HYDROLOGY AND HYDRAULIC REPORT BENTON BURN SITE ESCONDIDO, CALIFORNIA
Prepared for
California Integrated Waste Management Board 101 I Street Sacramento, CA 95814 URS Project No. 17326074.10002
Matthew C. Moore, PE, CPESC, CPSWQ Senior Project Engineer
March 12, 2009
1615 Murray Canyon Road, Suite 1000 San Diego, CA 92108-4314 619.294.9400 Fax: 619.293.7920
TABLE OF CONTENTS
Section 1 Introduction ......................................................................................................1-1
1.1 Hydrologic Setting.................................................................................................1-1
Section 2 Hydrologic Criteria and Methodology ............................................................2-1
2.1 Hydrologic Criteria................................................................................................2-1 2.2 Hydrologic Methodology.......................................................................................2-1
Section 3 Hydraulic Methodology....................................................................................3-1
3.1 Existing Condition Hydraulic Model Development ..............................................3-1 3.2 Proposed RAP Hydraulic Analysis........................................................................3-2
Section 4 Results ..............................................................................................................4-1
4.1 Hydrology Results .................................................................................................4-1 4.2 Hydraulic Analysis Results....................................................................................4-1
Section 5 Conclusion and Recommendations ...............................................................5-1
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List of Tables, Figures, and Appendices
Tables
Table 1 Hydrology Criteria Table 2 Hydrology Analysis Results Table 3 Hydraulic Analysis Results
Figures
Figure 1 Vicinity Map Figure 2 Hydrology Map Figure 3 Hydraulic Map Figure 4 Hydraulic Map
Appendices
Appendix A Hydrology Calculations Appendix B Hydraulic Calculations
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List of Acronyms and Abbreviations
CCR California Code of Regulations CIWMB California Integrated Waste Management Board cfs cubic feet per second DU dwelling unit fps feet per second ft feet LEA Local Enforcement Agency RAP Remedial Action Plan RCP Reinforced Concrete Pipe SMS State Minimum Standards
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SECTIONONE Introduction
SECTION 1 INTRODUCTION
This drainage report presents the results of the hydrologic and hydraulic analyses associated with the Remedial Action Plan (RAP) for the Benton Burn Site, SWIS No. 37-CR-0008 (project). The project site is partly located within the limits of the City of Escondido (city) and unincorporated areas or the County of San Diego (County), California. The project site, at its southwesterly terminus, is surrounded by single-family dwellings along Still Water Glen, David Glen, and Larkhaven Glen roads; while at its northeasterly terminus the project site is bound by Sleepy Hill Lane. See Figure 1, Site Vicinity Map.
Based on reports provided by the California Integrated Waste Management Board (CIWMB) the project site was operated as a burn site from about 1948 through 1953. Municipal and commercial refuse was accepted at the facility where it was burned and placed in a canyon. The San Diego County Local Enforcement Agency (LEA) has been inspecting the site for compliance with applicable regulatory state minimum standards (SMS) in accordance with California Code of Regulations (CCR), Title 27, Division 2, Chapter 3, Subchapter 4, Articles 1 and 6, et. seq. Inspections of the burn dump revealed the presence of conditions that were cited as violations of the SMS. These violations included site security, drainage and erosion control, grading of fill surfaces, and site maintenance. In 2006, the LEA requested the CIWMB to conduct an investigation of the site to assess its conditions with respect to SMS.
At the request of CIWMB, URS has prepared a Remedial Action Plan (RAP) to meet the SMS and address the violations cited per the LEA investigations. As part of the RAP for the project, the hydrologic and hydraulic evaluations included herein have enabled URS to develop the RAP.
In general, the analyses presented herein provide the following:
• Existing and proposed conditions hydrologic analyses for the 2-, 10-, 50-, and 100-year storm events;
• Existing and proposed conditions hydraulic HEC-RAS analyses for the 2-, 10-, 50-, and 100-year storm events;
• A comparative analysis of existing versus proposed flow velocities and water surface profiles.
1.1 HYDROLOGIC SETTING
The project site encompasses portions of an ephemeral stream near the base of granitic hills. The topography of the project site footprint generally slopes from northeast to southwest with elevations of approximately 860 at its northeasterly end, and 820 at its southwesterly end. The average stream slope along the lower end of the project site varies from approximately 2 to 7%, while the slopes along the upper end of the project site vary from approximately 5% to 30%.
From a regional perspective, the watershed tributary to the project site encompasses approximately 60 acres. It stretches from David Glen at its southwesterly end to the Merriam Mountains at its northerly end. The watershed land uses within the County side consist of low density and multiple rural uses, while the watershed areas within the city are designated as biological open space and are part of the city’s draft
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SECTIONONE Introduction
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Multiple Habitat Conservation Subarea Plan Reserve. The hydrologic soil group types consist of B, C and D, with the C hydrologic soil type being the most prevalent.
The storm runoff conveyed by the ephemeral stream enters into a 42-inch reinforced concrete pipe (RCP) that is located under David Glen. The entrance to the 42-inch RCP culvert is located on the easterly side of David Glen. Storm runoff is then conveyed to the west.
SECTIONTWO Hydrologic Criteria and Methodology
SECTION 2 HYDROLOGIC CRITERIA AND METHODOLOGY
This section of the report summarizes the hydrology criteria and methodology that were used in the hydrologic analyses.
2.1 HYDROLOGIC CRITERIA
The Rational Method outlined in the San Diego County Hydrology Manual (June 2003) was used in the 2-, 10-, 50-, and 100-year/6-hour storm event hydrologic analyses. Table 1 summarizes the San Diego County hydrologic parameters used for the project.
Appendix A includes the Land Use Map, Runoff Coefficients for Urban Areas (Table 3-1), Hydrologic Soil Group map, and the 2-, 10-, 50- and 100-yr Isopluvials. The Land Use Map was obtained from the County of San Diego GIS database; and the Runoff Coefficients for Urban Areas, Hydrologic Soil Group map, and the isopluvials were extracted from the San Diego County Hydrology Manual.
2.2 HYDROLOGIC METHODOLOGY
The project watershed and drainage subareas were delineated using a two-foot contour topographic map that was specifically developed for the project by Ninyo & Moore, which was then augmented with 2-foot aerial topography obtained from the City of Escondido.
It is important to note that only one set of hydrology calculations was prepared for both the existing and proposed conditions. The underlying premise is that the proposed project remedial alternatives included in the RAP maintain the existing conditions such as land use/impermeability and grading.
CIVILCADD/CIVILDESIGN Engineering Software was used to model and compute the 2-, 10-, 50-, and 100-year storm runoff quantities. CIVILCADD/CIVILDESIGN is a computer-aided design program where the user develops a node link model of the watershed. The program allows for the modeling of processes such as initial areas, street flow, pipe flow, channel flow, confluences, user specified hydrology data, etc. The program has the capability of estimating conduit sizes to convey design storm runoffs, or the user may input specific conduit sizes and open channels. The watershed hydrologic parameters such as hydrologic soil group types, land use, and rainfall intensity distribution can be based on the County of San Diego Hydrology Manual, 1984 or 2003 editions. The program uses node numbers to identify the location of each process. Developing independent node link models for each interior watershed and linking these sub-models together at confluence points creates the node link model. Stream entries must be made sequentially until all are entered. The node numbers used for the hydrology analysis are shown on Figure 2, Hydrology Map. Appendix A also includes the existing/developed project hydrology Rational Method computer output.
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SECTIONTHREE Hydraulic Methodology
SECTION 3 HYDRAULIC METHODOLOGY
This section describes the methodology used in the hydraulic analyses associated with the existing conditions and remedial alternatives proposed in the RAP for the project.
In general, mathematical models such as HEC-2 or HEC-RAS provide an approximation of a river’s rigid-boundary response to parameters such as discharge, geometry, and roughness. For this project the HEC-RAS model was used. The hydrology analyses results (peak 2-, 10-, 50-, and 100-year flows) for the various storm events were used in the HEC-RAS model to determine existing floodplain widths, water surface profiles, and velocities associated with the project.
From a hydraulic perspective, the purpose of the HEC-RAS analyses was to verify that existing condition hydraulic parameters such as topwidths, water surface profiles and channel velocities for remedial alternatives presented in the RAP are reasonably maintained and do not adversely impact neighboring properties along the project footprint, as well as upstream and downstream from the project.
3.1 EXISTING CONDITION HYDRAULIC MODEL DEVELOPMENT
Cross Section Development: The cross section elevation data used to develop the first five HEC-RAS cross sections, from cross section 30 through cross section 125 was determined using the City’s 2-foot contour map. Data for the development of cross sections 150 through 215 was extracted from the 2-foot contour map by Ninyo & Moore. The cross sections extend upstream and downstream of the site so that potential impacts due to the RAP can be evaluated. The cross section locations are shown on Figures 3 and 4.
Loss Coefficients: The loss coefficients along the creek are based on a visual inspection of the site. The vegetation density along the creek varies widely from clean, straight bare soil to very weedy reaches with heavy stands of brush. Therefore, the Manning’s roughness coefficients (n-values) along the main channel and overbanks vary from 0.025 to 0.070. Contraction and expansion coefficients of 0.1 and 0.3 were used, respectively, in areas away from the entrance to the existing 42-inch RCP culvert, while of 0.3 and 0.5 were used near the culvert.
Starting Water Surface Elevations: The HEC-RAS analyses were initialized at the entrance of the existing 42-inch RCP culvert located immediately on the easterly side of David Glen. The invert elevation at the entrance of the culvert, and cross sections 30 through 125 were approximated using the city’s 2-foot contour map. To verify these approximations, a sensitivity analysis was performed. The purpose of the sensitivity analysis was to verify that the 42-inch RCP invert elevation and cross section approximations do not create a backwater condition that could potentially affect the calculated water surface profiles along the project footprint, as well as downstream and upstream from the project. The sensitivity analysis consisted of calculating two water surface profiles for each storm event (2-, 10-, 50, and 100-year). The headwater calculations for the starting water surface elevations at the entrance of the 42-inch RCP were done assuming an inlet control condition for each profile, and for each storm event, one headwater calculation was done assuming a “Square Edge with Headwall” entrance, while the second one was done assuming a “Groove End with Headwall”.
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SECTIONTHREE Hydraulic Methodology
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It is important to note that only the most conservative HEC-RAS computer output results of the sensitivity analyses were included herein.
Explanation of HEC-RAS Model: The HEC-RAS program calculates water surface profiles for steady or unsteady gradually varied flow in natural or man made channels, and can be used to calculate both subcritical and supercritical flow profiles. The computational procedure solves the energy equation by using the standard step method, with energy loss due to friction (Manning’s equation). The program can model the effects of channel improvements and physical obstructions such as bridges, culverts, weirs and levees. Input data such as channel geometry, discharge, roughness coefficient and stage/discharge relationship for the river is entered manually, and can be in either English or metric units.
3.2 PROPOSED RAP HYDRAULIC ANALYSIS
The proposed grading alternative included in the RAP consists of 2 feet of clean fill over the existing burn area, with filter fabric covered by rock within the 100-year floodplain limits. The revised grading was modeled in HEC-RAS by adding 2 feet of fill to the existing cross section. The rock fill within the floodplain was modeled by adjusting the Manning's roughness coefficient ('n' value) to 0.04 to reflect the increased hydraulic roughness associated with the rock.
SECTIONFOUR Hydrology and Hydraulic Results
SECTION 4 RESULTS
4.1 HYDROLOGY RESULTS
Table 2 summarizes the results for the 2-, 10-, 50- and 100-year hydrologic analyses for the project. Figure 2, Hydrology Map shows the surface watershed boundaries, and Appendix A contains the hydrology model output files.
Note that the results shown in Table 2 above represent the results for the existing and proposed conditions at the downstream end of the site. Because the existing runoff coefficients/land use and grades will be maintained, it is anticipated that storm runoff for both conditions will be maintained. As a result, only one set of calculations was prepared for both conditions.
4.2 HYDRAULIC ANALYSIS RESULTS
Hydraulic analysis results for the existing condition indicate that there will be no backwater effect from the 42-inch culvert at David Glen downstream of the site for a range of culvert entrance condition assumptions. The HEC-RAS model output is included in Appendix B. Figures 3 and 4, Hydraulic Maps show the cross section locations, along with the 100-year floodplain limits. A summary of existing condition 100-year hydraulic parameters is provided below.
• 100-year floodplain topwidths of 8 to 44 feet.
• 100-year flow depths of 1 to 2 feet.
• 100-year flow velocities of 4 to 19 feet per second (fps).
The 100-year floodplain topwidths and flow depths are relatively small in comparison to the canyon topwidth and depth as shown in Figures 3 and 4. Flow velocities are relatively high in the narrow, steep portions of the site which is the cause of existing localized channel erosion in these areas. Design sizing of the proposed rock fill within channel bottom will utilize shear stress, in lieu of velocity, as the criterion for erosion through the site.
Hydraulic modeling of the proposed fill within the burn area indicates that there will be areas of increased 100-year flood elevations that mirror the 2 feet of proposed fill; however, as shown in Table 3 and by the HEC-RAS cross section plots in Appendix B, the water surface elevations will be well below the canyon top of bank (and house pad elevations) through the proposed fill areas.
.
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SECTIONFIVE Conclusion and Recommendations
SECTION 5 CONCLUSION AND RECOMMENDATIONS
Implementation of the proposed RAP will result in the placement of approximately 2 feet of fill over those areas where burn ash containing waste is within 2 feet of the ground surface at the site. Within the areas of the 100-year floodplain included in the area to be capped, filter fabric will be placed and covered with 2 feet of rock designed to withstand 100-year flood hydraulic shear stresses to prevent mobilization of the rock during flood events. The recommended minimum rock diameter is 1 to 2 inches. Larger rock (a minimum of 12-inch diameter) is recommended for the steeper area of the drainage near the center of the burn site footprint.
While implementation of the RAP will result in local increases in water surface elevations due to rock fill placement within the 100-year floodplain, the water surface elevations will be well below the existing top of bank and house pad elevations and will not result in increased flooding, erosion, or sedimentation upstream of downstream of the site.
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Tables
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Tables
Table 1 Hydrology Criteria
Design Storm Event 2-, 10-, 50-, and 100-year/6-hour Land Use (Existing and Proposed)
County: Multiple Rural Use: 1DU/4,8,20 Ac (undisturbed natural terrain), Residential Use: 1DU/1,2,4 Ac (low density residential) City: Biological Open Space (undisturbed natural terrain)
Hydrologic Group Soil Type B, C, and D Runoff Coefficients Varies from C = 0.25 to C = 0.36
(weighted C values) Precipitation 2-year: 1.6in
10-year: 2.4in 50-year: 3.0in 100-year: 3.5in
Table 2 Hydrology Analysis Results
Storm Event Peak Flow (cfs)
2-year/6-hour 44 10-year/6-hour 69 50-year/6-hour 88 100-year/6-hour 104
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Tables
Table 3 Hydraulic Analysis Results
Cross Section Existing Channel Invert Elevation (ft)
Proposed Channel
Invert Elevation (ft)
Existing 100-year WSEL (ft)
Proposed 100-year
WSEL (ft)
Elevation of Top of Left Bank (ft)
Elevation of Top of Right
Bank (ft)
Existing 100-year Velocity
(fps)
Proposed 100-year
Velocity (fps)
30 817 817 823.90 823.90 822-8241 8301 1.88 1.88 40 817.5 817.5 823.96 823.96 822-8241 8321 1.00 1.00 50 819.5 819.5 823.96 823.96 8241 8321 1.28 1.28 100 819.7 819.7 823.96 823.96 8281 832 1.54 1.54 125 819.8 819.8 823.96 823.96 8301 834 1.57 1.57 150 822 822.0 823.61 823.92 8351 832 11.11 6.14 155 826 827.5 827.94 828.53 842 834 4.56 4.30 160 828 829.2 829.07 830.26 840 842 7.64 7.79 165 830.1 832.1 831.48 833.63 843 844 7.32 6.06 170 834 836.0 835.07 837.11 856 855 10.11 9.43 175 836.6 838.6 838.52 840.70 860 860 7.88 6.64 180 838.1 840.1 839.63 841.63 862 862 12.06 11.99 185 840 842.0 841.43 843.45 864 866 18.69 18.36 190 850 852.0 851.19 853.59 864 870 17.47 9.81 195 860 862.0 861.13 863.04 873 875 9.44 11.20 200 866 868 867.82 870.27 889 874.5 9.60 6.30
Notes: 1 Top of bank elevations for these sections are estimated based upon City of Escondido 2 foot contour mapping (no spot elevations for estimating pad elevations as with the more detailed Ninyo & Moore project site topography).
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Figures
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PRIVATE RD
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CARAWAY ST
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TOYON GLEN
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HAWAII PL
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EASTRIDGE LN
GREENVIEW RD
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SAW
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FOXFIRE PL
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LAS
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PHEASANT HILL
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FOO
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AVNDA VERDE S
DA GAMA C T
AVNDA VERDE N
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WINDYRIDGE GLEN
SECO GLEN
BLUERIDGE PL
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CAPI
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WINTERGREEN GLEN
CRESTVIEW GLEN
ARRO
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PEPP
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ROSEMARY CT
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BEAUMONT
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N N
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N BR
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I -15
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N IRIS LN
N N
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PRIV
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PRIV
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DAVID DR
N NU
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Rod Mcleod ParkRod Mcleod Park
Jesmond Dene ParkJesmond Dene Park
Escondido High SchoolEscondido High School
Escondido Country ClubEscondido Country Club
Escondido Cc PondsEscondido Cc Ponds
BELL INDA ST
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PINEHURST AV
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LA VIST
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GUAVA GLEN
PARKSIDE GLEN
PALO GLEN
SMOKETREE GLEN
POPPYFIELD G
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LA C IENEGA RD
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CADENCIA GLEN
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GOLDEN CIRCLE DR
PRIVATE RD
COUNTRY CLUB LN
ANOCHE GLEN
UN
NA
ME D
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LOO
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UT PT P L
PRIVATE RD
N NUT
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BE N
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N C
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N N
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N N
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PRIVATE RD
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N B
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PRIVAT
ROCK SPRINGS RD
PRIVATE RD
PRIVATE RD
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PRIVATE RD
PRIVATE RD
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Path
: G:\g
is\p
roje
cts\
1577
\173
2607
4\m
ap_d
ocs\
mxd
\SD
_Reg
iona
l_M
ap.m
xd,
02/1
9/09
, ca
mill
e_lil
l
SOURCES: ESRI (Base Layers 2008).
VICINITY MAPBENTON BURN DUMP
CREATED BY: CL
PM: RKS PROJ. NO: 17326074.10002
DATE: 2-18-09 FIG. NO:1SCALE: 1" = 1250 Feet (1:15,000)
625 0 625 1250 Feet
OSCALE CORRECT WHEN PRINTED AT 8.5X11
Portions of this DERIVED PRODUCT contains geographic information copyrighted by SanGIS. All Rights Reserved.
105
110
120
125
130
135140
145
A = 60 acresQ2 = 44 cfsQ10 = 69 cfsQ50 = 88 cfsQ100 = 104 cfs
cfs = cubic feet per second
115
100
PRIVATE RD
SLEEPY HOLLOW RD
RO
CK
HO
FF R
D
S LE E
PY
HIL
L R
D
DAVID GLEN
SLEEPY HILL LN
LARKHAVEN GLEN
DAVID DR
STILLWATER GLEN
UN
NA
MED
9D
ST
GOLDEN CIRCLE DRUNNAMED 9T STDAVID
DR
850
1170
870
970
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1180
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860
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1190
990
1070
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1010
1080
1030
1100
1200
920
1000
980
1090
1020
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1150
1110
900
950
1160
830
1120
1130
1220 1230
1210
840
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820
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1140
1250
1260 1270
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960
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970
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980
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880
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910
1150
1110
1100
1170
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11401130
11801190
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1050
1240
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1230
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1060
1030
1000
1070
1040
1010
1270
850
1280
840
13101290
830
13001320 1330
920
1290
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1200
1240
990
1040
1180
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840
980
1000
1130
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1010
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1150
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105091
0
880
107 0
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1160
1080
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10001010
1220
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1280
1000
1020
890
1070
1230
1020
1120
1090
1160
1190
920
850
880
1090
1090
1020
1210
1090
1220
1270
1180
1080
1000
1140
1100
940
1170
1030
1150
1310
1020
1100
1250
860
1250
1190
860
940
1200
1310
1220
1110
1140
920
1170
930
1030
1060
970
1110
1000
900
1150
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920
1180
980
1200
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1190
1160
1250
1140
1100
910
1060
1160
1070
970
1150
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1060
1160
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1010 1160
1160
920
1200
1100
1300
1120
126 0 12
10
1110
1300
1040
850
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940
1030
1050
1030
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940
1070
990
1210
1180
1250
1030
1050
1060
1170
9701080 96
0
1170
1260
1230
1050
950
970
1150
1140
1080
1270
950
1020
1060
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1020
11601140
1130
1120
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1080
1120
1070
1210
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890
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1160
1170
910
1300
1020
1040
870
1090
950
1240
1050
950
990
1260
1060
1170
1080
970
890
1090
1130
1200
1090
900
1150
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8 90
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114011
00
1130
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1120
1130
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1130
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1020
1000
1320
1080
1100
1070 1150
990
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1100
870
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1080
920
1060
1160
1050
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1250
1150
1225
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1125
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1300
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11501375
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A
B
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D
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F
G
H
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Path
: G:\g
is\p
roje
cts\
1577
\173
2607
4\m
ap_d
ocs\
mxd
\hyd
rolo
gy_m
ap.m
xd,
02/1
9/09
, ca
mill
e_lil
l
SOURCES: AirPhoto USA (Aerial 2007);City of Escondido (Topography 2-2009). HYDROLOGY MAP
BENTON BURN DUMP
CREATED BY: CL
PM: RKS PROJ. NO: 17326074.10002
DATE: 2-16-09 FIG. NO:2SCALE: 1" = 230' (1:2,760)
115 0 115 230 Feet
OSCALE CORRECT WHEN PRINTED AT 11X17
LEGEND
Watershed Boundary
A Subbasin Label
105 Rational Method Node Number
Contour Lines
Burn Ash Extent
Subbasin
100 YEAR FLOODPLAIN
5040
30
150
155160
165
170
175
180185190
195
200
205210
215
100125
153
SLEE
PY
HI L
L R
D
DAVID GLEN LARKHAVEN GLEN
SLEEPY HOLLOW RD
STILLWATER GLEN
SLEE
PY
HIL
L LN
Path
: G:\g
is\p
roje
cts\
1577
\173
2607
4\m
ap_d
ocs\
mxd
\hyd
raul
ic_m
ap.m
xd,
02/1
9/09
, ca
mill
e_lil
l
SOURCES: AirPhoto USA (Aerial 2007).
HYDRAULIC MAPBENTON BURN DUMP
CREATED BY: CL
PM: RKS PROJ. NO: 17326074.10002
DATE: 2-19-09 FIG. NO:3SCALE: 1" = 80' (1:960)
40 0 40 80 Feet
OSCALE CORRECT WHEN PRINTED AT 11X17
LEGEND
100 Year Floodplain
HEC-RAS Section Location
Burn Ash Extent
5040
30
150
155160
165
170
175
180185190
195
200
205210
215
100125
153
100 YEAR FLOODPLAIN
980
970
990
950
830
850
940
930
920
910
870
900
820
840
890
880
1070
1000
1050
1040
1010
1020
960
1030
860
920
900
880
930
910
890
870
860
940
960950
970
980
850
990
840
1000
1010
1020
1030
830
10401050
820
1060
920
830
920
820
900
940
910
850
930
990
820
890
900
950
820
910
970
870
940
940
900
950
84093
0
930
830
920
870
860
880
960
840
910
890
890
860
980
880
850
830
Path
: G:\g
is\p
roje
cts\
1577
\173
2607
4\m
ap_d
ocs\
mxd
\hyd
raul
ic_m
ap_t
opo.
mxd
, 02
/19/
09,
cam
ille_
lill
SOURCES: AirPhoto USA (Aerial 2007);City of Escondido (Topography 2-2009) HYDRAULIC MAP WITH TOPOGRAPHY
BENTON BURN DUMP
CREATED BY: CL
PM: RKS PROJ. NO: 17326074.10002
DATE: 2-19-09 FIG. NO:4SCALE: 1" = 80' (1:960)
40 0 40 80 Feet
OSCALE CORRECT WHEN PRINTED AT 11X17
LEGEND
100 Year Floodplain
HEC-RAS Section Location
Burn Ash Extent
Contour Lines
APPENDIXA Hydrology Calculations
W:\17326074\10003-b-r.doc\20-Feb-09\SDG
APPENDIXB Hydraulic Calculations
W:\17326074\10003-b-r.doc\20-Feb-09\SDG
