING LINE NO 1 IS -
NARVE5IUN TRACf 3243'/ S1VRM DRAIN HY-RAULIC ANALYSIS JN: 15-103089
H&AUING LINE NO 2 IS -
S1VRM DRAIN LINE E(START W58 STA 14t95.68 IS 11D0.36) LATEAAL 6-3 TO CB p
' HEADING LiNB NO 3 IS -
100-YEAR STOPM EVENT pp -0
> P 0 5 1 5 P PAGE NO 2
I WATBR SNtPAC6 PROFILB
- BLSM&NT CARD LIS]'ING
`
ELEM6NT NO 1 IS A SYSTEM OllTLET
U/5 MTA STATION INVERT SECE N$ SJ,~r
1002.96 109'1.9'1 10 ~ 1.1D
Ei..EMBNT NO 2 IS A RSACN • +
' U/S DATA STATION INVBRT SECE N AApIUS ANGLB ANG PT MAN H
303].21 1100.56 1B D.014 0.00 0.00 0.00 ~
ELQAElTT HO 3 IS A REACtl • ~
f
U/5 DATA STATZON
INVBRT S&Cl N PAOTUS ANGLE ANG PT MAN H
103].]3 1300.98 18 0.014 . 0.00 0.00 0.00 0
, ~^.~&VT NO 4 IS A~WALL SNTIWICE
t
ll/5 DATA STATION ZNVERT SECf
PP
103].]2 1100.90 10 0.200
ELEMENT NO 5 IS A SYSTETf HEADWOARS •
U/5 MTA STATION INVERT SCCf W 5 ELBV
' 103J.>2 1100.98 18 0.00
NO ~IT ERAOPS 2NCOUNTERID-RMIPUTATION IS NOW BSGINNING
^ NARNING N0. ]~• - WATER SUAPACE SLfiVATION GIVEN IS LSSS THAN OR 6QUAL5 INVERT ELEVATION IN HOMR~S , N.S.ELCV ~ INV +-C
ERROR lff55AGE N0. 2- WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQOALS INVERT ELEVATION IN OTLTUS , W.S.ELEV = INV a UC p~,1CEN5EE: R.H.F. 6 a
oA5500. - SAN OIEGp POS15P PAGE 1
WATBR SNtPAC6 PROPILE LISTING
~ HARYE5IVN TRACf 3343'! S'IORM pRAIN HYDRAULIC ANALYSIS ~1N: 15-101084
S]YIRM DRAIN LIN6 E(START NSE STA 14~95.60 IS 1100.36) LAT6RAL 8-3 '1C~ ~ p
100-YENt 5'lORM EVE[If
STATION INVERT OSPTN N.S. Q VEL VEL EYERGY SUP&R CRITTCAL HGL/ BASE/ ZL NO AVBPR
OP PLO%
HEAD GAD E
1,8V
UEP1'8 O ND
I uu
L/ELEM SO SP AVB HP NORM OSPTH
.....~
~ •~u~~~~..
....~~~~u~u«.~.«<««..««u
~........ .~.~~u..
..
ZR
e....~:~ ~~u•
1002.96 109'1.91 0.565 1090.535 B.6 14.12 3.09'1 1101.632 O.DO 1.1J6 1.50 0.00 0.00 0 0.00
~ 2.03 0.391]5 .0810]] 0.16 O.tr60 0.00
3004.99 1098.36 0.581 1098.921 8.6 13.59 2.866 1101.18'1 0.00 1.136 1.50 0.00 0.00 0 0.00
3.19 O.1B1'15 .0]220] 0.16 0.460 p.OD
' 300].10 109B.'!4 0.603 1099.390 8.6 12.9J 2.613 1101.953 0.00 1.136 1.50 a.00 0.00 0 0.00
1.83 O.10ll5 .063J95 0.12 0.460 0.00
lOD9.00 1099.0) 0.629 1099.693 8.6 13.36 2.311 1102.063 0.00 1.336 1.50 0.00 0.00 0 0.00
1.53 O.1B1'IS .055653 0.09 0.460 0.00
, 1010.53 1099.35 0.64'1 1099.993 0.6 11.~8 1.155 11~3.168 0.00 1.136 1.50 ~.DO 0.00 0 0.00
1.29 0.181]5 .09BB96 0.06 O.i60 0.00
1011.83 3099 58 U 6!1 3300 252 B 6 13 24 1.963 1303 214 0 00 1 136 1 50 0
00 0 00 0 O OU
1 1.11 0.101'IS .0429]9 0.05 0.960 . 0.00
3013.93 1099.'1B 0.696 11D0.4J8 8.6 l~.ll 1.'IB1 1102.259 0.00 1.136 1.50 0.00 0.00 0 0.00
0.9< O.1B1~5 .03~~95 0.0< 0.460 D.O~
, 1013.8'1 3099.95 0.'!22 1300.6'16 B.6 30.31 1.620 1302.296 0.00 1.136 1.50 0.00 0.00 0 0.00
O.B1 D.181~5 .033250 0.~3 0.q60 O.DD
1014.60 1300.30 0.]69 1100.850 8.6 9.]4 1.4t3 11~3.333 0.00 1.136 1.50 0.00 0.00 0 0.0U
~/
. 0.69 0.191~5 .a293'!8 0.02 0.q60 0.00 1
\~
Page 1 of 3
~
~ 084SD-E3.OUT
~ 3015.3"I 1100.23 0.]'IB 1301.004 B.6 9.29 1.J39 1302
3a3 0
00 1
136 1
50 0
. . . . .00 0.00 D 0.00
0.59 O.1B1'!5 .035006 0.02 0.460 O.OD
1015.96 1300.]3 0.808 1101.141 8.6 B
B6 1
218 1102
359 0
00 1
136
. . . . . 1.50 O.OD O.DD 0 O.DD
, 0.49 O.18P5 .022]66 O.D1 0.460 0.00 mLIC ENSEE: o
9 R.B.P. 6 ASSOC. - SAN ~IEGO POS1 5P pp~g 2
NATER SllRFACB PROPIL6 LISLING
HARVE5ICIN TAACf 3263] 51VRM DRASN HriIRAU LIC ANALY5I 5 .1N: 15-103084
51VRM ~RAIN LINE E(START WSS STA 14~95. 60 IS 1300. 36) LATERAL E-0 TO CB p
, 100-YSAR S'IYIPM EVENT
STAT20N Ztit~RT ~EPTR W.S. q VID, VEL ENERGY SUPER CRITICAL HGT/ eASE/ ZL NO AVBP&
ELCV OP Pf/~N ELEV HEAD G3tD.EL. ELEV D6PTN OIA ID N0. PIER
L/ELEM SO SP AV6 HP NORM OEPTN ZR
"
fe • ••`
**
`*'*f•`
** ••
tt t'
e `
e• • **t*
•• ••~'••••• •• Y***
• •
"+
** '
~ 1O16A5 1100*92 OeB90
1101*263
B*6 8`N 1•106 1303e369 O
DO 1136 1•S t • •
. O O
00 0
00
O O
DD
~ 0.62 0.30ll5 .p]0302 0.01 ~A60 0.00
3016.0'I 1100.50 O.B'!3 1101.3'12 8.6 8.05 1.00~ 1102.3~9 0.00 1.1J6 1.50 0.00 0.00 0 0.00
' 0.34 O.1B1]5 .O1'1'l~< O.U1 O.a60 0.00
101].21 3300.56 0.909 1101.469 B.6 ~.6] 0.919 3102.383 0.00 1.136 1.50 0.00 0.00 0 0.00
2.16 0.02040 .016504 0.06 O.BSD 0.00
' 3019.3] 1300.60 0.915 1101.519 B.6 ).61 O.B99 1102.418 0.00 1.136 1.5~ 0.00 0.00 0 0.00
8.59 0.02048 .01538~ 0.13 0.850 0.00
103~.96 1100.t8 0.953 1101.'13J 8.6 ].35 O.B16 1103.549 0.00 1.136 1.50 0.00 0.00 0 0.00
' 9.BJ 0.02046 .01365fi 0.0> 0.650 0.00
1~32.83 1300.88 0.994 3101.9'14 B.6 6.93 O.143 1102.61) 0.00 1.136 1.50 0.00 0.00 0 0.00
3.95 0.02090 .0121a3 0.04 O.BSO O.OD
~ 3035.'1B 1300.96 1.U3~ 1301.9]'1 8.6 6.60 0.6)5 1303.652 0.00 1.136 1.50 0.00 0.00 0 0.00
1.49 0.020<B .U30826 0.02 0.850 0.00
1031.2'! 11D0.9'1 1.004 1102.055 8.6 6.29 0.614 1102.669 O.D~ 1.136 1.50 O.DO 0.00 0 0.00
' 0.95 0.03048 .0096]9 0.00 0.050 0.00
103].]2 1100.98 1.336 1103.116 8.6 5.99 0.55] 1102.6'13 ~.00 1.136 1.SD 0.00 0.00 0 0.00
NALL Qt1RANCE
o.oo
103J.t2 1100.98 1.13'1 1102.11) 6.6 5.98 0.556 1102.6~3 0.00 1.136 1.50 0.00 0.00 D 0.00
~ xmw.in,xc s une o.oo
103'I.'i2 1300.98 1.136 1302.116 8.6 5.99 0.55'I 1302.6]3 0.00 1.136 1.50 0.00 0.00 0 0.0000
HARVE5IVN TRALT 3243'1 SSURM OPA IN HYDAA ULIC ANALTS IS JN~ 15-SOlOB4
SRORM OMIN LINe 6(START WSE STA 14~95 .68 IS 1100 .367 L ATERAL E-3 TY) CB p
' 100-YEAR STORM h^JE[.S
3002.9fi .I N . C .y . . . . g . . .. R
30~3.fi'1
1004.38
,
1005.09 :
I W C
H
E
R
3005.80
1006.53
iaov.aa . x N C N E . R
ioo~.s3
1008.64 . _
' 3009.39 i P C 8 8 R
3010.05
1010.'!6 I w C H 8 . R
1013.9]
1012.SB . I w C N E . R
101I.B9
3013.60
I
p
C
H
8
R
, 301<.31 I N C H B A
3015.02 I N C H E R
SO15.]3 . I N C H E . R
1016.96 . I N C H E . R
lO1J.15 . I W C H 6 R
lO1J.B6 . I N C H e . R
1 1018.5J I W C H 8 R
1019.Z8
1019.99 . I N C A & . R
1020.69
1021.9D
1022.11 . .
1022.fi2
~ 1033.53
ia~a.~a
ioaa.ss
iaas.bs . /'(~
1026.30
102~.08 \~Y
1 SO]0.]9
Page 2 of 3
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084SD-E3.OUT
ioze. so . t x c n e . a
1029. 21
1029. 93
3030. 63
3031. 34
So33. oa
1033. Y5
1033. a6 . i w C H E. R
3039 .1~
303G. BB
3035. 59
3036. 3D . I W C N E. R
303) .~1
3030 .03 . I NC H E. R
109).9) 1~98.49 1098.91 1099.38 1099.85 1300.32 110U.Y9 1101.26 3101.'I3 1302.30 1103.61
N 0 T fi S
1. GIASSARY
S = INVERT ELEVATION
C • CAITICAL D6PTH
G . NATER SNtPAC& ELEVATION
N = NEIGHT OP CHANNEL
8 • ENERGY GRADE LIN6
% . CNNES CROSSING OV6R
B • HRIDGE INfRT1iC8 OR ~[IS
Y= WALL ENTRTNCB OA IXIT
2. STATIONS FOR POINTS AT A JUMP HAY NOT BE PLOTTED E%ACTLYm
/~
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084SD-F.DAT
, 0
T1 NARVE51'ON TRACl 3243'1 STORM DAAIN HYDAAULIC ANALYSIS N: 15403084
T3 STORM DAASN LINE P(BAC~ONE SYST5M)
T3 100-YEAA STURIA SVENT
SO 1004.6'I1096 .13 24 1090.38
R 100J.431096 .28 24 .013
, R 1029.151D9~ .39 24 .013 55.31
R 3032.50109Y .56 24 .013
.l% 1036.151098 .24 SB 18 .013 l.l 1098.UJ 2].55
R 1100.OO11U1 .51 10 .013
A 112].381302 .18 10 .013 15.81
R 123d.811304 .'19 18 .013 20.55
' R 1333.31110> .19 18 .013
R 1368.651108 .05 18 .033 9D.00
A 13]2.621108 .15 18 .013
SA 18
CD 18 4 1. 50
cn aa a a. oo
cu 3o a a. so
, CO 36 4 3. 00
CO 42 4 3. 50
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084SD-F.OUT
' ~DATE: 5/31/2005
TIME: 11:38
P0515P
xxTER SOx[+xCe PxOPILE - l'HWII16L OEPINITION LISTIxG PAGE 1
CARD 58Cf CfOi NO OP AVE PffiA H6IGHt 1 BASe ZL ZA SNV Y(1) Y(3) Y(3) Y(1) Y(5) YI6I Y(]) Y(B) Y(9) Y(SO)
' COOE NO TYPE PIERS NI~TH DIAMETEA WIDT9 OROP
CO 18 9 1.50
CD 24 9 3.00
Cn 30 a 2.50
CO 36 6 3.00
, CD 42 4 3.50 pp a
o P 0 5 1 5 P PAGE NO 3
WATER SURPAC6 PAOPILE - TITLE CARD LISTING
HEADING LIN6 NO 1 25 -
, HARVSSSVN TRACf 3243'1 51CIRM DMIN HY~AAULSC ANALYSIS .)N: 15-lO1DB9
HEADING LINE NO 3 T& -
S1'ORM DRAIN LINB P(BACRBONE SYSTEMI
~ HEA~ING LINE NO 3 25 -
100-YEAA STORH EVENf m <
n P 0 5 3 5 Y PAGE NO 1
' WATER SUitPACE PROFILS
- Q.6HENT CNto LISTNG
•
ELEM6NT NO 1 IS A SYSTBM OUTL2T
II/5 DATA STATIDN INVBRS 56CE N S ELEV
1004.6'1 1096.13 24 1098.38
EL&1&NT DIO 2 IS A RSACN • •
'
' U/5 DATA STATION INV6RT SECf
N RAUIUS ANQ.6 ANG PT MAN H
100'1.43 3096.28 24 0.013 0.00 D.DO 0.00 0
Q.EHSNT NO 3 IS A REACH • ` •
U/S ~ATA STATION INVFRT SECE N RADNS ANdE ANG P'I MAN H
~ 1029.:5 309'1.39
24 0.~13 0.00 55.31 0.00 0
' e
ELBMBN'I NO 4 IS A RSAqi
U/S DATA SiATION INVBRT SECE N PAUIUS ANCLE ANG PT MAN H
1033.50 309~.56 24 0.013 0.00 0.00 0.00 0
ELEMENT NO 5 IS A .NNCfION • • ~ • •
U/S ~ATA STATION I[NERT SECf LAT-1 LAT-d N Q3 Q4 INVERT-3 INVEHT-4 PIfI 3 PNI 4
' 1036.15 3098.3< 18 18 0 0.013 t.l 0.0 1098.03 0.00 2].55 0.00
EL5!ffiiT NO 6 IS A REACH
t
'
l1/S DATA STATION INVERT
SECf
N AADIUS ANQ.B ANG PT MAN H
1100.00 1101.51 1B 0.013 0.00 0.00 0.00 0
, ELEMENT NO ~ IS A REA61 + '
`
U/5 ~ATA StAtION INVeRT
56Cf d AAUIUS ANGLS ANG PT MAN H
112'I.30 1302.18 1B D.013 0.00 15.01 0.00 0
ELSM&Sf NO 0 IS A REACH •
U/5 ~ATA STATION INVERT
SECT
N AAUIUS ANGLE ANG PT MAN H
' 1232.81 1309.]6 18 D.013 0.00 20.55 O.OD 0
•
'
ELEMENl NO 9 IS A AElQ3
U/S DATA STATION INVBRT SECE N RADIUS ANQ.E ANG PT MAN H
1333.31 130'1.19 18 0.013 0.00 0.00 0.00 0
ELEMENI' NO 10 IS A RBAOt • ~ ~
, U/5 DATA STATION INV5RT SBCE N PAUIUS ANGL6 ANG PT MAN H
1368.65 1308.05 1B 0.013 0.00 90.OU 0.00 0
SLSM&iY NO 11 IS A ftBAIX ' • •
U/S DATA STATION INVERT S6CE N RADIUS ANGLE ANG PL MAN H
13'I2.B2 ilOB.15 1B 0.013 0.00 0.00 0.00 0
' t
EL&M2NT NO 12 IS A SYST&M HSADWOA%S
U/S MTA 5'IAiION INVERT SBCf W 5 6LSV
13'I3.82 1108.15 18 0.00
NO 80IT EPAORS BNLOUNTEREO-COMPUTATION IS NON BEGINNING
•• WARNING N0. 2'• - WATER SURFACE ELEVATION GIVEN IS LE55 THAN 00. EQpALS INVERT ELEVATION IN HDWKOS , W.S.ELEV = INV t DC mLICENSEE: R.B.E. c o
4 ASSOC. - SAN DI6G0 POS15P PAGE 1
, XAtER SNtPACB YROFILE LISTING
HARVE51C1N TRACT 32<3'1 S1'(1PM OHAIN HYOPAULIC AW~LYS25 .TN: 15-101004
5'I9RM OItAIN LINe P(BACP.BONE STSTIII)
S00-YEAA STOPM EVBN't
STATION INVERT ~EPTFI N.S. Q VEL VEL ENERGY SIIPER CRITICAL llGT/ BA SE/ ZL NO AVBPR
' HLSV OP PLOW HLEV H8A0 GRD.EL. Q.EV -EPT11 DIA IO N0. PIER
L/ELEM SO SF AVE 8P NORM OEPSH
•~ u u~r r r~~~ss:~r u r~ u r~u~~~~~a r ru~r~ee«wuu r~r ~~tu~~~~r~ ~~r ~r ~ u~ r u~s ~ r r~~~~ ~~ ~~u u r~~«u r
rsru~u
u r r r« ZR
««eu~
~ r re~•
1006.6'1 1096.13 1.126 109).256 25.5 1~.03 3.055 1100.309 D.00 1.~~4 3.00 0.00 0.00 D 0.00
' 3.'!6 a.05~35 .039061 D.09 0.900 0.00
300~.43 3096.3B 1.136 109'1.61< 35.5 13.8) 2.989 110U.403 D.00 1.]'14 3.00 0.00 0.00 0 a.00
~
, 2.)1 0.05110 .033163 ~.09 1.000
SO30.1< 1096.<3 1.193 109].561 25.5 13.14 2.931 110D.493 0.00 1.'1]6
2.OD
0.00 0.00
0.00 0
0.00 \~
~ Page 1 of 3
I 1 _
084SD-F.OUT
'
io.ee
o.osiio .aaaeq i.ooo o.oo
~ 1021.U3 1096.9'1 1.189 1098.163 25.5 13.10 2.664 1100.82] 0.00 1.'1J4 2.00 0.00 0.00 0 0.00
, 8.13 0.05310 .02'1294 0.33 1.000 0.00
, 1029.15 109].39 1.238 1096.626 35.5 12.<9 2.421 3301.0<9 0.00 1.]i9 2.00 O.DO 0.00 0 0.00
3.43 0.04956 .434913 0.09 1.010 0.00
I 1032.50 309].56 1.263 3090.022 25.5 ll.]1 2.314 1101.136 0.00 1.9)4 2.00 0.00 0.00 0 4.00
,
II dVllCf STR 019048 .034319 0.12 0.00
1036.15 109B.2i 1.044 1099.284 18.4 1<.O1 3.049 1103.333 D.00 1.455 1.50 0.00 0.00 0 0.00
' 0.95 0.05121 .D44309 0.04 0.990 0.00
' 103].10 1098.29 1.045 1099.334 10.4 13.98 3.036 11D2.3'10 0.00 1.955 1.50 D.00 0.00 0 D.00
24.39 0.05121 ~041643 1.02 0.99~ 0.0~
1061.<6 1099.54 1.093 1100.639 18.4 13.33 3.]61 1103.389 0.00 1.A55 1.50 0.00 0.00 0 0.00
~ 34.55 0.05121 ~03]465 0.55 0.990 0.00
10i5.99 1300.28 1.194 11~1.<2< 18.4 13.'13 3.511 1103.935 0.00 1.455 1.50 0.00 0.00 0 0.00
9.t) 0.05121 .033]OS D.33 0.990 0.00
, SOBS.t6 11D0.]8 1.301 1101.902 30.6 1].1] 2.]61 1104.263 0.00 1.455 1.50 0.00 0.00 0 0.00
6.90 0.05121 .0305]4 0.21 0.990 0.00 mLIC£NSEE: <
4 R.B.F. 4 ASSOC. - SAN DIFGO POS1 5P PAGE 3
NATER SURPACS PROPILS LISTING
HARVE51'ON TAACC 3243'! STORM DPAIN H]'~RAULIC TNN.YSIS N: 1 5-101084
S10RM -RAId L INE P (&ICRBON6 SYSTQA)
' 1DD -YEAR STORM EVZYf
STATION INVE&T -EPTH N.S. Q VBL '1PL ENERGY SUPEA CRITICAL HGf/ OASE/ ZL NO AVBPR
EL¢V OP FLOW ELEV H6AO GRD.EL. ELEV OEYS]t OIA IO N0. PIER
' eL/ELEM~« .. .~..~. ~..~~~~u ..r~..... ««~~u«r r..e.:. SP AV6. ~.~r~p.... .......~ ~~~~~~..N01iM U6PTH ~~r..u o...... .~..~.. .~i. :....
1093.66 1301.13 1.266 1303.900 18.9 11.56 2.0]9 1104.4)< 0.00 1.455 1.50 O.OD 0.00 0 0.00
4.89 0.05121 .02012i 0.14 0.990 0.00
' 309].50 1303.38 3.39J 1302.~25 18.9 11.03 1.BB5 110I.610 0.00 3.455 1.50 0.00 0.00 0 0.00
2.50 O.D5121 .02J051 0.0'1 0.990 Q.00
1300.00 11a1.51 3.455 1102.965 SB.4 10.5D 1.)13 1104.6]0 0.00 3.455 1.50 0.~0 ~.00 0 0.00
, 3.]5 0.0394t .028513 0.11 1.500 0.00
1103.Y5 1101.60 1.500 1103.302 18.9 10.¢1 1.684 1109.'l86 0.00 1.455 1.50 0.00 0.00 D ~.00
Z3.63 0.0244'! .03034~ 0.'12 1.500 0.00
I33).3B 1103.18 1.»8 1103.958 18.9 30.41 1.686 1305.642 0.00 1.455 1.50 0.00 0.00 0 0.00
' 105.43 0.02920 ~~30603 3.23 1.500 0.00
12J2.01 1109.]4 2.614 110'1.35< 18.9 10.41 1.604 1109.030 0.00 1.955 1.50 0.00 O.DO 0 0.00
100.50 0.02430 ~U30603 3.00 1.500 4~00
, 1333.31 110~.19 3.26] 1110.43'I 18.4 10.41 1.604 1112.121 0.00 1.655 1.50 0.00 0.00 0 0.0~
35.34 0.02433 ~03D683 1.09 1.SD0 0.00
1360.65 1108.05 3.000 1113.050 18.4 10.41 1.689 1113.592 0.00 1.955 1.50 0.00 0.00 ~ 0.00
' 4.1'1 0.03398 ~030683 0.13 1.500 0.00
13'l2.B2 1108.15 3.836 3111.986 18.9 10.41 1.684 1113.6~0 0.00 1.455 1.50 0.00 0.00 0 O.OOm
HARVE5IUN TPACl 3243] S1VRM DRAIN HYDAA ULIC ANALYSIS JN: 15-101084
S10RM OPAIN LINE P IBACI~ONE SYS'1'EM)
' 10 0-YENi S]ORM EV6N'1'
1004. 6'1 .I N CH . 6 . . . . . . . .. R
1013. 18 .I W C H E ~ R
1019. 90 . I W C H 6 - R
103]. 21 1 W C N E R
, 1a39. '13 I N CH E R
1~i3. 34 . I ii CH C ~
1099. )5 . I N% 5 ~ R
1p5J. ]6 . I N% B ' R
1064. J8 ~ I W X C ~ A
lOl]. ]9
' 30]9. 00 I NCH E A
lOB~. 3] 1 Wa B R
3099. 83 . 1 Na E ' R ^
1102. 39 . I N% E . A (~.~J
1109. 06 1 %N s ~ R \
~~~
111J. 3~ I Y 5 R
, 1129. BB
i 1 Page 2 of 3
,
~ 084SD-F.OUT
. iiax.aa _ x cxw a . x
1139.91
11<].42
1154.94
116].45 . ~
1169.96
' 11]].98
1189.99
1192.50
1200.01
120J.53
1215.04 . ~
, 1222.55
1230.0]
123].50 . 2 % N 6 . R
1245.09
1252.61
1260.12 . ~
126].63
, 12]5.15
12B2.fi6
1290.1)
129].69
1305.30 . ~ ~
1312 Jl
' 1330.23
132J.J4
1335.25 . I % N E . R
1342.]p
1350.28
135~.]9 . .
, 1365.31
13'12.BZ I % W E. R
3096.13 109].BB 3099.64 1101.39 1303.15 1304.90 1306.65 1108.41 1110.16 1113.92 1113.61
' N O T S S
1. GLOSSARY
I . SNVERT Q.EVATION ~
C ~ CRITICAL DEPTH
W = WATER SLAFACB 818VATION
tl = IfEIGNT OP CBAt~EL
' 8 = ENEAGY GRADE LINE
X ~ Cf1AVE5 CROSSING OV6R
B~ BAI~GE ENTRANCB OR SXIT
Y~ NALL ENTRANCB OR EXIT
2. STATIONS FOR POINTS AT A JOMP MAY NOT HE PLOTTED E%ACTLY[A
'
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084SD-f1.DAT
0
T1 HARVE5IVN TRACf 3243'! STORM OMIN HYDRAULIC ANALYSIS .1N: 15-lOlOB4
T2 51VRM ORAIN LINB P(START W56 STA 3036.15 IS 109938) LAIBRAL P4 TO C0 p02
T3 100-YEAR STORM EV~l1'
SO lOp3.383098.>8 18 .014 1099.28
R 1018.531102.45 18 .014
R 1030.431103.16 18 .014
W8 18 2
SH 18
CO 10 4 1.50
LV 39 4 2.00
CO 30 4 2.50
CD 36 9 3.00
m 43 9 3.50
\~~
Page 1 of 1
,
lJ
084SD-F1.OUT
mDATE: 6/ l/2005
TIME: 9:2]
POS15P
NATER SllRPACE PROPSLS - CtlANNEL DEPINITION LISTING PAG6 1
, CARD SECf CIW NO OP AVE PIEN HEIGHT 1 BA56 ZL ZR INV Y(1) Y(21 Yl3) Y(47 Y(5) Y(61 Y(0) Y(0) Y(9) Y(10)
COOE NO TYPE PIERS WIDTH -IAM&iER WIOTH OAOP
CO 1B 4 1.50
CO 29 9 3.00
CO 30 4 3.50
, CO 36 4 3.~0
CD 42 4 3.50 O]
4 P 0 5 1 5 P PAGE NO 3
NA'fEA SURPAC6 PAOFILE - TITLB CARD LISTING
1 HEADING LINB NO 1 IS -
HAAVESTON TRACf 3]43] STUPM DRAIN HYOPAULIC ANALYSIS .1N: 15-lOlOB4
HEAOSNG LINE NO 2 IS -
' STORM OMIN LINE P(STARt NSE STA 1036.15 IS 1D99.201 LATBPAL F-1 RC1 CB k0
H£AOING LINE NO 3 I& -
100-YEAR STOAM EVENT ' m
4 P 0 5 3 5 P PAGE NO 2
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WATER SURPAC6 PROPILE' - 82.eMHNT CARD LISTING
&LEME.Vf NO 1 IS A SYSTEM OITf'LET '
U/5 ~ATA STATION INVERT SECf W 5 ELHV
3003.30 1098.'18 18 1.09
6L@tENT NO 2 IS A REA61 • • '
U/5 MTA STATION INVERT SfiCE N RT.~SUS ANGLE ANG M MAN H
1018.53 1302.95 18 0.019 0.00 0.00 0.00 0
EL@IENT NO 3 IS A RBAQi • • •
U/S DATA STATION INVERT 56C1 N RADIUS ANGLB ANG PT MAN N
3030.4] 1303.16 iB 0.014 0.00 0.00 0.00 0
SLSMENT NO 9 IS A NALL ENTRTNC6 •
11/5 DATA STATION INVBRS SECf PP
1030.42 1303.16 10 0.200
nr.vvENT NO 5 IS A SYSTEM HEnDNORRS • ~
ll/5 DATA S2ATION INVERT SECf W 5 fiLEV
3030.92 1303.16 10 0.00
NO mIT ERRORS QlCOIINTBR&0-COMPUTATION IS NOW BEGINNSNG
• XARNZNG N0. ]•• - NATER SIRtPACE ELEVATION GIVIIi SS LESS THnN OR BQlSALS INVERT ELEVATION IN ImNImS, N.S.ELEV = INV ~ UC
ERROR MESSAGE N0. 2 - NATEA SUREACE ELEVATION GIVEN IS LE55 THAN OR EQt1ALS INVERT £LEMTION IN OTLTUS~ W.S.ELEV - TNV ~ DC OD LICENSEE: A.B.F. 6
4 ASSOC. - SAN OISCA POS15P PAGE 1
WAT6R SURPACE PROPILE LISTING
RARVESIVN TRACf 3243) 510RM ORAIN HY-AAULIC ANALYSIS JN: 15-301081
STORM DRAIN LINS F(START WSE STA 1U36.1 5 IS 3099.281 LATEAAL P-1 1V CB #0
100-YEh3 S]ORM EVHNI
STATION INVBRT O&PTTi N.S. 4 YEL VEL CNERGY SUPER CRSTICAL H4T/ 0AS&/ 21 NO AVBPR
&LEV OP PI/JN Q.EV HEA- GRU.EL. BLEV DEP1H ~IA IO NO. PIBR
B/ELEMe«
• • u.s~«...
.. .»...~.t.~.~~uuu«~:~iui. u.... «SP AVE.
u ... NF..«...... «.~...r~ NORM -EPTH.
• ~~ ~~.r• e.`r~~~ r~:«~: ....~..... ..«~•
1003.38 1098.]B 0.51'! 3099.39] 8.8 16.33 4.139 1103.436 0.00 1.148 3.50 0.00 0.00 0 0.00
1.01 0.2422a .12233a 0.12 0.430 0.00
1004.39 1099.02 0.522 1099.596 8.8 36.06 a.ooa 1303.SSU O.OD 1.14B 3.50 0.aa 0.00 0 0.00
2.65 0.3623< .112156 0.30 O.a30 0.00
100].04 1099.6'1 0.541 1100.20] 8.8 15.30 3.63] 1303.844 O.OU 1.148 1.50 a.oo 0.00 D 0.00
2.ll 0.]a214 -098334 0.21 0.430 a.00
1009.21 1100.19 0.560 110D.]51 8.8 11.59 3.30'! 1304.058 0.00 1.148 1.50 0.00 0.00 0 0.00
1.t9 0.342d9 -OB6261 0.15 0.430 0.00
3011.00 1100.63 O.SB1 1101.30'1 8.8 13.93 3.011 1104.218 O.OU 1.198 1.50 0.00 0.00 0 0.00
1.52 0.24224 ~0~5'123 0.12 0.430 0.00
1013.52 1100.99 0.603 1101.595 B.B 13.3'1 2.'136 1104.331 O.DU 1.148 1.50 0.00 0.0a 0 0.00
3.29 0.2<32< .066961 0.09 0.430 0.00
3013.81 11~1.31 0.63< 11U1.930 B.B 12.66 3.909 1104.419 0.00 1.148 1.50 0.00 4.00 0 0.00
1.10 0.24224 .058]29 0.06 O.C30 4.0~
3014.91 1101.5'! 0.696 1103.220 0.0 12.0] 2.263 1104.483 0.0~ 1.198 1.50 O.D~ o.o0 0 0.00
0.95 0.34334 .051219 0.05 0.430 0.00
a
-0
-0
3015.86 1101.80 ~.6'!0 1102.4J9 B.B 11.50 2.055 1104.539 0.00 1.1<B 1.50 O.OD 0.00 0 0.00 (y
a.e~ 0.24226 .045010 0.0< 0.430 0.00 `~~
Page 1 of 3
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084SD-F7.OUT
' 1016.68 11a2.00 0.695 1102.698 B.B 1U.9"/ 1.8>0 1306.560 0.00 1.148 1.50 O.OU 0.00 0 0.00
0.~1 0.24224 ~~39500 0.03 0.430 0.00
101~.39 1303.1] 0.~21 1102.896 B.B 10.45 1.696 1304.593 0.00 1.148 1.50 0.00 0.00 0 0.00
' 0.61 0.24224 .039898 0.02 0.430 0.00 O]LICENSEE : a
a A.H.P. 4 ASSOC. - SAN OTEGO POSSSP PAGE 3
WATER SURPAC6 PAOPILE LI STING
NARVES'rtlN TRACf 3263) S'1CIRM ORAIN F[Y~AAU LIC ANALYS IS JN: 15-lO10B6
STORM ~RASN LINB P(START XSE STA 1036.1 5 IS 1099. 28) LATERAL P-1 TO ~ k0
' S00-YEAR S'ICIRM EVEN'f
SiAiION INVERT DEPTH N.S. Q VEL VEL ENEAGY SUPER CRITIGL HGT/ BASE/ ZL NO AVHPR
ELEV OP PLOW 6LEV NEAD GRD.EL. ELEV D6PTH DIA ID NO. PIER
L/ELOA SO SP AVE HP NORM DEPTN ZR
' '~1018AO ef1102e32f e••0*949*•1103`092 "••e•8'B•• ••9.9]"•*1393e •110<'619• t•0 Aat •••L198"`•"•+'~` ••1•SO• eff0•O~t• U'OU• •'0'• ~U.DO
0.53 0.34224 .030109 0.03 0.430 D.00
1018.53 1102.45 0.))8 1103.228 B.B 9.50 1.403 1106.630 0.00 1.198 1.50 0.00 0.00 ~ 0.00
' 1.29 ~.059]1 .028025 0.04 0.630 D.00
1019.03 1102.53 0.~90 1103.31'J 0.8 9.32 1.399 1109.666 O.OU 1.148 1.50 0.00 0.00 0 0.00
~ S.]0
1022.52 0.05991
1102.69
0.821 110J.509 0.8 .025600
8.89 1.22~ 0.0]
1104.]36
0.00 0.630
3.148
1.50
0.00 0.00
0.00
0
0.00
2.14 0.059]1 ~a2265B 0.05 ~.630 0.00
1029.66 1103.83 0.053 11~3.669 B.B B.4'1 1.116 110<.)B3 0.00 1.348 1.50 0.00 0.00 0 0.00
' 1.'10 0.059]1 .030033 0.03 0.630 0.00
3036.36 1102.93 0.00'1 1303.004 B.B B.DB 1.019 1306.810 0.~0 1.198 1.50 0.00 0.00 0 0.00
1.31 0.059'1l .O1'!'!06 O.D2 0.630 0.00
, 102'1.6] 1103.00 0.924 1103.920 B.0 ].]0 0.930 1304.840 0.00 1.148 1.50 0.00 0.00 0 0.00
1.04 0.05911 ~015690 0.02 0.630 0.00
1028.'l1 1103.06 0.963 1109.020 B.8 ].35 0.838 1304.858 0.00 1.148 1.50 0.00 0.00 0 0.00
0.'I6 0.059~1 ~013933 0.01 0-634 0.00
' 1029.4'l 1103.10 1.003 1104.10'1 B.B '1.00 0."161 1104.06B 0.00 1.140 1.50 0.00 0.00 0 0.00
~ 0.54 a.059]1 .032306 0.01 U.630 O.UD
1030.01 1103.13 1.04~ 110<.183 0.8 6.68 0.692 11D4.0'14 0.00 1.168 1.50 O.DO O.D~ 0 O.OD
, 0.30 0.059'li .013053 0.00 0.630 0.00
1a30.31 1303.15 1.095 110<.2<9 0.8 6.3t 0.630 1104.8]9 0.00 1.148 1.50 0.00 0.00 0 a.OU
0.11 0.059]1 .009892 0.00 0.630 D.DO mLICENSEE : Y
< R.B.P. 4 ASSOC. - SAN OIEGO P045P PAGE 3
' WAT6[t SL~APACB PROPILE LISTING
HARVES'NN TRACf 3)93'1 S1pFN DRAIN HYOPAII1IC ANALYSIS JN: 15-103004
51VRM ORAIN LSNE P(STARt NS8 SfA 1036.15 IS 1~99. 30) LATERAL P-1 1V C8 p0
S00-YENt 5'NItM BVBMf
STATION INV¢NT DSPTH N.S. Q VEI. VEL ENERGY SUPER CRITICAL NGL/ BASE/ ZL NO AVBPA
' BLEV OP PLOW ELEV ABAII GRO.H.. ELEV D6P]H DIA IO N0. PIER
L/ELSM
«~~uu~ 50
~~~ ~ ~ e~~e~
~r~~~~~u~u~~ u ~ uu~~e~e«« SP AV8
~~«~~ ~~~««:. HP
e.e~ ~ e~:u
u«<~~ NORM OEPT11
~«~~u~~~er ~ ~ ~e~ee
xx~e~ex
::~u~«~ ZR
~ ~u~
:~u
ue~•
1030.42 1103.16 1.190 1304.300 B.B 6.06 0.5'!1 1304.8'19 0.00 1.148 1.50 0.00 0.00 0 0.00
, NALL ENTAdNCE 0.00
3030.<3 1103.16 1.149 110<.3~9 B.B 6.06 ~.5'!0 1304.8'J9 0.00 1.140 1.50 0.00 0.00 0 0.00
HYOMULIC SN1P 0.00
' 1030.42 1103.16 1.148 1309.308 B.B 6.Ofi 0.5"il 1104.9"19 0.00 1.198 1.50 0.00 0.00 0 O.OOm
HARVE5IUN TRACI 3293] STORN ~RAIN HYORAULIC ANALYSIS JN~ 15-303004
S]'ORM DRAIN LINE P(START XSH STA 1036 15 IS 1099 .28) LATEAAL P-1 ]V CB RO
S00-Y6AR SNRM EVBNT
' 1003. 38 .I N C A E . R
1003. 93
100G. 48 . 3 N C H E . R
1005. 04
1005. 59 . , ~
' 3006. 14
3006. 69
100J. 29 I N C H E A
100~. ]9
1008. 35 . ~ ~
100B. 9o . ~ ~f -
~
~
I , 1009 A5 . I W C H 8 . R (
ioio. oo
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~o~o. ss
1011. 11 . I N C H E . R
1011. 66
ioia. zi
1012. 96 . I N C H B . R
1033. 31 ~
3013. 86 . I W C H E . R
1019. <2
3019. 90 . I N C d e . R
iass. s~
iais. o~ . x w c x z . a
1016. 62
1019. 10 . I W C H E . R
1D19. 93 . I N C 8 6 . R
1018. 28 . I N C H 6 . R
1018. 63 . I W C N 6 . fl
1019. 38
1019. 9i . I N C H 6 . R
1020. <9
3031. 04
1021. 59
lo2z. va
1022. 69 . I N C N E . R
1023. 25
1023. 00
1W9. J5
3024. 90 . I B C H 6. R
1025. 95
30]6. ~1
1W6. 56 . I N C H 6. A
103'1. 11 . '
1031. 66
1028. 21 . I N C N E. R
1018. '16 . ' I W C H E. R
1029. 32
1029. 0] . I N C H E. R
1030. 42 . I N C A 8. R
3098.)0 1099.39 1100.~0 1300.61 1301.22 11~1.83 1303.14 1103.~5 1103.66 1304.2'1 1104.00
N O T E 5
1. GIQSSARY
I - INVBRT Q.EVATION
C . CRITSCAL DBPTN
W . WATER $llRPACE ELEVATION
N = HEIGHT OP CHANNEL
E ~ SNBAGY GRA-8 LINE
% - CURV85 CROSSING OVQt
e- ORIOGE SNTRWCE 0& 8%I'f
y. NALL ENIRA.YC6 OR EXIT
2. STATIONS FOR POINTS AT A JUHP MAY NOS BE PLOTTED EXACTLYm
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T1 HARV6S10N TRACf 3243'1 S1'ORM -RAIN HYDRAULIC ANALYSIS .1N: 15-101089
T2 S'NPM DRAIN LINE G(BAC~ON6 SYSTEM) STA 9a94.00 - 16+96.93 E%ISTING
23 100-YEAR STORH EVENT
50 994.BOlOB0.91 30 1002.52
R 1030.5'11081.54 30 .013 91.09
R 13'12.09100].61 3~ .013 12.34
.l% 13'16.9130fi1.69 30 .D13
R 1506.803090.53 30 .013 •.69
R 1556.053091.61 30 .013
R 3591.401091.'!6 30 .013 90.02
R 1621.'l01091.90 30 .O1J
A 1616.931092.14 30 .013 6.42
~IX 1681.601092.66 24 18 18.013 1.3 1.41092.4'11093.68 66. '!].
R 1'lB3.353093.21 34 .013
A 1852.511093.50 34 .013 80.06
R 1865.]21093.66 2i .013
R 1806.9]3093.02 2< .013
ws ~a z
sx aa
CO 10 9 1.50
C9 24 4 2.00
cv so a z.so
cn 3s a 3.ao
C~ a2 4 3.50
l~
Page 1 of 1
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~ 084SD-G.OUT
mDATE: 6/ "1/2005
TIME: 9:32
POS15P
WATER SURPACfi PROPILB - CRANN81 O6PINITION LISSING PAG6 1
' CARD SfiCt CIQI NO OP AVE PIER ASIGHT 1 BASE ZL ZA INV Y11) Y(2) YU) Y(4) Y(5) Y16) Y(' q Y(B) Y(9) Y(10)
COOE NO TYPB PIERS W30TH OIAMETER NIOTd DAOP
CO 18 4 1.50
CO d4 4 2.00
CO 30 4 2.50
CO 36 4 3.00
' CD 92 9 3.50 m i
< P 0 5 1 5 P PAG6 NO 3
WATER SUAPACB PROPIL6 - TITLE CMD LISTING
, H8A-ING LINE NO 1 IS -
HARV8SIVN TAACT 324]> 51UItM DMIN RYURAULIC ANALYSIS .1N: 15-301004
XEADING LINE NO 2 IS -
52VRM DAAId LINE G(OACI~ONE SYSTEM) STA 9~94.BD - 16~]fi.93 EXISTING
t XEADSNG LINE NO 3 IS -
10~-YEAR STOAM EVENT ~ <
o P 0 5 1 5 P PAGE NO 2
~ WATER SN2PA`8 PROPILB
- ELEMENT CARD LISTING
EL@A&lI NO •
1 IS A SYSTBM OIITf.el'
U/S NTA STATION INVERT SECE N 5 ELEV
99<.BO 3000.91 30 3081.5]
ELEM&Vf NO 2 IS A REACH * ' •
' U/5 ~ATA STATION INVERT SECE N MUIUS ANGLB ANG PT MAN N
103D.5"! 3001.5< 30 0.013 0.00 91.09 0.00 0
ELQAZVf NO 3 IS A REACH • ~
U/5 DATA STATION INVERT SECl N RAONS ANGLE ANG P'l MAN H
13v].~9 1081.61 30 0.013 0.00 13.36 0.00 0
' ELEMINI NO 9 IS A JUNCtION ' . + ' * •
U/S WTA STATION INVERT SECf LAT-1 LAT-2 N Q3 Q4 INVCRT-3 INV&RT-4 PHI 3 PHI G
13~6.91 308].69 30 0 0 O.O1J 0.0 0.0 0.00 0.00 ~.00 0.00
ELEMENT NO 5 IS A RSACH • .
U/5 ~ATA STAiION INV6NT SECl d AAIJIUS ANGLB ANG PT MAN H
' 1506.8~ 3090.53 30 0.013 0.00 <.69 0.00 0
ELHMBNT NO 6 IS A REA61
t
t
U/5 DATA STATION
INVERT SECE N RAONS ANQ.E ANG PT MAN H
1556.05 3091.61 30 D.013 0.00 0.00 0.00 ~
, II.EMEN'f NO ) IS A R6ACH • .
U/5 OATA STATION IHVERT SECE N PAOIUS ANGLE ANG PT MAN H
3591.90 1091.'!6 30 0.013 0.00 9D.03 O.DO 0
fiLEMBNT NO B 25 A REA~i • • •
U/5 OATA STATION
INVQti 56Cf N PAOIUS ANGL6 ANG PT MAN H
' 16]1.]0 3091.9~ 30 0.013 0.00 0.00 0.00 0
ELEM6NT NO 9 ZS A AEA6~ `
e •
U/5 DATA SfATION INVERS SECE N PAUIIIS ANGLE ANG P'f MAN H
16]6.93 3092.19 30 0.013 0.00 8.42 0.00 0
ELEM@IT NO 30 IS A JUNCTION ~ • ' ' * •
•
' 11/S DATA STATION INVE.QT SECf LAT-1 LAT-2 N Q3 qC INVERT-J INVERT-6 PHI 3 4HI 9
1681.60 1092.66 24 1B 18 0.013 1.3 1.4 1092.4] 3093.68 66.00 ]].00
ELQAEN'I NO 11 IS A AEACN
U/S DATA STATION INVHRT S6CE N RADIUS ANGLB ANG Pf MAN N
1~83.35 1093.21 24 0.013 0.00 0.00 0.00 Om o
, 4 P 0 5 1 5 P PAC6 NO 3
WATER SURPACfi PROPILE - 6L6M@lT G1R- LISTING
m.v.MeNT NO 12 IS A REACY • ' •
U/S DATA STATION INVBRT SBCE N RADIUS ANGL6 ANC Pl MAN H
' 1852.51 3093.SB 29 0.013 0.00 BB.06 0.00 0
BLEMENT NO 13 IS A REAIX
U/S DATA STATION INVERT SECl N RADIUS ANGLE ANG PT MAN N
1865.]l 3093.66 26 D.013 0.00 0.00 O.OD ~
8L8MENT NO 14 IS A REACH *
t
f .
' ll/S -ATA 52ASION INVERT SECf N AAI]IUS ANQ.E ANG PT MAN H
1886.9) 3093.93 24 ~.013 0.00 0.00 0.00 0
ELatEN'L NO 15 IS A NALL SNTRANCB
U/5 DATA STATION INVERT SECL FP
3886.9) 1093.82 24 0.300
'
ELQAENT NO
16 IS A SYSTEM HSADWORRS . `
U/S ~AiA STATION INVERS
1886.9'1 1093.0] 56Cf
]4 W 5 ELCV
0.00 ~/~
NO 8-IT ERRORS ENLGllMPEREO-COMPIIY'ATION I& NOW BEGINNING \
~` WARNING N O. 2"- WATER SU RFACE ELEVATION GIVEN IS LE55 THA N OR EQUALS INVEAT ELEVATION IN H~W%D5 , W.S.ELE V = INV ~ DC m LICENSEE: R.9.F. s o
~ o ASSOC. - SAN OISGO POS15P PAGB 1
WATER SNiPAC£ PROPIL6 L25TSNG
Page 1 of 5
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084SD-G.OUT
' HAAVE5IVN TRACC 3343] S'lY1RM DRAIN F[l9RAULTC ANALYS IS .1N: 1 5-lOlOB<
STORM DRAIN LINE G(BACRBONE SYSTEM) STA 9~99.80 - 16+96.93 8%ISTING
lOD -YBAR SNRM EV&NT
STATION INVEHT OEP1H N.S . Q VEL VEL SNERGY SUP2R CRITICAL HCf/ 0A58/ ZL NO AVBPA
, ELEV OP Pf/JF ELE V HEM GAD.EL. ELEV ~EPTH -IA 20 N0. PIEA
L/Q.Q1
a.«..~e~: 50
»«~uu
uu~.r u
~»~~~
:~~:~v
uwxue
.eae:~~r. SP AVE
~~~:~:~~~ AP
~~.. r r«re
.eee~e~~ NORM GEPTN
~. ~uu«~u.e....
...~r ~
~~:u... 2R
.. r...
eee~
«~.•
994. 80 1080.91 1.006 1081. 916 10.6 1D.06 1.5'13 lOB3.989 a.ao 1.4fi2 2.50 0.00 0.00 0 O.OU
' 35. ]] 0.01]61 ~O1'1823 O.6C 1.006 0.00
1030. 5'1 1091.54 3.003 lOB2. 563 18.6 30.10 1.SB5 1009.128 0.00 1.462 d.SD 0.00 0.00 0 0.00
210. )2 0.01]]) .O1)911 3.'1] 1.0~3 0.00
' 12<1. 29 1085.39 1.003 1006. 28B 18.6 10.30 1.585 308'!.B'13 0.00 1.462 ].50 0.00 0.00 0 0.00
]D .53 0.01>)) ~016359 1.29 1.OU3 0.00
1311 .82 1086.54 0.992 1U8~. 531 10.6 10.25 1.631 1D89.163 0.00 1.463 2.50 0.00 O.U~ 0 0.00
, 60 .2'1 0.01)'!i ~019910 1.20 1.003 0.00
13]2 .09 SOB'1.61 0.958 lO8B. 560 10.6 S0.'IS 1.'l93 3090.361 0.00 1.463 3.50 0.00 0.00 0 D.OD
NiCf 6TR 0.01660 .021450 O.1D 0.00
~ 13]6 .91 308'I.69 0.952 3088. 643 38.6 10.83 1.822 3090.964 0.00 1.<62 3.50 0.0~ a.00 0 0.00
19 .69 0.02106 .021643 0.43 0.950 0.00
1396 .60 3000.12 0.953 1009. 0]3 18.6 10.82 1.810 1090.891 0.00 1.462 2.50 0.00 0.00 0 0.00
82 .30 0.02186 .0302'll 1.6'1 U.950 0.00
' 19)8 .90 lOB9.92 0.98'1 1090. 90'I 18.6 10.33 1.653 1093.560 0.00 1.962 3.50 0.00 O.DO o o.oo
2] .90 0.02166 .~1]>BB 0.50 0.950 0.00 '
1506 .80 1090.53 1.039 1091. 554 10.6 9.89 1.50] 1D93.056 0.00 1.962 2.50 0.00 0.00 0 0.00
' 9 .61 0.02193 .0160~2 0.15 0.950 0.00
1516 .41 1090.]9 1.043 1091. '109 16.6 9.59 1.42'1 3093.211 0.00 1.963 2.50 0.00 0.00 0 0.00
12 .46 0.02193 .014566 0.18 0.950 0.00
' 1520 .80 3091.01 1.093 1092. 095 18.6 934 1.29] 3093.392 O.DO 1.<62 2.50 0.00 0.00 0 0.00
8 .53 0.02193 .012]95 0.11 0.950 0.00 O~LICENSEE: e
o R.B.P. L ASSOC. - SAN -IECA 1'OS15P PACE 2
WATER SURPAC6 PROPILB LI SLING
HAR VESTON 1'FACf 3243J &1VAM ORA IN HYIIRAU LIC ANALYS SS JN: 1 5-301084
1 51VRM OPAIN LIN¢ G(~CR80NE SYST8M1 STA 9~94.80 - 16+96.93 E%ISTING
100 -Y6M 5]'OAN EV@lt
STATION INVERS DEPTN W.S. Q VEL VEL II16RGY SUPER CAITICAL NGT/ OASE/ ZL NO AVBPR
Q.EV OP FIAN SL6V HEAII GAD.EL. ELEV DEYfH OSA 20 NO. PIeR
'
.
../.~..~....
•
...~.~..~ »~~.~ .... ...... ...... ....«. ...~..u. «SP`AVB.
u u. .....~•.... ....~~~~ ..~~~~~ NORM`DBP9H
uu uu• ....... ........ ~.~.~.. ..... .....
153] .40 3093.20 1.121 3092. 322 1B.fi 8.~2 1.180 1093.502 0.00 1.463 2.50 0.00 0.00 0 0.00
6 .10 0.03393 .01129) 0.0] 0.950 0.00
' 154J .50 1091.3< 1.163 1092. 498 18.6 8.31 1.0]] 1093.5]1 0.40 1.962 3.50 0.00 0.00 0 0.0~
~ ~ 9 .95 O.U219J .009893 0.04 0.950 0.00
15~] .95 3093.43 3.20'I 1092. 639 38.6 ).92 0.9>9 1093.613 0.00 1.962 3.5o D.00 0.00 0 0.00
' 3 .d1 0.a219J .008]09 0.03 0.950 0.00
1551 .1] 1091.50 1.253 3092. ]56 18.6 'l.55 0.886 1093.662 0.00 1.463 2.50 0.00 0.00 0 0.00
2 .28 ~.03193 ~OOl6')0 0.03 0.950 0.00
' 1553 .45 3091.55 1.301 3093. 854 18.6 ].30 O.fi06 1093.660 0.00 1.462 3.50 0.00 0.00 0 0.00
3 .53 ~.03193 ~006159 0.41 0.950 0.00
1554 .98 1091.59 1.351 1093. 930 18.6 6.B] a.J32 1093.6')0 0.00 1.462 2.50 0.00 0.00 0 0.00
, 0 .05 0.0319J .~05961 0.01 0.950 0.00
1555 .fl3 1~91.61 1.404 1093. 009 18.6 6.55 0.666 1093.6'IS 0.00 1.462 3.50 0.00 0.00 0 0.00
0 .22 0.0219J ~005261 0.00 0.950 0.00
1556 .05 1~91.61 1.462 1093. 0]2 18.6 6.29 a.609 3093.6>6 0.00 1.462 2.50 0.00 0.00 0 0.00
, iD .32 0.00434 .00<69] 0.05 1.534 0.00
1566 .3'1 1091.65 1.523 1093. 3~5 10.6 5.95 0.549 3093.'1]4 0.00 1.962 1.50 0.00 U.QO 0 0.00 /~
/ Un
I 25 .03 0.00424 ~OOa316 0.11 L53a o.oo ~~Cl
~ 1591 .60 1091.~6 1.533 1093. 293 18.6 S.B9 0.539 3093.833 0.00 1.462 2.50 0.00 0.00 0 0.00
Page 2 of 5
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23. SB 0.0066] .009448 0.10 1.49] 0.00
1614. 98 1091.8'1 1.492 3093.361 10.6 fi.09 D.5]5 1093.936 0.0~ 1.462 2.50 0.00 0.00 ~ 0.00
HYDAAUL IC JUMP 0.00 mLICENSEE : a
4R.B.P. fi ASSOC. - SAN ~I6CA POS1 5P PAGE 3
WATEIt SIIAPACE PROPILE LI STINC
HAR VES'NN TRACf 3143'1 SIORM URAIN [[YO&AULIC ANALY5 I5 JN: 15-101089
STDAM URAIN LIN& G(HACRBONE SYSTEM) STA 9~94.80 - 16~]6. 93 E%ISTING
S00 -YEAR STORM PV¢N1'
SfASION INVEAT DEPTH W.S. Q VEL VEL BNERGT SIIPER CRITICAL HGT/ HASE/ ZL NO AVBPR
£LHV OP FWN II.EV HEAO GRD.SL. ELBV D6PTN ~IA ID NO. PIER~
L/eLEM
.~u.e
... 50
eeee~uu
.r~~~~~~u
~~:~~~r:e~e
.eee..e
«:~.~~~ SP AVE
~~~ee~~~~ HP
:a~~~~~u
u W..e. NOAM ~BPTH
....uru.~~~«uau
u.r..
......~e ZA
~:.::~
~i~::
~~:.
1614. 90 1091.8) 1.395 1093.259 18.6 b.b6 0.690 1093.9~4 O.DU 1.662 3.50 0.00 0.00 0 0.00
6. ]2 0.00962 ~DO585< 0.0< 1.392 0.00
1621. ]0 1D91.90 1.305 1093.285 18.6 6.66 0.689 1093.9'1< 0.00 1.463 2.50 0.00 0.00 0 0.00
6. 98 0.00939 ~00615'1 0.09 1.522 0.00
1638. 69 1091.93 1.393 3093.2'13 18.6 6.92 0.)44 1094.01'1 0.00 1.963 2.50 0.00 0.00 0 0.00
9. 55 0.00934 .006095 0.0'1 1.522 0.00
1638. 23 3091.9] 1.293 3093.265 18.6 '1.36 0.010 3099.083 0.00 1.463 2.50 0.00 0.00 0 0.00
9. 'li 0.00434 ~00]029 0.08 1.522 0.00
164~. 94 1092.01 1.245 3093.259 18.6 i.61 0.899 1094.158 0.00 1.463 3.50 D.00 O.DU 0 O.UD
9. 91 0.00439 ~OOBB85 0.09 1.533 0.00
165]. 85 1092.U6 1.300 1093.35'! 18.6 '1.98 0.990 1094.24'! 0.00 1.a62 2.50 0.00 0.00 0 O.OD
9. 55 0.00639 ~01009~ 0.10 1.523 ' 0.00
166'1. 40 109].10 1.156 1093.355 18.6 0.3] 1.OBB 1094.343 0.00 1.963 3.50 0.00 0.00 D 0.00
9 .53 0.00434 ~011682 0.11 1.523 0.00
16'l6 .93 3092.14 1.115 1093.255 10.6 B.18 1.190 3099.953 0.00 1.962 2.50 0.00 0.00 0 0.00 -
JUNCI bTR 0.11135 .009402 0.04 0.00
1681 .60 3091.66 1.<3B 309<.098 15.9 6.50 0.6]1 3099.t69 0.00 1.938 ].DO 0.00 0.~4 4 0.00
6 .09 0.00541 .006236 D.04 1.S61 0.00
16B] .69 1a91.69 1.50< 1099.190 15.9 6.2] 0.630 3096.800 0.00 1.438 2.00 0.00 0.00 0 0.00
54 .96 O.OOSIl .005659 0.31 1.56] 0.00
1'142 .65 109].99 1.562 1099.553 15.9 6.0< 0.56) 1095.119 0.0~ 1.438 2.00 0.00 0.00 0 0.00
40 ."IO 0.00541 .0~5426 0.22 1.562 0.00 mLICENSEE: 4
4 N.B.P. F ASSOC. - S AN DIE'(~J POS 15P PAG6 6
WA?6A SIIAPACE PROPILE LI STING
tIAR V851ON TRACI 3]43~ STORM DRAIN HYDRAIILIC ANALYS IS SN: 15-103004
SSVR11 DRAIN LINS G(HALT~ONE SYSY01) STA 9~99.00 - 16.]6 .93 EXISLING
100-YEA& 51VRM EVENT
STATION INVERi OEPTA X.S. 4 ~ ~ E~RGY SISPER CRITICAL HGT/ BA58/ ZL NO AVOPR
ELBV OP PIAN PS.EV HEAD GM.EL. ELEV OEPTH ~IA ZO NO. PSER
`L/ELQA... ...5~.». .......» ..«........ ..«..... ......« .SP+AVE. ....NP.... ...... .:....... NORMeU&PTH. ..: ... ........ ..ZR.. ..... ....
1)83 .35 1093.33 1.563 109~.]]2 15.9 6.04 0.56'! 1095.339 0.00 1.438 2.00 0.00 0.00 0 0.00
48 .32 0.00535 .0~5399 0.26 1.St0 0.00
Sfi31 .6J 1093.4'I 1.S10 3095.038 15.9 6.01 0.561 1095.599 0.00 1.430 2.00 0.00 0.00 ~ 0 0.00
20 .fi4 0.00535 ~005368 0.11 1.SJ0 0.00
1052 .51 1093.50 1.5~0 1095.150 15.9 6.01 0.561 1095.)11 0.00 1.630 2.00 0.00 0.00 0 0.00
13 .21 0.00606 .0054'14 0.0'1 1.990 0.00
1065 .'12 1093.66 1.543 3095.203 15.9 6.12 0.581 1095.)89 0.00 3.630 2.00 0.00 0.00 0 0.00
9 .90 0.00'153 .OOSB94 0.03 1.3fi3 0.00
18J0 .62 1093.'10 1.1Y2 1095.169 15.9 6.<2 0.639 3095.000 0.00 3.430 3.00 0.00 0.00 0 O.OD
HYDAAULIC ~IIMP 0.00
18)0 .62 1093.'10 1.3'/0 1095.06'1 15.9 6.93 O.i46 1095.013 a.00 1.438 3.00 0.00 0.0~ 0 0.00
6 .48 0.00]53 .00~423 0.05 1.363 0.0~
1B]] .10 3093.]5 1.3~5 1095.121 15.9 6.90 U.'140 1095.861 0.00 1.438 2.D0 O.DO 0.00 0 0.00
9 .B] 0.00'153 .D~69B1 0.0] 3.363 0.00 ~o~~
~(I/
3086 .9] 3093.02 1_438 1095.258 15.9 6.58 0.6]1 1495.929 0.00 1.938 2.00 U.00 D.00 0 0.00
Page 3 of 5
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084SD-G.OUT
WALL ENTRANCE
SB06.91 1093.82 1.439 1095.259 15.9 6.5'! 0.6]0 1095.929 0.00 1.438
NARVESION TRACf 3293] 51C1RM DRAIN N]DRAULIC ANALYSTS JN: 15-101089
STJPM ORAIN LINB G(BACF~ONE SYSTCM) STA 9r99.00 - 16+]6.93 EXISTING
100-YEAR 51ClRM EVEN1'
994.80
3005.55
3016.30
103).OS
1039.80
1048.55
1059.29
3010.06
3080.]9
1~91.54
11U1.29
1113.0<
1123.l9
1136.5<
1195.29
ll56.09
1166.J0
11'Il.53
118B.2B
1199.03
1309.'IB
1220.53
13J1.30
12<3.03
1253.J8
1363.53
13]a.3t
iaes.oi
1295. 11
1306.52
131~.3)
i3aa.oa
1338.~]
1349.52
1360.21
13)1.03
1361.'11
139].51
iao3.as
iaia.oi
1924.]6
1U5.51
1446.36
145l.O1
1661.)b
14'l8.51
1609.26
1500.00
1530.15
1531.50
is~~.as
1543.00
1553.'15
1564.50
15/5.]5
1506.00
1596.05
160].50
1610.34
1620.99
1639.'!9
1650.<9
1661.2<
16)1.99
1602.'14
1693.<9
voa.za
1]14.99
S125.]3
1t36.90
199).23
1'I5).90
1'I68.]3
1~l9.48
1t90.23
1800.98
1811.'I3
1833.68
1833.22
1843.9~
1854.12
1865.9]
1806.22
1886.9]
I W C HE
I W C HE
I W C H6
I N C %
I W C HE
t x c x e
x x c e a
o.oo
z.oo o.ao o.oo 0 o.oom
I N C i@
I W C %
I W C 03
x w c x
I N C E A
I N C 6 H
I WC 6 H
I W C E H
I NC E H
I % E H
I X 6 H
I % 5 FI
I % & H
I CW E H
I X 6 H
I % 6 H
I % E N
I WC B H
I NC E H
I WC 8 H
x wc s x
I W C e H
I N C SH
I % HB
I % H8
I % HE
I CYI HE
R
R
A
R
~l[
0.
A
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
R
~l[
A
A
A
I CW HB . R
I CW Ne . R
I CN HE . R
I % H6 . R
lOB0.91 3082.41 1083.91 1D95.92 lOB6.9d 1088.42 1009.91 1091.42 1091.9J 1094.43 1095.93
N 0 T 8 S
1. GLOSSARY
I ~ INVGHT ELSVATION
~~
Page 4 of 5
084SD-G.OUT
C = CRISICAL OEP1'N
W = WATER SURPACE BLHVATION
H - HESGH'f OF CHANNeL
& . ENERGY GPAD6 LINB
X = CU0.VE5 CAOSSING OVBR
H= BRIDG6 ENfRANCE OR E][IT
Y~ WALL ENTRTNCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP HAY NOT 9E PLOTTED EXACTLYO]
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Page 5 of 5
084SD-G1.DAT
0
T1 HARVE5IVN TRACT 32<3] 51'bPM ORAIN HYDRAULIC ANAI.YSIS JN: 15-103089
T3 STOFM ~RAIN LIN6 G(START WSE STA 16481.60 IS 3094.107 LATERAL G-1 10 CB %15
T3 S00-YEAR STORM EV6NT
50 1002.321092.4) 18 .O1< 1094.10
R 1041.5]1092.6] 1B .014
WE SB 2
$fl 10
m 1B 9 1.50
CD 24 4 1.00
CD 30 6 2.50
CU 36 ~4 3.00
CD 42 4 3.50
~~v
Page 1 of 1
084SD-G1.OUT
6~DATE: 6/ ]/20D5
TIMB: 9:38
POS15P
PATER SURPACS PAOPILE - CBnNNBL DCPINITION LISTING PACE 1
CAAD 58CT CkiN NO OP AVE PIER HEIGMf 1 BASE ZL ZR INV Y(11 Y(2) Yl3) Y14) Y15) Y(6) Y(l) Y(B) Y(91 YQO)
CODE NO TYPB PIERS WIOYH DIAMETBR WIDTH DROP
CD 10 9 1.50
CO 34 4 2.00
C9 30 9 2.50
CD 36 4 3.00
CD @ 9 3.50 m -0
y F 0 5 1 5 P PAGE NO 3
WATER SURFACB PROPILS - TITLe GIHD L25TING
HFJ~OING LINE NO 1 IS -
HARVESTON IRACf 3343'1 SfORM ORAIN HYDRAULIC ANALYSIS JN: 15-101084
HEApING LINE NO 2 IS -
STJPN DRAIN LIN6 G(STA1tT NSE STA 16~01.60 SS 1094.10) LATERAL G-1 ]O CB #
HEADING LINB NO 3 IS -
100-YFAR STOPl1 EVENT ~
o P 0 5 1 5 P PAGe NO ]
NATBR SIIRPACE PROPSLE - ELSMBN'[ CARD LISTING
EL&~IENT NO 1 IS A SYSTEM OU1'LEf '
*
ZNVERT S6CE N 5 ELEV
ll/S DATA STATION
lOD2.33 1093.§'! le 1.09
8L0NENT NO 2 IS A RSACH ` `
BCE N
RA~IUS
ANGLB
ANG P'f MAN 8
U/S DATA STATION INV6RT S
1~41.52 3092.6'J 18 0.014 ' 0.00 ~.00 0.00 0
BLSMEN'f NO 3 IS A wALL ENTRANCB
U/5 DATA STATION INVSRT SECf PP
1011.53 1093.6] 10 0.200
wrwnEN? NO 4 IS A SYSTEM HGADNORRS '
U/5 DATA STATION INVERT SECE N S~"~
1041.52 3093.6~ 1B 0.00
NO EDIT 6RROP5 SNCOUNTEReO-COMPUTATION 25 NON BEGINNING
2`• - WATSR SURPACe ELEVATION GSVEN IS LE55 SHAN OR E4~N~S INVBRT ELEVATION IN FIDilFaS,
NA[tNING N0 W.S.EL EV . INV ~ DC
.
2- WAPEA St1RFAC£ ELEVATION GIV¢N 25 LE55 THAN OR EQOALS INVEAT ELEVATION IN OTLTUS,
SAGE NO
ME W.S.EL EV = SNV a DC mL3CCN5EE: A.B.F. 6 -0
.
EAAOR
S
oASSOC. - SAH OI8G0 POS15P PAGS 1
WATBR SURFACE PROPSLE LISTING
HARVE5IVN TRACT 3243'/ 51VAM DRAIN HYOPAULIC ANALYSIS JN: 15-101089
5'fYIRM ORAIN LIlI¢ G(STAAT NSE SfA 16a81.60 IS 1099.30) LATERAL G-1 ]O CB p
100-YEAR 51Vwf EV@i'P
STATSON INV6AT DSPTH N.S. Q V6L VEL ELNENGY SUPB& CRITICAL HGf/ BASS/ ZL NO AVOPR
2LEV OP PLDW ELEV NEAD GPD.EL. ELE'1 OBPTH DIA ID NO. PIER
u~~.~...»m~....rru~......u~~ua~...~u~«~o....r~~SP`A+]¢..~~~~Y««....r~«o»«~~NORM OEPiA. u~.... ...~u~ .~.~.....~ «a:.
1002.33 1093.9] 0.505 1093.9~5 1.0 3.94 0.184 1093.159 0.00 0.505 1.50 ~.00 0.00 0 0.00
2.~9 O.OD510 .005403 0.02 0.5]0 0.00
1005.11 1092.68 0.520 1093.004 1.8 3.31 0.1]0 1093.1~4 O.DD 0.505 1.50 O.OD 0.00 0 0.00
36.41 ~.0a530 ~0a5099 0.19 0.520 0.00
1od1.53 1092.6~ 0.52~ 1093.190 1.8 3.31 0.1]0 1093.360 0.00 0.505 1.50 0.00 0.00 D 0.00
o.ao
wua, sc+rnxxcs
3041.53 1091.6'1 0.5]1 1093.191 1.8 3.30 0.169 3093.360 0.00 0.505 1.50 0.00 0.00 0 0.00
FIYpItAULlC JUMP 0.00
3041.52 3092.6~ 0.505 1093.1"15 1.0 3.99 0.184 1093.359 0.00 0.505 1.50 0.00 0.00 0 O.OOm
HARV65]UN TRACl 3]93] STORM ORAIN HSDMllLIC ANALY515 JN~ 15-lOlOB4
S1VAM ~RAIN LINS G!5'~'~T NSE SfA 1fi~61.60 IS 1094.10) LATERAL G-1 T(1 C9 %
100-YSAR 510RM BVENT
300].33 .I ~ %. B . . . . ~ . .. R
1003. 13
10~3. 92
iooa. ~~
ioos .s~ .i ~u
1006 .32
300'1 .12
300) .93
iooe .va
1009 .53
ioio .3a
iou .ia
iou. sa
ioi~ .~z
1D13 .52
1010 .32
1015 .12
B
N R
\ V~
Page 1 of 2
084SD-G1.OUT
ioss.sa
1016.~2
lOll.S]
1018.]]
1019.11
1019.92
ioxo.~a
iozi.sz
ioaa.3~
1023.12
1023.91
ioaa.~s
ioas.sz
3026.32
la]].12
30]>.9]
ioae.vx
1029.52
1030.32
1031.12
1031.92
ioaz.~z
1033.52
lo3a.33
3035.13
3035.92
1036.J2
303J.52
3038.3]
1039.13
3039.92
1040.~2
3041.52
I W8
1092.4] 1092.64 1093.81 1~93.98 3093.15 1093.32 1093.49 1093.66 3093.83 3094.00 109<.li
N 0 T E 5
1. GWSSARY
I . INVERT BLSVATION
C ~ CRZTICAL DSPTll
N ~ WATER u^URPACH ELEVATION
H . AEIGHT OP CHANNEL
E = ENERGY GRAD6 LINE
% ~ CUAVES CROSSING OVER
B ~ BRIDGE @TItANCE OR EXZT
Y- NALL SNTRANCE OR H%IS
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED E%ACTLYQ]
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T1 NARVE5IVN TRACL 3263t STJRM DRAIN HIDRAULIC ANALY5I5 .1N: 15-101084
S] 5]URM ORAIN LINE G(START WSS STA 16~01.60 IS 3094.10) LATERAL G-2 Y'0 ~ p16
T3 S00-YEAR S]ORM EV@Tf
50 1002.141093.68 1B .014 3096.10
R 1039.331092.66 1B .O1<
N8 10 2
SH 18
C9 18 9 1.50
m 26 4 2.00
C- 30 6 2.50
C9 36 G 3.00
CD 42 9 3.50
~~
Page 1 of 1
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084SD-G2.OUT
~ WDATE: 6/ ]/2005
TIM6: 9:39
POS15P
WAiER SURFACE PROPILS - CNANN&L OePINITION LISTING PAGE 1
CAR- 56Cf CIW NO OP AVC PIER BEIGHT 1 HA56 EL ZR INV Yll) Yf21 Y131 Y(4) Y(57 Y(6) Y OI Y(B) Y19) Y (10)
~ C008 NO TYPS PIeAS WIDTN OIAMEIER NIDTH OROP
CD 18 4 1.50
CD 29 9 3.00
CD 30 4 5.50
CD 36 9 3.00
~ C~ 42 4 3.50 ~ O
O P 0 5 1 5 P PAGE NO 3
FIATER SURPACE PROPILfi - TITLE CAAD LISTING
NEADING LINE NO 3 IS -
' NARV6SRVN TRACL 3243] SIURM DRAIN N]DRAULIC ANALY5I5 JN: 15-SOlOB4
HSA-ING LINe NO 3 IS -
5]C~RM ORAIN LIN6 C(START N56 STA 16~01.60 IS 1094.107 LATERAL G-] TO CB p
~ NPADING LINS NO ] IS -
100-YEAR STOPM EVENT m O
o P 0 5 1 5 P PAGE NO 3
, WATER SURFA:E PROPILE
- ELEMENT CARD LISTING
.
ELSMENT NO 1 IS A SYSTQf OU'fLSI
U/S DATA STATION INVERT 55Cf W 5 61SV
. 1002.19 1093.68 16 1.09
ELEMBNT NO 3 IS A REAO~ • • •
~ U/S DATA STATION INVQ2T 5&CE N RA-IIIS ANGLE ANG PT MAN H
1039.33 1092.66 18 O.Ola 0.00 0.00 0.00 0
tIB AHOVE ELHNENT CONTAIHED AN INVSRT ELEV MHIQf NAS NOT GREATER THAN THE PRSVIOUS INVERT ELeV -NARNING
ELIIAENT NO 3 IS A WALL ENTRANCE
U/5 UATA STATION INVErtT S&Cf
PP
~ 1039.33 1092.66 18 o.la0
e
•
ELEMENT NO 4 IS A SYSTEM RBADWORAS
U/S OATA STATION INVERT SBCT W S BLBV
1039.33 109].66 16 0.00
NO E~IT ERRORS @NCO~NLBR~-COMPVfAYION IS NOW BEGINNING
•• WAPNING N0. 2++ - WATER SURPACB BLHVATION GIVEN tS LESS TRAN OR EQUALS INVERT SLSVATION IN Imi1Rp5 , W.S.&L EV • IN V a pC
,
ERROR l~SSAGE NO. 2- WATEA SORFACE ELEVATION GIVEN IS LE55 TNAN OR E4UAL5 INVERT ELEVATION IN aTLTOS
~ i].S.EL
EV = INV + DC mL -0
ICENSEE: 0..B.F. 6
a ASSOC. SAN OIECA POS15P PAGE 1
WATER SURPACB PROPIL6 LISTING
, HAINESTON TqACf 3143] SRVRM ORAIN HYDRAULTC ANALYSIS JN: 15-1~1006
~ 5]ORM ~AAIN LIN6 G(SfART N58 STA 16+81.60 IS 1094.101 LATERAL C-l 10 CB k
100-YBAR S]UPM EVE.Vf '
~ STATION INVECT OEP1'll N.S. Q VEL VH. ENBRGY SUP6R CItITICN. HG1'/ HASE/ ZL NO AVBPR
EL6V OP PfQN SLHV HSAD GRD.BL. BLEV OE'PlLL OIA ZO N0. PIEIt
i L/¢LEM SO SP AVB HF NORM UEPfH ZA
~ '*1002*14'~1093•68e•••0.519 •1094`199~eV•••`1.9 *•F3e50••'•0.190 e1094•389 ef0'00•'•'0•519•e••fef•ef• ef1.50•e •f0'00•• ~.00•••0• e•0•00
0.0] -.0]~43 .U05252 0.00 0.000 0.00
1002.21 1093.68 O.SaS i099.123 1.9 3.2a a.16) So9a.]90 0.00 0.519 1.50 0.00 0.00 0 0.00
, 0.21 -.02]a3 .0043'15 0.00 0.000 0.00
S00].9] 1093.6~ 0.5'1] 1099.196 1.9 3.0] 0.196 109<.390 0.00 0.519 1.50 O.OU 0.00 0 0.00
0.3a -.02143 .003653 O.OU o.oo0 0.00
' 3002.'!6 1093.66 0.601 3099.264 1.9 ].B'1 0.138 109a.392 D.OD 0.519 1.50 0.00 0.00 0 0.00
0.48 -.02]43 .003U55 0.00 0.000 0.00
1003.34 1093.65 0.631 1096.291 1.9 3.69 0.112 1094.393 ~.0a 0.519 1.50 0.00 0.00 0 0.00
' 0.60 -.03'193 .002561 0.00 U.000 0.00
10~3.8< 3093.63 0.662 1096.295 1.9 3.SJ 0.099 3094.394 0.00 0.519 1.50 0.00 0.00 0 0.00
0.'!3 -.02J63 .002154 ~.DO 0.000 0.00
1004.56 1093 61 0.696 1094.310 1 9 2.3] 0 08! 1094 39! 0 00 0 519 1 50 0 00 0 00 0 0 00
L a.ea -.onu .ooiess a.oo a.ooo o.oo
10~5.39 1093.59 0.)30 1094.323 1.9 2.22 0.0)~ 1099.398 0.00 U.519 1.50 0.00 ~.a~ 0 0.00
0 95 - 03)43 001535 4.40 0 000 ~.00
1 3006.34 3093.5) 0.~6'I 3099.332 1.9 2.09 0.068 1094.900 0.00 0.519 1.50 0.00 0.00 0 0.00
1.06 -.03'143 .001303 0.00 0.000 0.00
10U~.40 309].59 O.BOS 109a.3a1 1.9 1.9J 0.060 1496.4~1 0.00 U.519 1.50 O.OD 0.00 D 0.00
!1~^
Cv~
~ i.ie -.ona3 .ooiiio o.oo a.aoo o.oo \
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084SD-G2.OUT
1008.58 1093.50 0.845 1094.348 1.9 S.BS 0.053 1099.<O3 0.00 0.519 1.50 0.00 0.00 0 0.00
1.28 -.02]43 .000949 0.00 0.000 0.00 mLICENSEE: o
4 R.B.P. 4 ASSOL - SAN DI8G0 PO515P PAG6 2
WATER SURPACS PROPILB LISTING
HARVE5IY)N TRACl 3243"/ StORM DRAIN FIYDAAULIC ANALYSIS .1N: 15-lOlOB<
S10RM DRAIN LINE G(STAIt4 WSE STA 16~81.60 IS 1094.1D) LATERAL G-2 TO ~ p
100-YENt STORM EVSNT
STAiION INV6RT OEP12{ X.S. Q VGL YEL ENERGY SIIPER CRITICAL HLT/ BAS&/ ZL NO AVHPR
EL6V OF PLOW ELEV HSAII GRD.BL. ELEV OEPTH DIA I~ N0. PIER
*L/8LII1.......~.r..~..o....«......~...ur»:...:......::SP*AVE~..~~HF:~......«....e~~~: NORM GEPTH.....~...~~~~~:.:~.~..........r
lOD9.86 1093.4'1 0.888 1099.356 1.9 1.)4 0.04i 1094.6U3 0.00 0.519 1.50 0.00 0.00 0 0.00
1.30 -.03'163 .~OOB16 0.00 0.000 0.00
lOll.l4 3093.43 0.933 1094.362 1.9 1.65 0.042 1094.404 0.00 0.519 1.50 0.00 0.00 0 0.00
1.50 -.03'!93 .000]O6 0.00 0.000 0.00
3012.'J9 1093.39 0.9'19 109<.360 1.9 1.56 0.030 1094.406 0.00 0.519 1.50 0.00 0.00 0 0.00
1.61 -.U2]43 ~000615 0.00 0.000 0.0~
1014.35 1093.35 1.038 1~99.3]3 1.9 1.4'1 0.039 1094.a0] 0.00 0.519 1.SU Y.00 O.OD 0 0.00
1.'ll -.02~43 .000539 D.DD 0.000 0.00
1~16.06 1093.30 1.~Y9 1099.3)'1 1.9 1.40 0.03U 1094.40'J 0.00 0.519 1.50 O.OD 0.00 0 0.00
1.03 -.02~43 .0004]'I 0.00 0.000 0.00
101].89 1093.35 1.133 1094.381 1.9 1.]3 0.02~ 1094.908 0.00 ~.519 1.50 0.00 0.00 0 O.OD
1.94 -.03'!93 .OOOG2] 0.00 0.000 0.00
3019.83 1093.19 1.190 1094.3B5 1.9 1.36 0.025 3099.430 D.00 0.519 1.50 0.00 0.00 0 0.00
3.06 -.o3'la3 .ooa3e) o.oo o.ooo o.oo
1021.09 1093.14 1.299 109a.3fii 1.9 1.21 0.033 109<.430 0.00 0.519 1.50 0.00 ~.00 0 0.00
2.19 -.02'143 ~OO035J 0.00 0.000 O.DO
3039.ae 1093.08 1.311 109<.389 1.9 1_16 0.021 109<.<10 0.00 0.519 1.50 0.00 0.00 0 D.00
3.31 -.a3]63 ~D0033t 0.00 4.000 0.00
3026.39 1093.03 1.3>] 1D96.392 1.9 1.13 0.019 1094.411 0.00 0.519 1.50 0.00 0.00 0 0.00
3.44 -.a3]93 ~000331 0.00 ~.000 0.04
3030.63 3093.95 1.446 1099.394 1.9 1.09 O.O1B 1094.413 0.00 0.519 1.50 0.00 0.~0 0 0.00
1.93 -.02]93 .000352 0.00 0.000 0.00 mLICENSEE: o
O R.B.P. i ASSOC. - SAN DIEGO F~515P YAGS 3
WATEA SURPACE PROPILE LISTING
HARVESIVN TRACf 3263] S'IORM -AAIN HYDRAULIC ANALYSIS .1N: 15-lOlOB4
51VRM ~RAIN LIN6 G(SiAR2 WSB STA 16~01.60 IS 309<.10) LAT6RI+L G-] ]O CB p
10a-YPM 51'bPM EV&If
STATION INVERT DEPTH W.S. Q V~. VEL ENERGY SUPEN CRITICAL NGf/ BA58/ ZL NO AVHPit
dEV OP PWN ELEV NSAD CR-.EL. ELEN D&Plff DIA ID N0. PIER
eL/ELON......5~..~~~~~:~~r~~»~uu~~~:~ .............«...SPeAV6.....~•...r.~~.r~.uo.«. NORM DEP1'A...».............~.......~~.~~
3030.16 1091.89 3.500 1099.395 1.9 S.OB U.O16 1099.413 0.00 0.519 1.50 0.00 0.00 D 0.00
9.5~ -.02'143 .OOOJ)5 0.00 0.000 0.00
pALL BNTRANCS . 0.00
1039.33 1092.66 1.]3B 1099.398 1.9 S.OB 0.018 1099.916 0.00 0.519 1.50 0.00 0.00 0 O.OOm
HARV85'IYJN TRACf J293'1 S'fClitM DAAIN NYORAULIC I~NN.YSIS TN: 15-101089
STOPM OPAIN LIN6 G(SlART W58 STA 16~01.60 IS 109G.10) LAT6PAL G-] 1V CB p
100-YBAR 51VAli SVBNT
1002.14
1001.90
3003.66
3009.42
1005.18
30~5.93
3006.69
100l.45
3008.]1
1008.9'I
3009.l3
3030.49
1011.25
iaia.ai
ioia.»
iois.sz
3014.28
1015.09
I % B H . A
I C N S N. R
I C N B N. A
I C N 8 H. A
I C N B H. A
I C W S H. A
I C X S H . A
I C W B H A
I C W 6 H R
I C N 5 H R
I C N E H R
I C N E N R
I C W B H R
I C N e H R
I C M 8 H
R
y \~
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Page 2 of 3
084SD-G2.OUT
3015.80
1016.56
.
3
C WE
N . R
301].I3
1~18.OB
.
I
C NE
H
. R
1018.09
3019.60
1020.]6
.
I
C
~
R
. R
1021.11
3021.H]
1022.63
.
-
1
C
WE
N
. R
1033.39
3024.15
.
Z
C
WE
H
. R
1039.91
1025.6]
1026.43
.
I
C
HS N
. R
lU21.19
302~.95 .
3028.]0
1029.96
.
I
C
NE H
. R
1030.22
10]0.98
.
I
C
~
. R
1~31.~6 .
ioaa.so
3033.26
303a.02
~
3034.]8 . '
3035.59
3036.29
lo3'J.05 . '
103].81 '
3038.5'1
1039.33 .IYY]Y YYYIYYYY YYYYY YY Xe . FB
1092.66 3092.91 1093.16 1093.<2 3093.6] 1093.92 1099.1J 1094.62 1094.60 1099.93 1095.10
N O T 6 S
1. GLOSSARY
I = INVERT ELEVATION
C = CIt2TICA1 DEPTIi
W . WATSR S~IRPACE CLCVATION
p . HEIGHT OP C9ANN¢L
8 . ENERGY GRAIIE LIN&
X • CUAV65 CROSSSNG OVER
e. HRIDGB HTfRANCE OA EXIT
Y- WALL ENIRANC6 OR EXIT
2. STRTIONS FOR PDINTS AT A.NMP MAY NOT BE PLOTTED EXACTLYm
\~V
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