KIT CARSON PANHANDLE DRAINGE ANALYSIS CITY OF …

KIT CARSON PANHANDLE DRAINGE ANALYSIS CITY OF ESCONDIDO PROJECT 440-18-784 ESCONDIDO, CA KLF PROJECT #20182997.001A

FEBRUARY 5, 2018

Copyright 2018 Kleinfelder All Rights Reserved

ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC

PROJECT FOR WHICH THIS REPORT WAS PREPARED.

Project #20182997.001A Page ii of iv February 5, 2018 © 2018 Kleinfelder

TABLE OF CONTENTS

____________________________________________________________________________

Section Page

1 EXECUTIVE SUMMARY .................................................................................................. 1

2 SCOPE OF WORK AND OBJECTIVE ............................................................................. 3 2.1 BACKGROUND AND PROJECT NEXUS ............................................................. 3 2.2 STUDY OBJECTIVES ........................................................................................... 3 2.3 REFERENCE DOCUMENTS ................................................................................ 3 2.4 SCOPE OF WORK ................................................................................................ 4 2.5 LIMITATIONS OF ANALYSIS ............................................................................... 5

3 PROJECT HYDROLOGY ................................................................................................. 6 3.1 DRAINAGE AREA ................................................................................................. 6 3.2 TIME OF CONCENTRATION ................................................................................ 6 3.3 PRECIPITATION AND DESIGN EVENTS ............................................................ 7 3.4 PRECIPITATION LOSS ........................................................................................ 7 3.5 HYDROGRAPH TRANSFORM AND PEAK FLOW DETERMINATION ................ 7 3.6 RESULTS .............................................................................................................. 8

4 CHANNEL HYDRAULICS AND STABLE SLOPE ANALYSIS ........................................ 9 4.1 CHANNEL HYDRAULICS DURING BANKFULL CONDITIONS ........................... 9 4.2 STABLE SLOPE ANALYSIS ................................................................................. 9 4.3 RESULTS AND CONCLUSIONS ........................................................................ 10

5 REFERENCES ................................................................................................................ 11

Tables

Table 1 Summary of Hydrology for Kit Carson Creek Upstream of Las Palmas Avenue Bridge Crossing .......................................................................................................................... 8

Project #20182997.001A Page iii of iv February 5, 2018 © 2018 Kleinfelder

Appendices Appendix A Watershed Hydrology Map Appendix B NRCS Soils Map Appendix C Time of Concentration Calculations Appendix D Weighted Loss Rate Calculations Appendix E Aerial Photograph Project Study Area Appendix F HEC HMS Input and Output Appendix G HEC RAS Input and Output Appendix H Engineering Properties Visalia Sandy Loam Appendix I USGS Grain Size Chart Appendix J Flow Rating Data from HMP Monitoring Report Appendix K Survey and Cross Section Data from HMP Monitoring Report

Project #20182997.001A Page 1 February 5, 2018 © 2018 Kleinfelder

KIT CARSON PANHANDLE DRAINAGE

CITY OF ESCONDIDO

ESCONDIDO, CA

1 EXECUTIVE SUMMARY

____________________________________________________________________________

The City of Escondido has hired Kleinfelder to prepare a hydrology and hydraulic study of the

panhandle drainage (the “Panhandle”) into Kit Carson Park. This is an open channel that conveys

runoff from the north end of Kit Carson Park and flows south towards Eagle Scout Lake.

The specific objectives of this study are;

1. Confirm all contributing areas that are hydraulically connected to the Panhandle drainage.

2. Determine the flow rates for the 2-year, 10-year, 50-year and 100-year storm events.

3. Use the best available data to hydraulically evaluate the stable slope of the channel during

the dominant discharge range. Use these results to help develop preliminary plans to

stabilize the portion of the Panhandle that has been closed due to collapse. Kleinfelder

will prepare preliminary improvements plans at 30% design level as part of a subsequent

work effort once this analysis is complete.

The methodology used in this analysis follows the unit hydrograph procedures specified by the

County of San Diego Hydrology Manual (County of San Diego Department of Public Works Flood

Control Section, 2003), which are adapted from those of the National Resource Conservations

Service. The only exception to this procedure is that maximum precipitation intensity values were

taken from Figure No. 1 of the City of Escondido Design Standards (City of Escondido, April

2014). This approach was anticipated to produce more realistic peak flow rates and serve to

facilitate a more suitable basis of comparison with the City’s Drainage Master Plan (Masson &

Associates, Inc, 1995).

The 100-year flow rate published for “Facility 2019” within the City of Escondido Drainage

Master Plan (1,212 cfs) matches reasonably close to the 100-year flow determined in this

analysis (1,359 cfs). The 12% increase is attributable to the fact that the Master Plan (Masson


& Associates, Inc, 1995) was prepared using methodology that pre-dates the 2003 County

Hydrology Manual.

Using the results of the hydrology analysis, Kleinfelder has performed a stable slope analysis of

Kit Carson Creek to help predict the potential and extent of continued down-cutting of the channel

bed near the site of the trail collapse. In addition to the hydrology parameters, the stable slope

analysis considers readily available desktop information regarding soils within the Kit Carson

Channel bed. As a precursor to the stable slope analysis, hydraulic modeling of the bankfull

condition was done to develop basic information about maximum flow velocity within the channel

during the dominant discharge conditions.

The stable slope analysis indicates that the Kit Carson Panhandle will seek a long-term gradient

somewhere within a range of .00001 to .000085 ft./ft., depending upon changes in roughness.

Because of this low resulting slope range, the current bed elevation at Las Palmas Avenue

Bridge should be considered the scour line for the preliminary design of stabilization measures

at the trail collapse location. Channel stabilization measures will need to be designed to extend

below the scour line to resist sliding, overturning, and other structural failure modes once the

channel has reached a stable elevation. The extent of this additional embedment below will

vary depending upon the specific structure type selected.


2 SCOPE OF WORK AND OBJECTIVE

____________________________________________________________________________

2.1 BACKGROUND AND PROJECT NEXUS

The City of Escondido has hired Kleinfelder to prepare a hydrology and hydraulic study of the

panhandle drainage (the “Panhandle”) into Kit Carson Park. This is an open channel that conveys

runoff from the north end of Kit Carson Park and flows south towards Eagle Scout Lake. Decades

ago the Eagle Scout Lake was built to function as a sediment basin, indicating that there may

have been high levels of sediment transported within the Panhandle drainage. In high water

conditions, Eagle Scout Lake overflows to wetland areas in south Kit Carson Park. The location

is in the Lake Hodges hydraulic sub-area of the San Dieguito watershed.

The area surrounding the Panhandle has been developed for single family homes both in

Escondido (north and west) and County (east) jurisdictions. Portions of an unimproved path next

to the Panhandle have been closed due to collapse into the drainage channel. The drainage

channel has been used as a sample location (“Saratoga”) in the San Diego County Copermittees’

Hydromodification Monitoring Plan (2016).

2.2 STUDY OBJECTIVES

The specific objectives of this study are;

1. Confirm all contributing areas that are hydraulically connected to the Panhandle drainage.

2. Determine the peak flow rates for the 2-year, 10-year, 50-year and 100-year storm events.

3. Use the best available data to hydraulically evaluate the stable slope of the channel during

the dominant discharge conditions. Use these results to help develop preliminary plans

to stabilize the portion of the Panhandle that has been closed due to collapse.

2.3 REFERENCE DOCUMENTS

Prior to beginning work, Kleinfelder has reviewed the following documents that are directly

pertinent to the study objectives;

a) City of Escondido GIS Layer for MS4 Infrastructure (transmitted via email December 7-

12, 2017)

b) City of Escondido Drainage Master Plan (Masson & Associates, Inc, 1995)


c) Hydromodification Monitoring Plan (Weston Solutions, et al, 2016)

d) Web Based Soil Maps (United States Department of Agricultre, National Resrouces

Conservation Service, 2017)

e) City of Escondido Design Standards and Standard Drawings (City of Escondido, 2014)

2.4 SCOPE OF WORK

To meet project objectives #1 and #2, Kleinfelder has performed a hydrology assessment to

evaluate the relevant issues associated with stabilizing the channel within the Panhandle area.

That assessment consisted of the following tasks:

a) Using SanGIS regional topography obtained via the internet, Kleinfelder examined the

contributing drainage area based on surface flow conditions.

b) Using shape files received at the commencement of work, Kleinfelder evaluated how the

drainage area might be additionally refined based upon the location of conduits within the

City’s MS4.

c) Using current aerial photographs from Google Maps, Kleinfelder evaluated the extent of

existing impervious surfaces.

d) Using shape files provided by the City of Escondido, Kleinfelder examined land use, as

another means of evaluating the extent of impervious surfaces.

e) Using the NRCS web soil survey, Kleinfelder evaluated the hydrologic runoff

characteristics and erosion potential of the soils within the contributing watershed.

f) Using GIS information and topography, determine the time of concentration/watershed lag

based upon existing pipe systems and routing effects of natural channel(s).

g) Using HEC HMS software, Kleinfelder determined the peak flow rates for the 2-year, 10-

year, 50-year, and 100-year events based upon current conditions.

A discussion of detailed methodology and results of these tasks is presented in Section 3.

To meet project objective #3, the stable channel function within HEC RAS was used to identify

the slope beyond which the bed should be considered prone to erosion. The stable slope analysis

was run for a range of roughness and flow conditions considered statistically representative of

the dominant discharge conditions. A discussion of the methodology and results of this task is

presented in Section 4.


2.5 LIMITATIONS OF ANALYSIS

This analysis was intended to meet specifically defined project objectives and does not serve to

accomplish the following items related to hydrology and project runoff.

1. Completion of Stormwater Quality Management Plan (SWQMP) and/or Stormwater

Pollution Prevention Plan (SWPPP). Those items are not warranted at this stage of the

project and will be prepared as part of a subsequent effort.

2. Completion of floodplain mapping or FEMA processes (i.e. CLOMRs, LOMRs, etc.).

Those efforts are either unwarranted or to be completed as part of subsequent work effort

(if determined necessary).


3 PROJECT HYDROLOGY

____________________________________________________________________________

Due to the size of the watershed (i.e. greater than 0.5 square miles), City of Escondido design

standards require coordination of the hydrologic method with the City Engineer. The methodology

used in this analysis follows the unit hydrograph procedures specified by the County of San Diego

Hydrology Manual, which are adapted from those of the National Resource Conservations

Service. The only exception to this procedure is that maximum precipitation intensity values were

taken from Figure No. 1 of the City of Escondido Design Standards (City of Escondido, April

2014). This approach was anticipated to produce more realistic peak flow rates and serve to

facilitate a more suitable basis of comparison with the City’s Drainage Master Plan (Masson &

Associates, Inc, 1995).

3.1 DRAINAGE AREA

The primary study point for this analysis is along Kit Carson Creek, just upstream of the Las

Palmas Avenue Bridge crossing. The total drainage area to this point is 1.40 square miles and

was determined based upon a review of topographic shape files obtained through SanGIS, as

well as shape files for existing storm drain location provided by the City of Escondido. Refer to

Appendix A for a graphic delineation of the watershed limits used for this analysis.

3.2 TIME OF CONCENTRATION

The time of concentration and watershed lag were determined based upon the storm drain shape

files provided by the City of Escondido. Attributes within these shape files indicate size and

location of existing conduits, as well as the flowline of open channels. The time of concentration

path is shown within the graphic in Appendix A. The flow along the time of concentration path

begins overland within the existing development at the north end of the watershed and proceeds

in a southerly direction within the existing storm drain conduit system. Eventually the flow reaches

an open channel along Centre City Parkway and then discharges to the main channel within Kit

Carson Panhandle. The computational procedures to determine the overall time of concentration

and watershed lag to the study point follow the specifications of the County of San Diego

Hydrology Manual (County of San Diego Department of Public Works Flood Control Section,

2003) and are shown within Appendix C. The portion of these calculations related to flow


velocity within the Kit Carson Panhandle is based upon a bankfull analysis of channel hydraulics

(refer to Section 4.1).

3.3 PRECIPITATION AND DESIGN EVENTS

The design events modeled for this analysis were the 2-year, 10-year, 50-year, and 100-year, 6-

hour storms. The precipitation depth and storm distribution for these events generally follow the

isopluvials and methodology within the County of San Diego Hydrology Manual (County of San

Diego Department of Public Works Flood Control Section, 2003). However, each of these

standard events developed using the County Hydrology Manual has been edited such that the

peak 5-minute depth coincides with the adopted Intensity-Duration-Frequency (IDF) chart within

the City of Escondido Design Standards (City of Escondido, 2014). This modification was done

to prevent over-estimation and facilitate better comparison with the City’s Master Drainage Plan

(Masson & Associates, Inc, 1995).

3.4 PRECIPITATION LOSS

Precipitation loss and runoff volume were determined using recent aerial photographs available

from Google Earth to estimate land use and the extent of impervious area (see Appendix E).

Runoff volume within the project watershed is heavily dictated by moderate to high density

residential and occurrence of NRCS Type C Soils (see Appendix B). Determination of

precipitation loss in this analysis follows the “Curve Number” methodology described within the

County of San Diego Hydrology Manual (County of San Diego Department of Public Works Flood

Control Section, 2003). Computations to develop a weighted baseline (i.e. “PZN 2”) curve number

and adjustment based upon the project location and storm frequency are found within Appendix

D.

3.5 HYDROGRAPH TRANSFORM AND PEAK FLOW DETERMINATION

Hydrograph development and determination of peak flows for each design event were determined

using NRCS unit hydrograph method as described within the County of San Diego Hydrology

Manual (County of San Diego Department of Public Works Flood Control Section, 2003). These

calculations were performed using HEC HMS software developed by the US Army Corps of

Engineers for hydrologic modeling. Detailed input and output for the HEC HMS model can be

found within the Appendix F. A summary of the primary hydrology parameters and flow rates

just upstream of the Las Palmas Avenue Bridge can be found within Table 1.


Table 1 Summary of Hydrology for Kit Carson Creek Upstream of Las Palmas Avenue Bridge Crossing

STORM FREQUENCY

6 HOUR PRECIPITATION DEPTH

(IN)

PEAK 5 MINUTE

INTENSITY (IN/HR)

ADJUSTED CN

DRAINAGE AREA (SQ

MILE)

LAG (MIN)

PEAK FLOW (cfs)

Q100 2.95 0.37 95 1.40 23.0 1,359

Q50 2.62 0.34 95 1.40 23.0 1,180

Q10 2.10 0.28 91 1.40 23.0 790

Q2 1.37 0.20 91 1.40 23.0 433

3.6 RESULTS

The 100-year flow rate published for “Facility 2019” within the City of Escondido Drainage

Master Plan (1,212 cfs) matches reasonably close the 100-year flow in Table 1 (1,359 cfs).

The 12% difference (increase) is attributable to the fact that the Master Plan was prepared using

methodology that pre-dates the 2003 County Hydrology Manual. Although this analysis utilizes

identical peak storm intensity as was assumed used for the Master Plan, other differences in

methodology are contributing to the variation in results – the most significant likely attributed to

the methodology used in determining precipitation loss (i.e. the County’s current curve number

adjustment procedure versus the rational method “C” factors assumed utilized in the 1995

Master Plan).

It is worth noting that the HMP Monitoring report describes the drainage area to the “Saratoga”

site (the site closest to the trail collapse area) as 0.8 square miles (Weston Solutions, et al,

2016). This value is considered an underestimate. No drainage area map is provided within the

report to show how this area was determined. For this and other reasons related to

methodology, the HMP Monitoring Report is not a suitable basis for comparing peak flow rates

for larger statistical events (i.e. Q10, or Q100) with this analysis.


4 CHANNEL HYDRAULICS AND STABLE SLOPE ANALYSIS

____________________________________________________________________________

Using the results of the hydrology analysis, Kleinfelder has performed a stable slope analysis of

the Kit Carson Panhandle to help predict the potential and extent of continued down-cutting of the

channel bed near the site of the trail collapse. In addition to hydrology parameters discussed in

Section 3, the stable slope analysis considers readily available desktop information regarding

soils within the Kit Carson Panhandle bed. As a precursor to the stable slope analysis, hydraulic

modeling of the bankfull condition was done to develop basic information about maximum flow

velocity within the channel during the dominant discharge conditions.

4.1 CHANNEL HYDRAULICS DURING BANKFULL CONDITIONS

A bankfull analysis was performed using HEC RAS software, developed by the US Army Corps

of Engineers as a comprehensive modeling tool for the hydraulics of riverine systems. The

bankfull analysis makes use of limited ground survey data obtained during completion of the HMP

Monitoring Program and Effectiveness Assessment (Weston Solutions, et al, 2016), since that

source provides the most accurate characterization of the channel cross section and profile near

the collapse area (refer to Appendix K). The bankfull analysis also makes use of calibrated

roughness values (i.e. Manning’s “n”) obtained through storm event monitoring of flow depth and

velocity within Kit Carson Creek (refer to Appendix J). Using the HMP flow rating data and an

assumed bankfull depth, HEC RAS was used to solve for spatially varied maximum velocity during

dominant discharge conditions. A summary of HEC RAS input and output for the bankfull analysis

is found within Appendix G.

4.2 STABLE SLOPE ANALYSIS

Stable slope analysis is a useful exercise for predicting potential for long term downcutting of the

Kit Carson Panhandle within the area of the recent trail collapse. The NRCS Web Soil Survey

indicates that the Kit Carson Panhandle bed is comprised mainly of Visalia Sandy Loam (United

States Department of Agricultre, National Resrouces Conservation Service, 2017). Using a

standard chart from USGS, a 1 mm grain size was considered a suitably conservative value to

use as input for the HEC RAS stable slope computations. Soils information for the Kit Carson

channel bed is found in Appendix H. A copy of the standard USGS Grain Size Chart is found

in Appendix I.


HEC RAS was used to perform stable slope computations for a range of flow rates and assumed

channel roughness by applying Shields Method of tractive force to the soil parameters developed

from the NRCS Web Soil Survey. The Shields Method has been widely used to predict a critical

shear stress at which incipient motion is triggered. To account for natural variation, a matrix of

stable slope calculations was performed for flows ranging from 50 to 785 cfs and channel

roughness ranging from 0.015 to 0.045. A summary of HEC RAS output and sample input window

can be found within Appendix G.

4.3 RESULTS AND CONCLUSIONS

The stable slope analysis indicates that during the vast range of discharge conditions, the Kit

Carson Panhandle bed will seek a long-term gradient somewhere within a range of .00001 to

.000085 ft./ft. Field observations downstream at the Las Palmas Avenue Bridge indicate that the

existing rip rap has suitably hardened the channel bed from erosion at the abutments and around

the foundation piers. Given its relatively close distance to the trail collapse area (about 1,363

feet), this “hard point” is a convenient location from which to project a stable slope upward to

compute a future bed elevation. In performing these computations, the future channel bed near

the collapse is estimated to be within a few hundredths of a foot (essentially level when

considering inherent uncertainty) with bed at Las Palmas Avenue Bridge.

The current bed elevation at Las Palmas Avenue Bridge should be considered the scour line for

the preliminary design of stabilization measures at the trail collapse location. Channel

stabilization measures will need to be designed to extend below the scour line to resist sliding,

overturning, and other structural failure modes once the channel has reached a stable elevation.

The extent of this additional embedment below grade will vary depending upon the specific

structure type selected. Separate coordination with the City of Escondido to select a structural

approach is forthcoming pending approval of this analysis and will consider;

1. Dimensional needs

2. Proximity/encroachment on private property

3. Cost

4. Construction method and temporary access

5. Implications on resource agency permitting


5 REFERENCES

____________________________________________________________________________

City of Escondido. (2014). Design Standards and Stadard Drawings. Escondido, CA: City of

Escondido.

County of San Diego Department of Public Works Flood Control Section. (2003). San Diego

County Hydrology Manual. San Diego, CA: County of San Diego Department of Public

Works.

Masson & Associates, Inc. (1995). Drainage Master Plan City of Escondido, California.

Escondido, CA: City of Escondido California.

United States Department of Agricultre, National Resrouces Conservation Service. (2017, August

21). Home Page. Retrieved from Web Soil Survey:

https://websoilsurvey.sc.egov.usda.gov/App/HomePage.htm

Weston Solutions, et al. (2016). Final Effectiveness Asssessment Monitoring for the San Diego

Hydromodification Management Plan. In Exhibit B 2015-16 Final Wet Weather Monitoring

Report Final. San Diego, CA: The San Diego County Municipal Copermittees.

Weston Solutions, et al. (2016). Final Effectiveness Asssessment Monitoring for the San Diego

Hydromodification Management Plan. In Exhibit E 2016 Data Analysis Update. San Diego,

CA: County of San Diego and Municipal Copermittees.

Project #20182997.001A February 5, 2018 © 2018 Kleinfelder

Appendix A Watershed Hydrology Map

____________________________________________________________________________

Las Palmas Avenue Bridge – Drainage Area 1.44 sq. mi.

Link ID 3

Link ID 2

Link ID 1

Link ID 4 Link ID 5

Link ID 6Link ID 7

Link ID 8Link ID 9

Link ID 10

Link ID 11 Link ID 12


Appendix B NRCS Soils Map

____________________________________________________________________________


Appendix C Time of Concentration Calculations

____________________________________________________________________________

Kit Carson Panhandle Drainage

Time of Concentration/Lag Calcuations

Link ID Description ConduitLength (ft)Mannings "n" Slope (ft/ft) A WP V Travel Time (min)

1 Initial Time N/A 100 N/A 0.005 N/A N/A N/A 5.000

2 Gutter Flow6"

Type 1500 0.013 0.005 2.00 8.5 3.09 8.103

3 18" RCP 1.5 955 0.013 0.005 1.77 4.71 4.21 3.780

4 24" RCP 2 403 0.013 0.005 3.14 6.28 5.10 1.317

5 33" RCP 2.75 680 0.013 0.005 5.94 8.635 6.31 1.797

6 48" RCP 4 362 0.013 0.005 12.56 12.56 8.10 0.745

7 57" RCP 4.75 883 0.013 0.005 17.71 14.915 9.08 1.620

8 60" RCP 5 375 0.013 0.005 19.63 15.7 9.40 0.665

9 66" RCP 5.5 1708 0.013 0.005 23.75 17.27 10.02 2.842

10 72" RCP 6 2444 0.013 0.005 28.26 18.84 10.61 3.838

10

Channel

Flow S

Centre City

Pky

N/A 733 0.02 0.01 49.00 21 13.10 0.932

11

Channel

Flow Kit

Carson

Panhandle

N/A 5800 0.035 0.032 150.00 70 12.65 7.640

Total (min) 38.279

Total (hrs) 0.638

Total Lag (hrs) 0.383

Total Lag (min) 22.97


Appendix D Weighted Loss Rate Calculations

____________________________________________________________________________

Kit Carson Panhandle Drainage

Weighted Curve Number Calculations

Land Use Type Area (acres) NRCS Soil Type CN (unadjusted)

Open Space 40 Type C 79

Commercial/Industrial 30 Type C 92

School 10 Type C 87

Residential 845 Type C 87

Total 925 (acres)

1.445 (sq miles)

Weighted Total 86.82 PZN 2

91.00 Adjustment for Less than 35‐Year Return

95.00 Adjustment for Greater than 35‐Year Return


Appendix E Aerial Photograph Project Study Area

____________________________________________________________________________


Appendix F HEC HMS Input and Output

____________________________________________________________________________

Basin Models


Meteorologic Models


Time Series Data/Precipitation Gages – 100 Yr. Escondido


Global Summary of HEC HMS Output


Appendix G HEC RAS Input and Output

____________________________________________________________________________

Establishment of Bankfull Conditions


Summary of Results Hydraulic Stable Channel Analysis

Q "n"Channel

Bottom WidthFlow Depth Stable Slope

Distance From Las

Palmas Road Bridge

Estimated Long Term

Bed El Above LPRB

Bed (ft)

50 0.045 13 4.29 0.000041 1,363 0.06

50 0.035 13 3.63 0.000049 1,363 0.07

50 0.025 13 2.92 0.000059 1,363 0.08

50 0.015 13 2.03 0.000085 1,363 0.12

350 0.045 13 13.07 0.000016 1,363 0.02

350 0.035 13 11.72 0.000016 1,363 0.02

350 0.025 13 10.17 0.000019 1,363 0.03

350 0.015 13 7.12 0.000027 1,363 0.04

785 0.045 13 20.4 0.00001 1,363 0.01

785 0.035 13 17.8 0.000011 1,363 0.01

785 0.025 13 14.8 0.000014 1,363 0.02

785 0.015 13 11.46 0.000016 1,363 0.02


Sample Input/Output


Appendix H Engineering Properties Visalia Sandy Loam

____________________________________________________________________________


Appendix I USGS Grain Size Chart

Visalia Sandy Loam d50

0”-40”

Visalia Sandy Loam d50

40”-60”

HEC RAS Input d50 Stable Channel

Analysis


Appendix J Flow Rating Data from HMP Monitoring Report

____________________________________________________________________________


Appendix K Survey and Cross Section Data from HMP Monitoring Report

____________________________________________________________________________

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