STREAM LOAD REDUCTION TOOL V2 USER GUIDANCE · Stream Load Reduction Tool (SLRT). SLRT version 2...
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STREAM LOAD REDUCTION TOOL V2 USER GUIDANCE FINAL MARCH 2014
Transcript of STREAM LOAD REDUCTION TOOL V2 USER GUIDANCE · Stream Load Reduction Tool (SLRT). SLRT version 2...
STREAM LOAD REDUCTION TOOL V2
USER GUIDANCEFINAL MARCH 2014
Stream Load Reduction Tool v2: USERS GUIDANCE | i
TABLE OF CONTENTS
List of Tables .................................................................................................................................................................. i List of Figures ................................................................................................................................................................. i SLRT VERSION 2 USER GUIDANCE ...................................................................................................................... 1
SLRTV2_TEMPLATE.XLSX ................................................................................................................................... 1 SLRT INPUT DATA NEEDS .................................................................................................................................. 2
SLRT USER STEPS ............................................................................................................................................. 2 METADATA ......................................................................................................................................................... 2 CATCHMENT CHARACTERISTICS ..................................................................................................................4 SEZ ATTRIBUTES ............................................................................................................................................... 7 BANK UNIT EROSION RATES ....................................................................................................................... 18
CATCHMENT HYDROLOGY AND FSP LOADS ............................................................................................... 28 FLOODPLAIN RETENTION ................................................................................................................................ 29 BANK EROSION ................................................................................................................................................... 29 FSP LOAD REDUCTIONS ................................................................................................................................... 32 SLRT SUMMARY .................................................................................................................................................. 32
LIST OF TABLES
1 Definitions of SLRT catchment types 4 2 Catchment characteristic inputs for each SLRT catchment type 4
3 Urban catchment condition considerations to assist user with determination that the subject catchment deviates from the assumed Tahoe Basin average 7
4 Descriptions of, and potential data sources to generate, SLRT geomorphic attributes 8 5 Recommended Manning’s n values for input to SLRT 13 6 Bank material % silt + clay and % < 16 µm by region 13
7 SLRT user considerations of floodplain characteristics representative of floodplain condition (FPC) 15
8 BSTEM-Dynamic model run sequence 18 9 Recommended bank and toe model inputs, based on analysis of Tahoe-specific data 22 10 Estimated root-reinforcement values for typical Tahoe Basin species 22 11 Example of the trapezoid method being utilized to weight erosion rates for entire reach 27 12 Input bank profile attributes and hydrology for 99th percentile flow for select bend reaches 28
LIST OF FIGURES
1 SLRT v2 User Input Worksheet 3 2a SLRT non-urban regions and sub-regions. 5 2b SLRT urban regions and sub-regions. 6 3 BSTEM bank geometry 12 4 Floodplain condition score decision tree 16 5 Topographic complexity and vegetation structure 17 6 NDA template worksheets 19 7 BSTEM “Input Geometry” tab 21
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8 BSTEM “Bank Material” tab 23 9 BSTEM “CALCULATIONS” tab 25 10 BSTEM Run Model 26 11 SLRTv2 “HYD FSP IN” tab 30 12 SLRTv2 “RFP FSP” tab 31 13 SLRTv2 “SCE FSP” tab 33 14 SLRTv2 “Results” tab 34
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Stream Load Reduction Tool v2: USERS GUIDANCE | 1
SLRT VERSION 2 USER GUIDANCE
Below is the step-by-step user guidance to calculate the average annual mass of fine sediment particles (FSP; < 16 µm) reduced as a result of morphologic modifications to a stream enhancement zone (SEZ) using the Stream Load Reduction Tool (SLRT). SLRT version 2 includes a number of updates and improvements to the templates and user guidance to improve the accuracy of the FSP load reduction estimates and consistency across users.
A series of templates and instructions provided to simplify the data input and calculations required by the user to model the average annual FSP loads estimated at the downstream boundary for both the pre and post SEZ configuration. A digital MS Excel spreadsheet tool (SLRTv2_Template.xlsx) is available for direct input by the user and once all necessary input data are entered, the SLRTv2_Template.xlsx preloaded equations and algorithms automate all the necessary the calculations for the user, providing standardized results.
All relevant digital templates, examples and technical documentation can be downloaded from http://www.2ndnaturellc.com/client-access/slrttrout-creek/. While these products are available for use, they may contain bugs, particularly if not used in the exact manner outlined in this guidance. SLRT users must QA/QC all calculations, as changes to cell references or equations may result in erroneous and unintended outputs. SLRTv2 is focused solely on FSP load reductions, but the intent is that future versions could expand the SLRT methodology to other pollutants such as total suspended sediment (TSS), total nitrogen (TN) or dissolved nitrogen (DN), for example.
SLRTV2_TEMPLATE.XLSX
SLRTv2_Template.xlsx is a blank macro-enabled spreadsheet that auto-generates the SLRT calculations using required data inputs to estimate an average annual FSP load reduction as a result of SEZ physical modifications. The calculation template contains 5 active worksheets described below.
Cell Codes
BLUE CELLS = USER INPUT REQUIRED GREY CELLS = SLRT CALCULATED VALUE WHITE CELLS = INFORMATION, INTERMEDIATE CALCULATION, UNIT CONVERSION, ETC.
Worksheets
• USER INPUTS: Any and all user input values are entered here for both pre- and post-restoration scenarios. Once all user data inputs are completed, all of the calculations in the remaining 4 worksheets below are auto-generated.
• HYD FSP IN: SLRT estimates of contributing average annual catchment hydrology and FSP loading in required formats.
• RFPfsp: SLRT estimates of average annual FSP loads delivered to and retained upon the SEZ floodplain for both pre- and post-restoration scenarios.
• SCEfsp: SLRT estimates of average annual FSP loads generated from channel erosion for both pre- and post-restoration scenarios.
• SLRT Results: SLRT estimate of average annual FSP load reduction as a result of restoration. A series of additional physical differences between pre- and post-restoration conditions are provided as additional support for restoration effectiveness.
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Each worksheet has a pre-defined Print view that will generate a single page report summary. Collectively these five (5) pages provide the critical inputs and outputs of the SLRT estimates for the SEZ of interest.
SLRT INPUT DATA NEEDS
SLRTv2_Template.xlsx worksheet: USER INPUTS
This section provides the detailed guidance to the user on how to generate SLRT load reduction estimates. The SLRT method requires the use of available data to quantify a number of catchment and morphologic attributes that are necessary inputs to estimate the average annual pollutant load reduction. The SLRTv2_Template.xlsx USER INPUTS worksheet contains all required input parameters and associated units to complete SLRT calculations (Figure 1). Potential data sources and considerations for determination of each value are provided below. Once the user has populated the required fields in Figure 1, all of the SLRT calculations are automatically conducted by the embedded macros.
The user should “save as” the SLRT v2_template.xlsx file with the name of the restoration project in the title.
SLRT USER STEPS
The following describe the sequence of steps the user takes to complete SLRTv2 INPUT tab (Figure 1). Once the INPUT tab is populated in entirety, the MS Excel template will automatically calculate results and generate standardized summary tables and graphics.
1. Obtain each of the SLRT user input values to complete all of the required inputs from ‘User Name’ vertically through ‘Floodplain Condition Score’ in the SLRTv2 USER INPUTS tab for both pre and post restoration conditions. These inputs generate a number of the SLRT estimates, including site hydrology that is a critical input for Step 2, bank erosion modeling.
2. Complete the required BSTEM dynamic model runs to populate the ‘unit erosion rates’ at the bottom of the SLRTv2 INPUT tab.
3. Once all of the fields in the USER INPUT tab are populated, the user can review SLRTv2 results.
METADATA
In order to identify the site and user the SLRT input table includes a collection of metadata including user, SEZ catchment, and reach names and date of estimate (see Figure 1). It is recommended the user generate a SEZ location map that identifies the region, contributing catchment boundary and clear delineation of the areal extent of restoration actions.
The user should complete all of the META DATA fields as required.
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SLRTV2 USER INPUT WORKSHEET Figure 1
META DATAUSER NAME 2NDNATURE
WATERSHED/CATCHMENT UPPER TRUCKEE RIVERREACH NAME UTR GOLF COURSE
Date of Estimate 2/7/2014CATCHMENT CHARACTERISTICS
CATCHMENT TYPE Non UrbanREGION Mainstem UTR
SUB-REGION SouthwestCATCHMENT AREA 42.4
AREA UNITS Sq-milesCATCHMENT % IMPERVIOUS Urban Only
CATCHMENT LAND USE CONDITION Urban Only
PRE-RESTORATION POST-RESTORATIONChannel length (m) 1829 lc 2143
Channel slope (m/m) 0.0021 s 0.0018Outside BEND length (m) 841 lob 984
BEND bank height (m) 2.8 hob 1.3BEND bank angle (degrees) 50 aob 18
BEND toe length (m) 1 tlob 0.9
BEND toe angle (degrees) 39 taob 6
STRAIGHT length (m) 988 lstr 1159Bank height of STRAGHT reaches (m) 1.9 hstr 0.6
Bank angle of STRAIGHT reaches (degrees) 23 astr 31STRAIGHT reach toe length (m) 3 tlstr 2.3
STRAIGHT reach toe angle (degrees) 4 tastr 6
Manning’s roughness value of channel 0.03 n 0.03Fines to bulk sediment ratio (0-1 value) 0.0174 FSP:BS 0.0174
Channel capacity (cfs) 1900 Qcc 550Floodplain length (m) 1221 lfp 1221
Floodplain condition score 3 FPC 5
Effective cohesion (kPa) 3.8 c' 3.8Angle of internal friction (degrees) 30.9 φ' 30.9
Bulk unit weight (kN/m3) 17.1 γ 17.1Matric suction parameter (degrees) 10.0 φb 10.0
Bank - Critical shear stress (Pa) 3.00 τc 3.00Bank - Erodibility coefficient (cm3/Ns) 0.645 k 0.645
Toe - Critical shear stress (Pa) 21.4 τc 21.4Toe - Erodibility coefficient (cm3/Ns) 0.127 k 0.127
PRE-RESTORATION POST-RESTORATION Qmd-p
18.18 e ob-99 1.04 99th
0.139 e ob-75 0.478 75th
0.057 e ob-50 0.239 50th
0 e ob-25 0.103 25th
7.67 e str-99 0.27 99th 0.24 e str-75 0.06 75th
0.146 e str-50 0.04 50th
0.036 e str-25 0.01 25th
SEZ ATTRIBUTES
BSTEM Dynamic OUTPUT
STREAM LOAD REDUCTION TOOL (SLRTv2)User Inputs
Outside bend unit erosion rate (m3/m/yr)
Straight reach unit erosion rate (m3/m/yr)
SLRTv2 created by 2NDNATURE LLC 2014 USER INPUT [2/24/2014]
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CATCHMENT CHARACTERISTICS
The catchment characteristic inputs (see Figure 1) are used to estimate the incoming site hydrology and FSP yield from the catchment. The user must determine if contributing catchment is non-urban or urban using criteria provided in Table 1. Once the catchment type is determined, obtain the information/data shown in Table 2 using GIS tools and available land use layers (recommended: TMDL Land Use GIS Layer, available at http://www.waterboards.ca.gov/lahontan/water_issues/programs/tmdl/lake_tahoe/index.shtml).
Table 1. Definitions of SLRT catchment types.
Catchment Type Characteristics
Urban
• Large amount of development and impervious surfaces (> 10% impervious)
• Typically smaller than 0.5 square mile (or 320 acres)
• SEZ is not located on an LTIMP stream
• Can be modeled by the Pollutant Load Reduction Model (PLRM; nhc et al
2009)
Non-urban
• Large amount of forest and undeveloped lands (<10% impervious)
• Size can vary but typically larger than 1 square mile (or 640 acres)
• SEZ located on LTIMP stream or tributary
• Can NOT be modeled by PLRM
It is critical that the user designate an urban catchment area in acres and a non-urban catchment in square miles to properly estimate catchment hydrology. The catchment percent impervious and land use condition determinations are only required for urban catchments.
Table 2. Catchment characteristic inputs for each SLRT catchment type. Catchment
Type Variable Units Description
Urban
Region n/a Region where urban SEZ is located; Figure 2A Sub-region n/a Sub-region where urban SEZ is located: see Figure 2A
Catchment area Acres Contributing urban catchment area to upstream boundary of SEZ, reported in acres.
% Impervious % Percent of catchment area with impervious surfaces
Urban catchment land use condition Estimated catchment condition with respect to average annual
generation and transport of fine sediment particles to SEZ.
Non-urban
Region n/a Region where non-urban SEZ is located; Figure 2B
Sub-region n/a Sub-region where non-urban SEZ is located: see Figure 2B
Catchment area mi2 Contributing catchment area to upstream boundary of SEZ, reported in square miles.
The FSP catchment load for an urban catchment is generated using an estimate of the catchment characteristic runoff concentration (FSP CRC) based on the % impervious and user-defined relative catchment condition. Given that SLRT is focused on providing the estimated pollutant load reduced as a result of SEZ morphologic changes, the same catchment FSP incoming loads must be used for both pre- and post-restoration scenarios and therefore SLRT only requires a single user input. PLRM is the recommended platform to estimate the urban catchment water quality benefits of source control and treatment actions conducted upstream of an urban SEZ (nhc et al 2009; http://www.tiims.org/TIIMS-Sub-Sites/PLRM.aspx). The default urban catchment condition is 3 in the SLRTv2_Template.xlsx, but Table 3 provides considerations to assist the user in determining if the catchment condition may deviate from the expected average.
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El Dorado County
Placer County
Douglas County
Washoe County
Carson City County
0 14,000 28,0007,000
FeetFigure 4.2: Urban and Non-urban Region Delineation for SLRT inputs.Italicized text in non-urban catchments indicate sugregions.
LEGEND North
South
El Dorado County
Placer County
Douglas County
Washoe County
Carson City County
Figure2a: Non-urban regions (5, shown on left in red) and sub-regions (7 shown on right in yellow) delineations for SLRT inputs. *Note: The Upper Truckee River mainstem is treated as its own region, separate from South-shore, due to differences in hydrology.
Non-Urban Regions
Northshore
Southshore
Northwest
North Northeast
Non-Urban Sub-regions
SoutheastSouthwest
West
EastEastshoreWestshore
Mainstem UTR*
El Dorado County
Placer County
Douglas County
Washoe County
Carson City County
0 14,000 28,0007,000
FeetFigure 4.2: Urban and Non-urban Region Delineation for SLRT inputs.Italicized text in non-urban catchments indicate sugregions.
LEGEND North
South
El Dorado County
Placer County
Douglas County
Washoe County
Carson City County
Urban Regions
Northshore
Southshore
Urban Sub-regions
North Northeast
SoutheastSouthwest
WestEast
Northwest
Figure2b: Urban regions (2 shown on left in red) and sub-regions (7 shown on right in yellow) delineations for SLRT inputs.
Stream Load Reduction Tool v2: USERS GUIDANCE | 7
Table 3. Urban catchment condition considerations to assist user with determination that the subject catchment deviates from the assumed Tahoe Basin average.
Urban catchment
condition Considerations
5
Above average: Significant water quality improvements have been implemented within the catchment to minimize FSP source generation (particularly on roads) and significantly reduce the hydrologic connectivity of the catchment; the majority of stormwater volumes generated within the catchment are routed to an effective and maintained WQIP; annual inspections and maintenance are conducted regularly on WQIP and private parcel BMPs.
3
Average: Urban catchment land use practices typical of Tahoe Basin and include winter road abrasive application, implementation of WQIP and erosion control projects over past decade, and reasonable private parcel BMP implementation. Catchment hydrologic connectivity is moderate; annual maintenance and inspections are conducted but are not high priority due to funding limitations; average catchment stormwater FSP concentrations are typically below 300 mg/L.
1 Poor: Source control and water quality improvement actions are below Basin average; catchment may be highly connected; maintenance and inspections are minimal; relatively elevated FSP concentrations in urban stormwater (> 300 mg/L) are expected.
SEZ ATTRIBUTES
A series of SEZ attributes are required as inputs to SLRT (see Figure 1). The user should utilize available field data to quantify each of the values which may include, but are not limited to, topographic surveys, cross-sections, geomorphic surveys, aerial photos, ground photos, and other information that would allow reasonable quantification of the required attributes for both pre- and post-restoration conditions. Table 4 describes each attribute in detail and provides a number of potential data sources and considerations for generating values. There will be inherent challenges faced by the user in generating these values. For instance, pre-restoration data is extremely limited from an SEZ that was restored many years ago. If restoration was recently completed, the current post-restoration condition may be expected to be temporary as the morphology and supporting vegetation tend toward a future equilibrium that will better represent average annual post-restoration condition. Given that SLRT may be used at varying stages of restoration including planning and design, immediately following, or many years post-restoration, a general recommendation is to reasonably estimate and represent the SEZ attributes 10-years post restoration. While potentially challenging, the representation of a future desired condition provides a better estimate of the expected average annual load reduction once the restored site has reached a new equilibrium. In all instances, the user is encouraged to compile and leverage available data, document the data sources, clearly articulate any assumptions in generating the required inputs, and critically evaluate the expected implications of using different input values prior to final selection. Guidance is provided to assist the user with the application of best professional judgment when selecting each SLRT input.
In order to meet a number of the SLRT objectives of providing a reliable yet relatively simple approach to estimating the average annual pollutant load reductions, the method requires a simplification of the inherent spatial complexity of any SEZ into a series of representative attribute values. For each of the attributes in Table 4 the user should rely upon the best available and relevant datasets. At a minimum, field geomorphic surveys with a stadia rod, clinometer, survey tape and camera can be used to obtain relevant site specific data to generate the morphologic values required for the existing/current condition of the subject SEZ. Regardless of the data source, when estimating a single representative value for an attribute, consider generating a
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Table 4. Descriptions and potential data sources to generate, SLRT geomorphic attributes. Note the order provided below differs from the order of data input in the SLRTv2_Template.xlsx USER INPUTS worksheet.
Variable Attribute Units Description Potential data source (s) Considerations
lc Channel
length m
Length of channel as measured at
thalweg between upstream and
downstream SEZ boundary.
Google Earth
USGS map
GIS calculation
Longitudinal survey
Select a length of channel over which channel
geometry and material types are relatively
consistent. Distinct changes in bank height,
vegetation characteristics, etc. should be modeled
as separate reaches.
s Channel
slope m/m
Elevation difference of the
upstream boundary thalweg and
downstream boundary thalweg
divided by reach length.
Topographic survey
DEM and field survey depth from
top of bank to thalweg in each
boundary
Ensure channel slope is measured at the thalweg
and extended over a length equivalent to at least 6-
20 bankfull channel widths, a complete meander
wavelength or two-pool riffle sequences.
lob Outside bend
length m
Length of channel (measured at the
thalweg) located along a meander
bend.
Aerial photograph
Topographic survey
Field surveys using survey tape
Be consistent with determination of start and finish
of each bend, such that angles are consistent when
designating each start/finish boundary.
lstr Straight
reach length m
Length of channel (measured at the
thalweg) that is a straight reach. Calculate lstr= lc - lout
Can be verified using: aerial photograph;
topographic survey; field surveys using survey tape
hob
Bank height
of outside
bends
m
Average height from top of bank to
thalweg at midpoint of curvature of
outside bends.
Topographic surveys
Cross-sections
Field surveys using stadia rod and
survey tape
Obtain and average multiple measurements that
represent range of heights to generate a reasonable
average bank height of reach. Consider aligning
number of measurements included in average with
spatial distribution of each height value within reach. hstr
Bank height
of straight
reaches
m Average height from top of bank to
thalweg of straight reaches.
aob
Bank angle of
outside
bends
deg
Average angle from top of bank to
bank toe at midpoint of curvature
of outside bends
Topographic surveys
Cross-sections
Field surveys using stadia rod, level
and inclinometer (or iPhone app)
Obtain and average multiple measurements that
represent range of angles to generate a reasonable
average bank angle of reach. Consider aligning
number of measurements included in average with
spatial distribution of each angle value within reach. astr
Bank angle of
straight
reaches
deg Average angle from top of bank to
bank toe of straight reaches
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Variable Attribute Units Description Potential data source (s) Considerations
tlob
Toe length of
outside
bends
m
Average length of toe measured
along entire slope length of toe for
outside bends
Topographic surveys
Cross-sections
Field surveys using stadia rod and
survey tape
Obtain and average multiple measurements that
represent range of lengths to generate a reasonable
average toe length of reach. Consider aligning
number of measurements included in average with
spatial distribution of each length value within reach. tlstr
Toe length of
straight
reaches
m
Average length of toe measured
along entire slope length of toe for
straight reaches
ta ob
Toe angle of
outside
bends
deg Average angle from top of toe to
bottom of toe outside bends Topographic surveys
Cross-sections
Field surveys using stadia rod, level
and inclinometer (or iPhone app)
Obtain and average multiple measurements that
represent range of angles to generate a reasonable
average toe angle of reach. Consider aligning
number of measurements included in average with
spatial distribution of each angle value within reach. tastr
Toe angle of
straight
reaches
deg Average angle from top of toe to
bottom of toe straight reaches
n
Mannings
roughness of
channel value
n/a
A coefficient that represents the
relative resistance of the bed of a
channel to the flow of water in it.
Recommended n values for SLRT inputs based on channel substrate and riparian
vegetation density are provided below (Table 5).
FSP:BS % FSP in
banks
0-1
fraction
Fraction of SEZ bank/bed material
that is < 16µm.
Bank material data from Tahoe
(see Table 7 provided below)
Sample bank material and submit
to laboratory
Table 7 data is best available data to estimate the %
of the bulk sediment that is < 16µm in Tahoe soils.
If bank material is sampled, ensure samples are
spatially representative of locations susceptible to
erosion within SEZ, and obtain at least one field
triplicate. Analyze for % < 16 µm. Analytical costs will
be higher, but more accurate than use of Table 7.
Qcc Channel
capacity cfs
Average channel capacity of reach
expressed as discharge measured at
upstream boundary.
Note that units are English rather
than metric for most other SLRT
inputs.
HEC-RAS model
Cross-section surveys
Field geomorphic surveys
Manning’s equation
Complete and average multiple measurements from
the riffle/runs reaches that represent a range to
generate a reasonable average channel capacity of
the reach. Do not include capacity of pools in sample
population. Consider aligning number of
measurements included in average with spatial
distribution of each channel capacity within reach.
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Variable Attribute Units Description Potential data source (s) Considerations
lfp Floodplain
length m
Longitudinal linear distance from
upstream to downstream boundary
of floodplain adjacent to subject
reach.
Google Earth
USGS map
GIS calculation
Measured the distance between the upstream and
downstream boundaries of the subject SEZ. Unless
the channel is straight, lfp should be shorter than lc.
FPC
Floodplain
condition
score
1, 3, 5
Presence and distribution of
floodplain attributes that increase
the relative particulate retention
efficiency during overbank
conditions. Expressed as a score of
1,3 or 5.
Visual surveys
Ground photos
Aerial photograph
HEC-RAS model
Floodplain topographic surveys
FPC is expressed as a relative score (1-5) with 5
representing a floodplain that is highly complex and
possesses many of the attributes theorized to retain
a higher fraction of FSP during relatively small
overbank flows. Additional guidance is provided in
Table 6.
c',
ɸ’,
γ,
ɸb
Effective
cohesion,
friction
angle, bulk
unit weight,
matric
suction
parameter
kPa, o,
kN/m3, o
Geotechnical-resistance data focus
on those attributes of the bank
materials that control failure due to
gravity.
Default values are recommended
based on available Tahoe datasets
(see Table 9, 10 and Figure 6)
Sample bank material and submit
to laboratory.
Default values are reasonable estimates for Tahoe
SEZs based on existing datasets (Simon et al., 2003;
2006; 2009) to reduce the effort of the user.
If SEZ specific data is used, spatially representative
observations of bank material composition are
needed. Data collection and analysis may not
improve accuracy of model given the level of effort
needed to obtain site specific values.
If bank material is sampled, ensure samples are
spatially representative of locations susceptible to
erosion within SEZ, and obtain at least one field
triplicate.
Τc, k
Critical shear
stress,
erodibility
coefficient
Pa,
cm3/Ns
Hydraulic-resistance data focus on
those parameters that quantify
resistance to particle-by-particle
erosion.
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Stream Load Reduction Tool v2: USERS GUIDANCE | 11
population of values that represent the reach. The user should critically evaluate if each value generated is reasonable and QA/QC each estimate with knowledge of the reach. It is recommended the user clearly document the data sources used and the assumptions associated with data integration to generate the SLRT inputs. Additional guidance each specific attribute is provided below.
Channel Morphology
In order to accurately model a stream reach, it is necessary to translate a cross section into simple morphologic attributes. The user will need a representative cross section for each project condition (pre, post) and stream reach type (straight, bend). This representative cross section will later be used as an input to the NDA_SLRT_TroutCreek_Pre_Bend_99. Ideally the cross section will identify where the top of bank, top of toe and bottom of toe are located. If these have not been delineated, best professional judgment of cross section morphology will have to be used to identify these points. Figure 3 illustrates each simple morphologic features used by BSTEM. For straight reaches each morphologic attribute should be calculated for each side of the channel and averaged, while in bend reaches all values are calculated from outside bend. The following steps provide guidance to convert a representative cross section into simple morphologic inputs that are ready to be input into BSTEM.
1. Calculate the bank height of either outside bend or straight reaches (h0b, hstr) by subtracting the elevation of the bottom of toe from the top of bank elevation to obtain bank height. Note that straight reaches average both sides of the bank for use in BSTEM.
2. The bank angle (aob, astr) is calculated by taking the ArcTAN of the (elevation change between top of bank and top of toe)/(Station change between top of bank and top of toe). Convert this number to degrees.
3. The toe angle (taob, tastr) is calculated by taking the ArcTAN of the (elevation change between top of toe and the bottom of toe)/(Station change between top of toe and bottom of toe). Convert this number to degrees.
4. Toe length (tlob, tlstr) is calculated by taking the square root of ((Change in toe elevation)2+ (Change in station between bottom and top of toe)2).
Mannings n
Table 5 provides a collection of recommended Manning’s n values for the SLRT user. Technically, the roughness values will differ depending upon discharge, with higher flow perhaps experiencing higher resistance due to greater interaction with vegetated banks. Because relative roughness varies with depth, it is recommended that the user estimate n values at bankfull conditions for the reach of interest. Pre-restoration condition should be represented based on bed substrate and the vegetation density to reflect the conditions of the decade prior to restoration. Similarly the SLRT user should determine the post-restoration Manning’s n value as the reasonable expectation of vegetation density 10 years post-restoration. All assumptions by the user to justify these determinations should be documented. Note that BSTEM results are highly sensitive to the Manning’s value used. In most applications of BSTEM for SLRT to date on Tahoe south shore SEZs, a value of 0.03 has been used unless extensive manual bank hardening was present.
FIGURE 3BSTEM BANK GEOMETRY
0.0
0.5
1.0
1.5
2.0
2.5
0.0 0.5 1.0 1.5 2.0 2.5
Elev
atio
n (m
eter
s)
Station (meters)
Example BSTEM Bank Geometry
Input Bank Toe Length
Input Bank Height
Input Toe Angle
Input Bank Angle
Top of Bank
Top of Toe
Bottom of Toe
Stream Load Reduction Tool v2: USERS GUIDANCE | 13
Table 5. Recommended Manning’s n values for input to SLRT. Recommended values based on information provided in http://www.fsl.orst.edu/geowater/FX3/help/8_Hydraulic_Reference/Mannings_n_Tables.htm, http://www.fhwa.dot.gov/bridge/wsp2339.pdf and A. Simon (2013 pers. comm). To be consistent with BSTEM inputs, Manning’s values should only be provided to the nearest hundredth.
Vegetation Density
Channel dominant substrate type Vegetation density comments
Coarse sand Firm soil (i.e. clay bed) Gravel Cobble
None 0.03 0.03 0.04 0.05 A channel with no vegetation
Low 0.03 0.04 0.05 0.06 Turf grass/weeds; young flexible tree seedlings; no vegetation on channel bed
Medium 0.04 0.05 0.05 0.06
Brushy, moderately dense vegetation (e.g., 1-to-2-year-old willow trees in the dormant season) growing along the banks, with no significant vegetation evident on channel bed.
High 0.04 0.06 0.06 0.08 E.g., 8-to-10-years-old willow or cottonwood trees with some weeds and brush.
FSP content of banks
The objective of the sediment load reduction tool is to evaluate the potential reduction in fine sediment particle loads (< 16µm) to the lake, the amount of FSP in the banks is an important input parameter. The SLRT user can either:
1. Utilize the recommended FSP (< 16µm) % of Tahoe bank materials in SLRT based on the frequency distributions derived from previously sampled Tahoe bank materials by USDA, ARS-National Sedimentation Laboratory (NSL) (Simon et al., 2003) or,
2. Directly sample and analyze a collection of representative bank material samples from the SEZ.
The regional averages of the % silt/clay of bank material samples obtained from 63 streams within the Tahoe Basin (Simon et al 2003) are presented in Table 6. Tools supporting the Lake Tahoe TMDL estimate the fraction of stream derived silt/clay material that is < 16µm to be on the order of 20%, and used to estimate the % of bank materials by region that are < 16µm in size. Based on the regional location of the SEZ, the SLRT template auto-populates the FSP:BS (% of the bank materials < 16 µm) using the FSP:BS values in Table 6.
Should the user choose to sample the SEZ directly the user should obtain a distribution of samples from both the bank face and internal bank material from a series of locations that are susceptible to erosion. Both outer meander bend and straight reaches should be sampled. The samples should be submitted to a geotechnical laboratory and analyzed for % of material < 16 µm. The average value can then be directly entered into the SLRT USER INPUT sheet for the FSP:BS value.
Table 6. Bank material % silt + clay and % < 16 µm by region.
Grain size
REGION
East Northwest,
North & Northeast
Southwest &
Southeast West
% silt and clay (Simon et al 2003) 4.0 3.3 8.7 8.1
% < 16 µm (FSP:BS) 0.8 0.7 1.7 1.6
14 | March 2014
Channel Capacity (Qcc)
Channel capacity will vary throughout a subject reach so it recommended that the user obtains a series of Qcc estimates and integrates the values in a manner that will generate a representative average. SLRT requires channel capacity to be entered into SLRT as cubic feet per second rather than meters per second. Various hydraulic models will provide Qcc estimates based on user inputs and where models are available this approach is recommended to estimate the channel capacity. Below we provide guidance to manually estimate Qcc using available cross sections and the Manning’s equation.
1. Select a representative cross section(s) for the reach, preferably at riffle or run locations, rather than a pool as pools will overestimate the capacity of the reach during flood conditions.
2. Calculate cross sectional area (Axs) at channel capacity (top of banks) in units of ft2. 3. Calculate wetted perimeter (WP) at channel capacity (top of banks) (ft) which is the total length of the
channel in contact with water. The WP of a trapezoidal channel is simply the length of each bank plus the width of the bed. As the geometry of the channel is more complex (like a surveyed cross-section) a series of distance formulas can be found on the internet to obtain the appropriate distance formula along cross section.
4. Calculate slope (s) of reach within which each cross section exists by measuring the elevation difference between the start/end of the reach and divide by the measured channel length (aerial photo or GIS or survey).
5. Using Table 5, estimate Manning’s n value for stream channel within reach (dimensionless). 6. Calculate velocity (v) at channel capacity (top of banks) using Manning’s equation where:
Velocity (ft/sec) = (1.486/n) x (A/WP)^0.66 * s0.5 7. Calculate discharge (cfs) at channel capacity where: Qcc = v *Axs 8. If multiple cross sections were selected, then average all Qcc values to generate a reach wide channel
capacity estimate.
Floodplain condition
Determining the relative floodplain condition is based on three characteristics: average stage to discharge relationship once flows exceed the channel capacity and access the floodplain, topographic complexity of the floodplain; vegetation density, distribution and height of the vegetation on the floodplain. Of the three criteria, the most critical is the stage to discharge relationship as flows on the floodplain incrementally exceed the defined channel capacity. The stage to discharge relationship of the floodplain surface is controlled by the morphology of the floodplain, where a functional floodplain results in incremental increases in effective depth as discharge increases. A stage to discharge rating curve can be developed if data is available, and a desired shape of the rating curve is asymptotic showing a reduction in the slope of water depth as a function of discharge as soon as channel capacity is exceeded. This shape would suggest a vertically expansive floodplain and subsequently relative low effective depths for flows between the channel capacity and 3 times that discharge. In contrast, an inset or constrained floodplain surface or a relatively short length of channel modifications will have a much greater rate of increasing floodplain depth as a function of discharge. In these instances, it is expected the FSP retention coefficient will be relatively low even at relatively smaller overbank flow conditions (i.e. less than 2 times Qcc).
Topographic complexity, such as surface irregularities, wood and other features, increase roughness of the floodplain surface and reduce the effective velocity of flood waters, and as flows recede the low spots and flow
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Stream Load Reduction Tool v2: USERS GUIDANCE | 15
barriers can strand and store sediment-laden waters. Vegetation density, as well as spatial and vertical distribution, also reduce flow velocities and provide surfaces to which FSP can adhere, and vegetation density has a much greater influences on FSP retention when flow depths are below the vegetation height and flow velocities on the floodplain do not result in flattening the vegetation. It must be noted that the measured retention coefficients were developed by evaluating two low gradient well vegetated stream systems with optimal stage to discharge relationships when overbank. The retention coefficient curves as a function of floodplain condition for moderate or poor floodplain condition are based on the theoretical understanding of floodplain function, available data and best professional judgment (2NDNATURE 2013).
Figure 4 is a decision tree to guide SLRT users through these criteria to determine the floodplain condition score (FPC) for input into SLRT. As a general rule, if the floodplain topographic complexity, vegetation community and stage to discharge do not all align with a single condition, assign the condition best represented by two of the three factors. Figure 5 provides visual examples of topographic complexity and vegetation structure. Table 7 provides additional guidance to select the appropriate floodplain condition (FPC) score.
Given the expected improvement of floodplain condition over time following restoration actions, if SLRT is applied when the subject SEZ has been restored but is less than a decade post-restoration, it is suggested the user reasonably estimate the expected floodplain condition 10 years post-restoration. The user will need to document cause and effect assumptions associated with how the specific restoration configuration and actions reasonably support the future FPC vision. Documentation of restoration actions, such as placement of woody debris on the floodplain or channel/floodplain revegetation efforts that are assumed to lead to future assigned floodplain condition, should also be included.
Table 7. SLRT user considerations of floodplain characteristics representative of floodplain condition (FPC). FPC
Score Condition Stage to discharge relationship Topographic complexity Vegetation community
1 Poor
Water depth on the floodplain increases rapidly as a function of increasing discharge. Typical of an inset floodplain or other configuration where lateral migration of overbank flow is constrained.
Minimal: simplified floodplain surface.
Sparse: typical of a meadow with low soil moisture and drought tolerant plant species. Bare dry soil present in summer.
3 Fair
Moderate lateral or longitudinal floodplain confinement, where perhaps lower flood flows have shallow depths on floodplain but for flows greater than 2 time Qcc, water depth rapidly increases with increasing discharge.
Moderate Intermediate
5 Good/ desired
Incremental increase in floodplain depth as discharge increases due to little lateral confinement of overbank flows. Water depth on floodplain remain below 2 ft for flows approaching 3 times Qcc.
High: characterized by presence of large wood, surface irregularities and other features that promote water and particulate stranding.
Dense: well vegetated with meadow species such as grasses, sedge, willows, etc. Coverage is extensive with little to no unvegetated areas.
FIGURE 4FLOODPLAIN CONDITION SCORE DECISION TREE
YES
NO
FPC=3
FPC= 5
FPC=1
Start
When the discharge is two times the channel capacity discharge (Qcc),is the majority (> 75%) of the water on the inundated floodplain less than a depth of 1 foot?
NONO
YES
Is the floodplain densely vegetated with various meadow species such as sedges, grasses, shrubs, forbs, or juncus? Is the meadow vegetation surface extensively covered with wet meadow species (minimal to no exposed soil) that have an average height greater than1.5 ft??
Is the floodplain topographically complex? Is the floodplain surface characterized by a significant presence of surface irregularities, including areas of depressions,distributed large woody debris and other features that promote the stranding of floodplain waters and particulates as flood flows receed?
Is the floodplain densely vegetated with various meadow species such as sedges, grasses, shrubs, forbs, or juncus? Is the meadow vegetation surface extensively covered with wet meadow species (minimal to no exposed soil) that have an average height greater than1.5 ft??
YES
YES
NO
The floodplain condition (FPC) for each site assesses 3 specific characteristics of the floodplain dynamics that contribute to fine sediment retention during overbank events. The decision tree above asks a series of ‘Yes’ or ‘No’ questions that will produce a FPC score of 1, 3, or 5, with 5 representing optimal conditions and 1 representing the poor floodplain conditions to retain FSP.
FIGURE 5TOPOGRAPHIC COMPLEXITY AND VEGETATION STRUCTURE
LOW TOPOGRAPHIC COMPLEXITYLOW VEGETATION STRUCTURE
HIGH TOPOGRAPHIC COMPLEXITYHIGH VEGETATION STRUCTURE
HIGH TOPOGRAPHIC COMPLEXITYHIGH VEGETATION STRUCTURE
LOW TOPOGRAPHIC COMPLEXITYHIGH VEGETATION STRUCTURE
HIGH TOPOGRAPHIC COMPLEXITYLOW VEGETATION STRUCTURE
LOW TOPOGRAPHIC COMPLEXITYLOW VEGETATION STRUCTURE
18 | March 2014
BANK UNIT EROSION RATES
The final SLRT input requirements in the USER INPUT worksheet (SLRTv2_Template.xlsx) are unit erosion rates obtained using BSTEM Dynamic. Prior to initiating the tasks outlined below, the user should ensure all of the required META DATA, CATCHMENT CHARACTERISTICS and SEZ ATTRIBUTE inputs have been populated in the SLRT USER INPUTS tab for both pre and post restoration conditions.
The BSTEM Dynamic outputs are used by SLRT to estimate the average annual FSP loads generated from channel erosion for each pre and post restoration scenario. The user may need to run BSTEM-Dynamic up to a maximum of 16 times per Table 8 to obtain an SLRT load reduction estimate. Since the magnitude of bank erosion significantly reduces with discharge, the user should obtain bank erosion rates sequentially, beginning with the higher flow probabilities (i.e., 99th percentile). Should any BSTEM results be < 0.0000 m3/m/yr the remaining lower flow conditions need not be modeled. Should the results of a specific flow condition indicate negligible bank erosion for the bend or straight reach, a value of 0 is be assumed for the remaining smaller annual hydrographs for that specific morphology.
Table 8. BSTEM-Dynamic model runs for SLRTv2 are completed sequentially from high to low flow conditions. Should a specific morphology result in <0.0000 m/m of may eliminate the need for lower percentile analyses.
Percentile Pre-Restoration Post-Restoration
Outer Bend Straight Reach Outer Bend Straight Reach 99th x x x x 75th If necessary If necessary If necessary If necessary 50th If necessary If necessary If necessary If necessary 25th If necessary If necessary If necessary If necessary
The obtainment of BSTEM Dynamic OUTPUT values requires the user to populate all of the required input fields in the USER INPUT tab with only the BSTEM Dynamic OUTPUT values remaining blank. Once the SLRT USER INPUT sheet is complete, each BSTEM Dynamic OUTPUT value is obtained by 4 steps. It is recommended that the user begin with estimating the unit erosion rate for 99th percentile flows for the pre and post restoration scenarios and then continue sequentially with the next highest annual hydrograph. The guidance below takes the user through the process required to obtain the pre-restoration straight 99th percentile unit erosion rates.
The same steps to run BSTEM Dynamic are repeated for all other morphology and flow conditions.
1. Extract the site specific annual hydrographs 2. Translate the annual hydrographs of discharge to stage time series 3. Set up Dynamic BSTEM for model run 4. Run Dynamic BSTEM 5. Validate Dynamic BSTEM results
1. Extract the site specific annual hydrographs
SLRT auto generates 4 annual hydrographs that drive the BSTEM Dynamic hydrology introduced to the site cross sections. Go to the HYD FSP IN tab and locate the mean daily hydrographs in Column V to obtain the daily discharge representing the 99th percentile flow conditions estimated at the site (Qmd-99). This data is a direct input to the NDA_SLRTTemplate.xlsx (Figure 6) which translates the daily discharge to daily stage at the site, step 2.
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NDA TEMPLATE TAB Figure 6
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17
AB
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DAY OF YEAR
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0.14
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ANNUAL
PER
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SLRT
v1 created
by 2N
DNAT
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FSP
loading [5/22/20
13]
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024
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067
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085
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104
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119
0.04
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0.04
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1.03
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0.04
5455
0.01
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0.01
3378
0.01
0702
0.00
8918
0.00
7644
0.00
6689
0.00
5946
0.00
5351
10/1
6/19
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021
0.02
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027
0.03
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034
0.03
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040
0.04
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005
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024
0.02
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030
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037
0.04
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043
0.05
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0.05
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1.04
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0.04
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0.01
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0.01
4806
0.01
1845
0.00
9871
0.00
8461
0.00
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0.00
6581
0.00
5923
10/1
7/19
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040.
082
0.09
80.
113
0.12
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137
0.14
60.
158
0.16
80.
044
0.08
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098
0.11
30.
125
0.13
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146
0.15
80.
168
0.05
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0.05
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1.04
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0.05
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0.02
1725
0.01
6294
0.01
3035
0.01
0862
0.00
9311
0.00
8147
0.00
7242
0.00
6517
10/1
8/19
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021
0.02
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027
0.03
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034
0.03
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040
0.04
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037
0.04
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043
0.05
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0.05
6309
1.05
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0.05
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0.02
3784
0.01
7838
0.01
4271
0.01
1892
0.01
0193
0.00
8919
0.00
7928
0.00
7135
10/1
9/19
990.
040.
082
0.09
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110
0.12
50.
134
0.14
60.
158
0.16
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044
0.08
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098
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125
0.13
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146
0.15
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168
0.06
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0.05
9458
1.06
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0.05
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0.02
5919
0.01
9439
0.01
5552
0.01
296
0.01
1108
0.00
972
0.00
864
0.00
7776
10/2
0/19
990.
000.
018
0.02
40.
027
0.03
00.
034
0.03
70.
040
0.04
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004
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0.02
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030
0.03
40.
037
0.04
00.
040
0.06
4008
0.06
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1.07
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0.05
8473
0.02
8129
0.02
1096
0.01
6877
0.01
4064
0.01
2055
0.01
0548
0.00
9376
0.00
8439
10/2
1/19
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000.
018
0.02
10.
027
0.03
00.
034
0.03
40.
037
0.04
00.
004
0.01
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021
0.02
70.
030
0.03
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034
0.03
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040
0.06
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0.06
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1.07
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0.06
1018
0.03
0411
0.02
2809
0.01
8247
0.01
5206
0.01
3033
0.01
1404
0.01
0137
0.00
9123
10/2
2/19
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000.
021
0.02
40.
027
0.03
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034
0.03
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040
0.04
30.
005
0.02
10.
024
0.02
70.
030
0.03
40.
037
0.04
00.
043
0.07
0104
0.06
9018
1.08
6139
0.06
3544
0.03
2767
0.02
4575
0.01
966
0.01
6383
0.01
4043
0.01
2288
0.01
0922
0.00
983
10/2
3/19
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070.
104
0.12
20.
140
0.15
80.
171
0.18
60.
198
0.21
30.
065
0.10
40.
122
0.14
00.
158
0.17
10.
186
0.19
80.
213
0.07
3152
0.07
2241
1.09
371
0.06
6052
0.03
5194
0.02
6395
0.02
1116
0.01
7597
0.01
5083
0.01
3198
0.01
1731
0.01
0558
10/2
4/19
990.
020.
052
0.06
40.
073
0.07
90.
088
0.09
40.
104
0.11
00.
021
0.05
20.
064
0.07
30.
079
0.08
80.
094
0.10
40.
110
0.07
620.
0754
841.
1012
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0685
410.
0376
920.
0282
690.
0226
150.
0188
460.
0161
540.
0141
340.
0125
640.
0113
0710
/25/
1999
0.02
0.04
60.
055
0.06
40.
070
0.07
90.
085
0.09
10.
098
0.01
70.
046
0.05
50.
064
0.07
00.
079
0.08
50.
091
0.09
80.
0792
480.
0787
451.
1088
770.
0710
130.
0402
60.
0301
950.
0241
560.
0201
30.
0172
540.
0150
970.
0134
20.
0120
7810
/26/
1999
0.02
0.05
50.
064
0.07
30.
082
0.08
80.
098
0.10
40.
110
0.02
20.
055
0.06
40.
073
0.08
20.
088
0.09
80.
104
0.11
00.
0822
960.
0820
241.
1164
720.
0734
670.
0428
970.
0321
730.
0257
380.
0214
490.
0183
840.
0160
860.
0142
990.
0128
6910
/27/
1999
0.03
0.06
40.
076
0.08
80.
098
0.10
70.
116
0.12
50.
134
0.03
00.
064
0.07
60.
088
0.09
80.
107
0.11
60.
125
0.13
40.
0853
440.
0853
221.
1240
750.
0759
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0456
030.
0342
030.
0273
620.
0228
020.
0195
440.
0171
010.
0152
010.
0136
8110
/28/
1999
0.03
0.07
00.
082
0.09
40.
107
0.11
60.
128
0.13
70.
143
0.03
40.
070
0.08
20.
094
0.10
70.
116
0.12
80.
137
0.14
30.
0883
920.
0886
391.
1316
850.
0783
250.
0483
780.
0362
830.
0290
270.
0241
890.
0207
330.
0181
420.
0161
260.
0145
1310
/29/
1999
0.04
0.07
90.
094
0.11
00.
122
0.13
10.
143
0.15
20.
165
0.04
20.
079
0.09
40.
110
0.12
20.
131
0.14
30.
152
0.16
50.
0914
40.
0919
741.
1393
030.
0807
280.
0512
20.
0384
150.
0307
320.
0256
10.
0219
510.
0192
070.
0170
730.
0153
6610
/30/
1999
0.04
0.07
60.
091
0.10
40.
116
0.12
80.
137
0.14
90.
158
0.03
90.
076
0.09
10.
104
0.11
60.
128
0.13
70.
149
0.15
80.
0944
880.
0953
281.
1469
290.
0831
160.
0541
290.
0405
970.
0324
780.
0270
650.
0231
980.
0202
980.
0180
430.
0162
3910
/31/
1999
0.02
0.04
60.
055
0.06
40.
070
0.07
60.
085
0.09
10.
098
0.01
70.
046
0.05
50.
064
0.07
00.
076
0.08
50.
091
0.09
80.
0975
360.
0987
1.15
4562
0.08
5487
0.05
7105
0.04
2829
0.03
4263
0.02
8553
0.02
4474
0.02
1414
0.01
9035
0.01
7132
11/1
/199
90.
020.
049
0.05
80.
067
0.07
60.
082
0.08
80.
098
0.10
40.
019
0.04
90.
058
0.06
70.
076
0.08
20.
088
0.09
80.
104
0.10
0584
0.10
2091
1.16
2203
0.08
7843
0.06
0147
0.04
511
0.03
6088
0.03
0074
0.02
5777
0.02
2555
0.02
0049
0.01
8044
11/2
/199
90.
010.
030
0.03
70.
040
0.04
60.
049
0.05
50.
058
0.06
10.
008
0.03
00.
037
0.04
00.
046
0.04
90.
055
0.05
80.
061
0.10
3632
0.10
5501
1.16
9851
0.09
0183
0.06
3255
0.04
7441
0.03
7953
0.03
1628
0.02
7109
0.02
3721
0.02
1085
0.01
8977
11/3
/199
90.
010.
024
0.02
70.
030
0.03
70.
040
0.04
30.
046
0.04
90.
006
0.02
40.
027
0.03
00.
037
0.04
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043
0.04
60.
049
0.10
668
0.10
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1.17
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0.09
2508
0.06
6428
0.04
9821
0.03
9857
0.03
3214
0.02
8469
0.02
4911
0.02
2143
0.01
9928
11/4
/199
90.
010.
027
0.03
00.
037
0.04
00.
046
0.04
90.
052
0.05
50.
007
0.02
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030
0.03
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040
0.04
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049
0.05
20.
055
0.10
9728
0.11
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1.18
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0.09
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0.06
9666
0.05
225
0.04
180.
0348
330.
0298
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0261
250.
0232
220.
0209
11/5
/199
90.
070.
113
0.13
10.
152
0.16
80.
186
0.19
80.
213
0.22
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073
0.11
30.
131
0.15
20.
168
0.18
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198
0.21
30.
229
0.11
2776
0.11
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1.19
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0.09
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0.07
2969
0.05
4727
0.04
3781
0.03
6485
0.03
1272
0.02
7363
0.02
4323
0.02
1891
11/6
/199
90.
010.
037
0.04
30.
049
0.05
50.
061
0.06
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073
0.07
60.
012
0.03
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043
0.04
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055
0.06
10.
067
0.07
30.
076
0.11
5824
0.11
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1.20
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0.09
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0.07
6336
0.05
7252
0.04
5802
0.03
8168
0.03
2715
0.02
8626
0.02
5445
0.02
2901
11/7
/199
90.
030.
070
0.08
50.
098
0.10
70.
119
0.12
80.
137
0.14
60.
034
0.07
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085
0.09
80.
107
0.11
90.
128
0.13
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146
0.11
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0.12
2827
1.20
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0.10
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0.07
9767
0.05
9825
0.04
786
0.03
9883
0.03
4186
0.02
9913
0.02
6589
0.02
393
11/8
/199
90.
160.
177
0.20
70.
238
0.26
50.
290
0.30
40.
304
0.30
40.
158
0.17
70.
207
0.23
80.
265
0.29
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304
0.30
40.
304
0.12
192
0.12
6348
1.21
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0.10
3914
0.08
3261
0.06
2446
0.04
9957
0.04
1631
0.03
5683
0.03
1223
0.02
7754
0.02
4978
11/9
/199
90.
010.
034
0.04
30.
049
0.05
20.
058
0.06
40.
067
0.07
30.
011
0.03
40.
043
0.04
90.
052
0.05
80.
064
0.06
70.
073
0.12
4968
0.12
9888
1.22
3585
0.10
6153
0.08
6819
0.06
5114
0.05
2091
0.04
3409
0.03
7208
0.03
2557
0.02
894
0.02
6046
11/1
0/19
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000.
000
0.00
00.
000
0.00
00.
000
0.00
00.
000
0.00
00.
002
0.00
00.
000
0.00
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000
0.00
00.
000
0.00
00.
000
0.12
8016
0.13
3446
1.23
1289
0.10
8379
0.09
044
0.06
783
0.05
4264
0.04
522
0.03
876
0.03
3915
0.03
0147
0.02
7132
11/1
1/19
990.
020.
046
0.05
50.
064
0.07
00.
079
0.08
50.
091
0.09
80.
018
0.04
60.
055
0.06
40.
070
0.07
90.
085
0.09
10.
098
0.13
1064
0.13
7023
1.23
90.
1105
910.
0941
230.
0705
920.
0564
740.
0470
620.
0403
390.
0352
960.
0313
740.
0282
3711
/12/
1999
0.03
0.06
70.
079
0.09
10.
104
0.11
30.
122
0.13
10.
140
0.03
20.
067
0.07
90.
091
0.10
40.
113
0.12
20.
131
0.14
00.
1341
120.
1406
181.
2467
170.
1127
910.
0978
690.
0734
020.
0587
220.
0489
350.
0419
440.
0367
010.
0326
230.
0293
6111
/13/
1999
0.07
0.10
70.
125
0.14
30.
158
0.17
40.
189
0.20
40.
216
0.06
70.
107
0.12
50.
143
0.15
80.
174
0.18
90.
204
0.21
60.
1371
60.
1442
321.
2544
410.
1149
770.
1016
780.
0762
580.
0610
070.
0508
390.
0435
760.
0381
290.
0338
930.
0305
0311
/14/
1999
0.01
0.02
70.
030
0.03
70.
040
0.04
60.
049
0.05
20.
055
0.00
70.
027
0.03
00.
037
0.04
00.
046
0.04
90.
052
0.05
50.
1402
080.
1478
641.
2621
710.
1171
510.
1055
480.
0791
610.
0633
290.
0527
740.
0452
350.
0395
810.
0351
830.
0316
6411
/15/
1999
0.01
0.02
40.
027
0.03
40.
037
0.04
00.
043
0.04
60.
049
0.00
60.
024
0.02
70.
034
0.03
70.
040
0.04
30.
046
0.04
90.
1432
560.
1515
161.
2699
080.
1193
120.
1094
810.
0821
110.
0656
880.
0547
40.
0469
20.
0410
550.
0364
940.
0328
4411
/16/
1999
0.01
0.04
00.
046
0.05
50.
061
0.06
70.
073
0.07
60.
082
0.01
30.
040
0.04
60.
055
0.06
10.
067
0.07
30.
076
0.08
20.
1463
040.
1551
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2776
510.
1214
610.
1134
750.
0851
060.
0680
850.
0567
370.
0486
320.
0425
530.
0378
250.
0340
4211
/17/
1999
0.18
0.18
90.
223
0.25
30.
280
0.30
40.
304
0.30
40.
304
0.17
60.
189
0.22
30.
253
0.28
00.
304
0.30
40.
304
0.30
40.
1493
520.
1588
731.
2854
010.
1235
980.
1175
30.
0881
480.
0705
180.
0587
650.
0503
70.
0440
740.
0391
770.
0352
5911
/18/
1999
0.04
0.08
20.
098
0.11
30.
125
0.13
70.
149
0.15
80.
171
0.04
50.
082
0.09
80.
113
0.12
50.
137
0.14
90.
158
0.17
10.
1524
0.16
258
1.29
3157
0.12
5724
0.12
1647
0.09
1236
0.07
2988
0.06
0824
0.05
2135
0.04
5618
0.04
0549
0.03
6494
11/1
9/19
990.
040.
073
0.08
50.
098
0.11
00.
119
0.13
10.
140
0.14
90.
036
0.07
30.
085
0.09
80.
110
0.11
90.
131
0.14
00.
149
0.15
5448
0.16
6306
1.30
0919
0.12
7837
0.12
5826
0.09
4369
0.07
5495
0.06
2913
0.05
3925
0.04
7185
0.04
1942
0.03
7748
11/2
0/19
990.
020.
049
0.05
80.
064
0.07
30.
079
0.08
50.
091
0.09
80.
018
0.04
90.
058
0.06
40.
073
0.07
90.
085
0.09
10.
098
0.15
8496
0.17
005
1.30
8687
0.12
9939
0.13
0065
0.09
7549
0.07
8039
0.06
5032
0.05
5742
0.04
8774
0.04
3355
0.03
9019
11/2
1/19
990.
050.
094
0.11
00.
128
0.14
00.
155
0.16
80.
180
0.19
20.
055
0.09
40.
110
0.12
80.
140
0.15
50.
168
0.18
00.
192
0.16
1544
0.17
3812
1.31
6461
0.13
203
0.13
4365
0.10
0774
0.08
0619
0.06
7182
0.05
7585
0.05
0387
0.04
4788
0.04
0309
11/2
2/19
990.
100.
131
0.15
50.
177
0.19
50.
216
0.23
20.
250
0.26
50.
095
0.13
10.
155
0.17
70.
195
0.21
60.
232
0.25
00.
265
0.16
4592
0.17
7593
1.32
4242
0.13
411
0.13
8726
0.10
4044
0.08
3235
0.06
9363
0.05
9454
0.05
2022
0.04
6242
0.04
1618
11/2
3/19
990.
080.
119
0.14
30.
162
0.18
00.
198
0.21
30.
229
0.24
40.
082
0.11
90.
143
0.16
20.
180
0.19
80.
213
0.22
90.
244
0.16
764
0.18
1393
1.33
2028
0.13
6178
0.14
3147
0.10
736
0.08
5888
0.07
1574
0.06
1349
0.05
368
0.04
7716
0.04
2944
11/2
4/19
990.
070.
107
0.12
50.
143
0.15
80.
174
0.18
90.
204
0.21
60.
067
0.10
70.
125
0.14
30.
158
0.17
40.
189
0.20
40.
216
0.17
0688
0.18
5212
1.33
982
0.13
8236
0.14
7629
0.11
0722
0.08
8578
0.07
3815
0.06
327
0.05
5361
0.04
921
0.04
4289
11/2
5/19
990.
040.
082
0.09
80.
113
0.12
50.
137
0.14
60.
158
0.16
80.
044
0.08
20.
098
0.11
30.
125
0.13
70.
146
0.15
80.
168
0.17
3736
0.18
9048
1.34
7618
0.14
0283
0.15
2172
0.11
4129
0.09
1303
0.07
6086
0.06
5216
0.05
7064
0.05
0724
0.04
5652
11/2
6/19
990.
010.
027
0.03
00.
037
0.04
00.
046
0.04
90.
052
0.05
50.
007
0.02
70.
030
0.03
70.
040
0.04
60.
049
0.05
20.
055
0.17
6784
0.19
2904
1.35
5422
0.14
232
0.15
6775
0.11
7581
0.09
4065
0.07
8387
0.06
7189
0.05
879
0.05
2258
0.04
7032
11/2
7/19
990.
010.
034
0.04
00.
046
0.05
20.
058
0.06
40.
067
0.07
30.
011
0.03
40.
040
0.04
60.
052
0.05
80.
064
0.06
70.
073
0.17
9832
0.19
6778
1.36
3232
0.14
4347
0.16
1438
0.12
1078
0.09
6863
0.08
0719
0.06
9188
0.06
0539
0.05
3813
0.04
8431
11/2
8/19
990.
020.
052
0.06
10.
070
0.07
90.
088
0.09
40.
101
0.10
70.
021
0.05
20.
061
0.07
00.
079
0.08
80.
094
0.10
10.
107
0.18
288
0.20
0671
1.37
1047
0.14
6363
0.16
6161
0.12
4621
0.09
9696
0.08
308
0.07
1212
0.06
231
0.05
5387
0.04
9848
11/2
9/19
990.
030.
058
0.07
00.
082
0.09
10.
098
0.10
70.
116
0.12
20.
026
0.05
80.
070
0.08
20.
091
0.09
80.
107
0.11
60.
122
0.18
5928
0.20
4582
1.37
8868
0.14
8369
0.17
0944
0.12
8208
0.10
2566
0.08
5472
0.07
3262
0.06
4104
0.05
6981
0.05
1283
11/3
0/19
990.
020.
055
0.06
40.
073
0.08
20.
091
0.09
80.
107
0.11
30.
022
0.05
50.
064
0.07
30.
082
0.09
10.
098
0.10
70.
113
0.18
8976
0.20
8512
1.38
6694
0.15
0366
0.17
5787
0.13
184
0.10
5472
0.08
7894
0.07
5337
0.06
592
0.05
8596
0.05
2736
12/1
/199
90.
190.
195
0.22
90.
262
0.29
00.
304
0.30
40.
304
0.30
40.
187
0.19
50.
229
0.26
20.
290
0.30
40.
304
0.30
40.
304
0.19
2024
0.21
246
1.39
4527
0.15
2353
0.18
069
0.13
5518
0.10
8414
0.09
0345
0.07
7439
0.06
7759
0.06
023
0.05
4207
12/2
/199
90.
010.
030
0.03
70.
043
0.04
90.
052
0.05
80.
061
0.06
40.
009
0.03
00.
037
0.04
30.
049
0.05
20.
058
0.06
10.
064
0.19
5072
0.21
6427
1.40
2364
0.15
433
0.18
5653
0.13
924
0.11
1392
0.09
2827
0.07
9566
0.06
962
0.06
1884
0.05
5696
12/3
/199
90.
020.
052
0.06
10.
070
0.07
90.
088
0.09
40.
101
0.11
00.
021
0.05
20.
061
0.07
00.
079
0.08
80.
094
0.10
10.
110
0.19
812
0.22
0412
1.41
0207
0.15
6298
0.19
0676
0.14
3007
0.11
4405
0.09
5338
0.08
1718
0.07
1503
0.06
3559
0.05
7203
12/4
/199
90.
040.
073
0.08
50.
098
0.11
00.
119
0.13
10.
140
0.14
90.
036
0.07
30.
085
0.09
80.
110
0.11
90.
131
0.14
00.
149
0.20
1168
0.22
4417
1.41
8056
0.15
8257
0.19
5758
0.14
6819
0.11
7455
0.09
7879
0.08
3896
0.07
3409
0.06
5253
0.05
8727
12/5
/199
90.
010.
034
0.04
00.
046
0.04
90.
055
0.05
80.
064
0.06
70.
010
0.03
40.
040
0.04
60.
049
0.05
50.
058
0.06
40.
067
0.20
4216
0.22
8439
1.42
5909
0.16
0206
0.20
090.
1506
750.
1205
40.
1004
50.
0861
0.07
5338
0.06
6967
0.06
027
12/6
/199
90.
080.
119
0.14
00.
162
0.18
00.
198
0.21
30.
229
0.24
10.
082
0.11
90.
140
0.16
20.
180
0.19
80.
213
0.22
90.
241
0.20
7264
0.23
2481
1.43
3768
0.16
2147
0.20
6102
0.15
4576
0.12
3661
0.10
3051
0.08
8329
0.07
7288
0.06
8701
0.06
1831
12/7
/199
90.
050.
091
0.10
70.
122
0.13
70.
149
0.16
20.
174
0.18
60.
052
0.09
10.
107
0.12
20.
137
0.14
90.
162
0.17
40.
186
0.21
0312
0.23
654
1.44
1632
0.16
4078
0.21
1363
0.15
8523
0.12
6818
0.10
5682
0.09
0584
0.07
9261
0.07
0454
0.06
3409
12/8
/199
90.
050.
091
0.11
00.
125
0.14
00.
152
0.16
50.
177
0.18
90.
053
0.09
10.
110
0.12
50.
140
0.15
20.
165
0.17
70.
189
0.21
336
0.24
0619
1.44
9502
0.16
6001
0.21
6684
0.16
2513
0.13
0011
0.10
8342
0.09
2865
0.08
1257
0.07
2228
0.06
5005
12/9
/199
90.
030.
067
0.07
90.
088
0.10
10.
110
0.11
90.
128
0.13
70.
031
0.06
70.
079
0.08
80.
101
0.11
00.
119
0.12
80.
137
0.21
6408
0.24
4716
1.45
7376
0.16
7915
0.22
2065
0.16
6549
0.13
3239
0.11
1032
0.09
5171
0.08
3274
0.07
4022
0.06
6619
12/1
0/19
990.
010.
043
0.05
20.
058
0.06
40.
070
0.07
60.
082
0.08
80.
015
0.04
30.
052
0.05
80.
064
0.07
00.
076
0.08
20.
088
0.21
9456
0.24
8832
1.46
5256
0.16
9821
0.22
7505
0.17
0629
0.13
6503
0.11
3752
0.09
7502
0.08
5314
0.07
5835
0.06
8251
12/1
1/19
990.
070.
110
0.13
10.
149
0.16
80.
183
0.19
80.
213
0.22
60.
073
0.11
00.
131
0.14
90.
168
0.18
30.
198
0.21
30.
226
0.22
2504
0.25
2966
1.47
3141
0.17
1719
0.23
3004
0.17
4753
0.13
9802
0.11
6502
0.09
9859
0.08
7377
0.07
7668
0.06
9901
12/1
2/19
990.
080.
119
0.14
00.
158
0.17
70.
195
0.21
00.
226
0.24
10.
081
0.11
90.
140
0.15
80.
177
0.19
50.
210
0.22
60.
241
0.22
5552
0.25
7118
1.48
103
0.17
3608
0.23
8563
0.17
8922
0.14
3138
0.11
9282
0.10
2241
0.08
9461
0.07
9521
0.07
1569
12/1
3/19
990.
040.
076
0.09
10.
107
0.11
90.
128
0.14
00.
149
0.15
80.
040
0.07
60.
091
0.10
70.
119
0.12
80.
140
0.14
90.
158
0.22
860.
2612
91.
4889
250.
1754
890.
2441
810.
1831
360.
1465
090.
1220
910.
1046
490.
0915
680.
0813
940.
0732
5412
/14/
1999
0.02
0.05
80.
070
0.07
90.
088
0.09
80.
104
0.11
30.
119
0.02
50.
058
0.07
00.
079
0.08
80.
098
0.10
40.
113
0.11
90.
2316
480.
2654
81.
4968
250.
1773
620.
2498
590.
1873
940.
1499
160.
1249
30.
1070
830.
0936
970.
0832
860.
0749
5812
/15/
1999
0.01
0.03
70.
043
0.05
20.
058
0.06
10.
067
0.07
30.
076
0.01
20.
037
0.04
30.
052
0.05
80.
061
0.06
70.
073
0.07
60.
2346
960.
2696
881.
5047
290.
1792
270.
2555
960.
1916
970.
1533
580.
1277
980.
1095
410.
0958
490.
0851
990.
0766
7912
/16/
1999
0.01
0.03
40.
040
0.04
60.
052
0.05
50.
061
0.06
40.
070
0.01
00.
034
0.04
00.
046
0.05
20.
055
0.06
10.
064
0.07
00.
2377
440.
2739
151.
5126
380.
1810
840.
2613
930.
1960
450.
1568
360.
1306
970.
1120
260.
0980
220.
0871
310.
0784
1812
/17/
1999
0.01
0.02
70.
034
0.03
70.
043
0.04
60.
049
0.05
50.
058
0.00
70.
027
0.03
40.
037
0.04
30.
046
0.04
90.
055
0.05
80.
2407
920.
2781
611.
5205
520.
1829
340.
2672
490.
2004
370.
1603
50.
1336
250.
1145
350.
1002
180.
0890
830.
0801
7512
/18/
1999
0.09
0.12
50.
149
0.17
10.
189
0.20
70.
226
0.24
10.
256
0.09
00.
125
0.14
90.
171
0.18
90.
207
0.22
60.
241
0.25
60.
2438
40.
2824
251.
5284
710.
1847
760.
2731
650.
2048
740.
1638
990.
1365
820.
1170
710.
1024
370.
0910
550.
0819
4912
/19/
1999
0.02
0.05
20.
061
0.07
00.
079
0.08
50.
094
0.10
10.
107
0.02
00.
052
0.06
10.
070
0.07
90.
085
0.09
40.
101
0.10
70.
2468
880.
2867
081.
5363
940.
1866
110.
2791
40.
2093
550.
1674
840.
1395
70.
1196
310.
1046
770.
0930
470.
0837
4212
/20/
1999
0.02
0.04
60.
055
0.06
40.
070
0.07
60.
085
0.09
10.
098
0.01
70.
046
0.05
50.
064
0.07
00.
076
0.08
50.
091
0.09
80.
2499
360.
2910
091.
5443
220.
1884
380.
2851
740.
2138
810.
1711
050.
1425
870.
1222
180.
1069
40.
0950
580.
0855
5212
/21/
1999
0.10
0.13
40.
158
0.18
00.
201
0.21
90.
238
0.25
30.
271
0.09
90.
134
0.15
80.
180
0.20
10.
219
0.23
80.
253
0.27
10.
2529
840.
2953
291.
5522
550.
1902
580.
2912
680.
2184
510.
1747
610.
1456
340.
1248
290.
1092
260.
0970
890.
0873
812
/22/
1999
0.08
0.11
90.
140
0.16
20.
180
0.19
50.
210
0.22
60.
241
0.08
10.
119
0.14
00.
162
0.18
00.
195
0.21
00.
226
0.24
10.
2560
320.
2996
681.
5601
920.
1920
710.
2974
220.
2230
660.
1784
530.
1487
110.
1274
660.
1115
330.
0991
410.
0892
2612
/23/
1999
0.01
0.04
00.
049
0.05
50.
061
0.06
70.
073
0.07
90.
085
0.01
40.
040
0.04
90.
055
0.06
10.
067
0.07
30.
079
0.08
50.
2590
80.
3040
251.
5681
340.
1938
770.
3036
340.
2277
260.
1821
810.
1518
170.
1301
290.
1138
630.
1012
110.
0910
912
/24/
1999
0.04
0.07
60.
091
0.10
40.
116
0.12
80.
137
0.14
60.
158
0.03
90.
076
0.09
10.
104
0.11
60.
128
0.13
70.
146
0.15
80.
2621
280.
3084
011.
5760
80.
1956
760.
3099
070.
2324
30.
1859
440.
1549
530.
1328
170.
1162
150.
1033
020.
0929
7212
/25/
1999
0.02
0.04
30.
052
0.06
10.
067
0.07
30.
079
0.08
50.
091
0.01
60.
043
0.05
20.
061
0.06
70.
073
0.07
90.
085
0.09
10.
2651
760.
3127
951.
5840
310.
1974
680.
3162
390.
2371
790.
1897
430.
1581
190.
1355
310.
1185
890.
1054
130.
0948
7212
/26/
1999
0.01
0.03
40.
043
0.04
90.
052
0.05
80.
064
0.06
70.
073
0.01
10.
034
0.04
30.
049
0.05
20.
058
0.06
40.
067
0.07
30.
2682
240.
3172
081.
5919
860.
1992
530.
3226
30.
2419
730.
1935
780.
1613
150.
1382
70.
1209
860.
1075
430.
0967
8912
/27/
1999
0.01
0.03
40.
040
0.04
60.
052
0.05
50.
061
0.06
40.
070
0.01
00.
034
0.04
00.
046
0.05
20.
055
0.06
10.
064
0.07
00.
2712
720.
3216
41.
5999
450.
2010
320.
3290
810.
2468
110.
1974
490.
1645
410.
1410
350.
1234
050.
1096
940.
0987
2412
/28/
1999
0.07
0.10
70.
125
0.14
30.
162
0.17
70.
189
0.20
40.
216
0.06
70.
107
0.12
50.
143
0.16
20.
177
0.18
90.
204
0.21
60.
2743
20.
3260
91.
6079
090.
2028
040.
3355
920.
2516
940.
2013
550.
1677
960.
1438
250.
1258
470.
1118
640.
1006
7812
/29/
1999
0.07
0.10
70.
125
0.14
30.
162
0.17
70.
189
0.20
40.
216
0.06
70.
107
0.12
50.
143
0.16
20.
177
0.18
90.
204
0.21
6
20 | March 2014
2. Translating discharge to stage
• Open NDA_SLRTTemplate. xlsm and enable macros. INSTRUCTION worksheet provides instructions. • Save the NDA_SLRTemplate. xlsm with the following format; spreadsheet name, Site Name, Pre or Post
restoration, bend or straight reach, annual percentile hydrograph (e.g. NDA_Trout Creek_Pre_bend_99. xlsm)
• In INSTRUCTION worksheet (Figure 6B): Enter the top bank elevation for the left and right bank in cells E14, E15 (flow cannot exceed the lower
of these two values without going out of bank). The top bank elevation is usually noted in the representative cross section. Use the same values that were used to calculate bank heights (h0b, hstr) for the BSTEM Inputs.
• In X-SEC worksheet (Figure 6C): Enter representative cross-section data (as x-y coordinates in meters) into columns A and B, starting in
A3, B3. This will provide stage values over the range of elevations provided and for a range of Manning’s roughness coefficients (n-values). The cross section data is automatically graphed in rows 104-125.
Enter channel slope (m/m) in cell C1. Value is populated in SLRT USER INPUTS C18; Enter daily discharge values from the annual percentile hydrographs (Figure 6A) in Column R
(highlighted in blue). Start by using the 99th percentile hydrograph for the bend reach. • Run the two workbook macros. This is done by selecting View Macros in this workbook. The two macros
are “FlowArea “and “NDA_SLRTTemplate.xlsm!WettedPerimeter” and can be run in either order. The calculated stage values will be used later as inputs into the calculations tab of BSTEM_Dynamic. The stage time series values have been created for a range of manning’s numbers for the 99th percentile hydrograph within the straight reach pre-restoration condition.
• The remaining hydrographs (25th, 50th, 75th) can be created by pasting the Annual Percentile Hydrographs from the SLRTv2.xlsx HYD FSP IN page into column R of the NDA_SLRTTemplate.xlsx. The values for stage and depth will update automatically.
3. Setup BSTEM-Dynamic
For each model run, the user will setup the BSTEM-Dynamic file as follows. For this example, we will describe instructions for how to model pre-restoration, outside bend 99th percentile flow conditions for Trout Creek.
Method: • Open BSTEM_Dynamic_Template.xlsm and enable macros. • Save BSTEM_Dynamic_Template.xlsm in folder a specific to the reach in a format that will describe the
simulation. (e.g. BSTEM_Dynamic_TroutCreek_Pre_Bend_99.xlsm) • In INPUT GEOMETRY worksheet (Figure 7):
Select option B and enter the following bank geometry data from SLRTv2 USER INPUTS worksheet to each empty cell beneath option B.
o a) Input bank height – Bend bank height (hob) o b) Input bank angle – Bend bank angle (a0b) o c) Input bank toe length – Bend toe angle (tlob) o d) Input bank toe angle – Bend toe angle (taob)
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BSTEM “INPUT GEOMETRY” TAB Figure 7
Input bank geometry and flow conditions Work through all 4 sections then hit the "Run Bank Geometry Macro" button. 1) Select EITHER Option A or Option B for Bank Profile and enter the data in the relevant box- cells in the alternative option are ignored in the simulation and may be left blank if desired. 2) Enter bank material layer thicknesses (if bank is all one material it helps to divide it into several layers). 3) If bank is submerged then select the appropriate channel flow elevation to include confining pressure and calculate erosion amount; otherwise set to an elevation below the bank toe. To ensure bank profile is correct you can view it by clicking the View Bank Geometry button.
Option A - Draw a detailed bank Option B - Enter a bank height and angle, profile using the boxes below the model will generate a bank profile
Station ElevationPoint (m) (m) 0.6 a) Input bank height (m)
A 0.00 0.60 62.0 b) Input bank angle (o)B 0.60 0.60C 0.61 0.57 0.7 c) Input bank toe length (m)D 0.63 0.55E 0.64 0.52 16.0 d) Input bank toe angle (o)F 0.66 0.49G 0.67 0.46H 0.69 0.44I 0.70 0.41J 0.72 0.38K 0.73 0.36L 0.74 0.33 Bank layer thickness (m)M 0.76 0.30N 0.77 0.27O 0.79 0.25P 0.80 0.22 Layer 1 0.60 0.00Q 0.82 0.19R 0.95 0.15 Layer 2 0.00S 1.09 0.12T 1.22 0.08 Layer 3 0.00U 1.35 0.04V 1.49 0.00 Layer 4 0.00W 2.49 0.00
Layer 5 0.00
Channel and flow parameters
1 Input reach length (m)
0.0042 Input reach slope (m/m)
Top of toe?
Elevation of layer base (m)
Para
llel l
ayer
s, s
tarti
ng fr
om p
oint
B
Top Layer
Bottom Layer
A - bank top: place beyond start of shear surface B - bank edge C-P - breaks of slope on bank (if no breaks of slope place as intermediary points) Q - top of bank toe R-U - breaks of slope on bank toe (if no breaks of slope then insert as intermediary points) V - base of bank toe W - end point (typically mid point of channel) Notes: Bank profile may overhang. If the bank profile is fully populated, the shear surface emergence point should be anywhere between points B and Q. The shear surface emergence point must not be on a horizontal section - the elevation of this point must be unique or an error message will display.
W
A
C-P
V
Q
Station (m)
Elev
atio
n (m
)
B
R-U
shear surface emergence
shear surface angle
Definition of points used in bank profile
b
a
Toe material
d
c
Bed material
Layer 1
Layer 2
Layer 3
Layer 4
Layer 5
Bank material
Run Bank
Option A Option B
View Bank
BSTEM INPUT GEOMETRY
d) Input bank toe angle (o)
Par
alle
l laye
rs,
star
ting
from
poi
nt
B
Notes: Bank profile may overhang. If the bank profile is fully populated, the shear surface emergence point should be anywhere between points B and Q. The shear surface emergence point must not be on a horizontal section - the elevation of this point must be unique or an error message will display.
b
a
Toe material
d
c
Bed material
Layer 1
Layer 2
Layer 3
Layer 4
Layer 5
Bank material
Run Bank View Bank
-0.1
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0 0.5 1 1.5 2 2.5 3
EL
EV
AT
ION
(M
)
STATION (M)
After running the “Run Bank” macro, a bank profile the user will be automatically be moved to the next worksheet. The user has the option to return to the Input Geometry Worksheet and select the “View Bank” macro. This creates a bank profile of the “Option B” input geometry that can be used to verify that bank attributes are correct.
22 | March 2014
Under bank layer thickness, enter the input bank height value for layer 1 thickness adjacent layer 1.
Values on the right side of inputs should automatically change to 0 when layer 1 is changed to equal input bank height.
In the “Channel and flow parameters” enter 1 for input reach length to signify desired output of m3 per 1 meter) and input the reach slope (m/m) from SLRTv2 USER INPUTS. Once all the information is entered select “Run Bank Geometry”. A dialogue box pops up with a preset
of 2 as the initial index of the top bank point. Select “OK” and the macro automatically moves the user to the BANK MATERIAL tab.
Select the INPUT GEMOETRY worksheet and click on the “View Bank Geometry” button to ensure bank geometry is correct.
• In BANK MATERIAL worksheet (Figure 8): Available data from the Tahoe Basin (Table 9 are used to provide recommended hydraulic resistance (for surface sediments) and geotechnical resistance (for in situ materials) resistance of the banks. If users desire, reach specific data can be obtained by direct field samples and submission to a geotechnical laboratory. Table 9. Recommended bank and toe model inputs, based on analysis of Tahoe-specific data.
Material Descriptors (BSTEM
Row #)
Bank Model Input Data Toe Model Input Data
Friction
angle ɸ'
(degrees)
Cohesion c'
(kPa)
Saturated
unit weight
(kN/m3)
ɸb
(degrees) τc (Pa) k (cm3/Ns)
Own data layer 1 (row 25) 30.9 3.80 17.1 10.0 3.00 0.645
Own data Bank Toe (row 35) - - 17.1 - 21.40 0.127
• For most SLRTv1 users, no data will be input into GRAIN SIZE DISTRIBUTION worksheet. • For most SLRTv1 users, no data will be input into BANK VEGETATION worksheet. However, :
If the user wishes to account for post-restoration root-reinforcement, Table 4.11 provides the estimated values for a typical Tahoe Basin species/vegetation types. The root-reinforcement value for the selected species is entered into cell I29.
Table 10. Estimated root-reinforcement values for typical Tahoe Basin species, 10-years post-channel restoration.
Values obtained using the RipRoot algorithm, assuming a silt bank material, and a 1m rooting depth.
Species/ Vegetation type Root-reinforcement (kPa)
Dry meadow grasses 1.36
Wet meadow grasses 1.90
Lodgepole pine 2.74
Geyer’s willow 3.75
Lemmon’s willow 2.22
Alder 2.09
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BSTEM “BANK MATERIAL” TAB Figure 8
Sele
ct m
ater
ial t
ypes
(or s
elec
t "ow
n da
ta"
and
add
valu
es b
elow
)
Ban
k M
ater
ial
Ban
k To
e M
ater
ial
Lay
er 1
Lay
er 2
L
ayer
3 L
ayer
4
Lay
er 5
Ban
k an
d ba
nk-to
e m
ater
ial d
ata
tabl
es.
Thes
e ar
e th
e de
faul
t par
amet
ers
used
in th
e m
odel
. Cha
ngin
g th
e va
lues
or d
escr
iptio
ns w
ill ch
ange
the
valu
es u
sed
whe
n se
lect
ing
soil
type
s fro
m th
e lis
t box
es a
bove
. Add
you
r ow
n da
ta u
sing
the
whi
te b
oxes
.
Ban
k m
ater
ial
type
Des
crip
tion
Mea
n gr
ain
size
, D50
(m)
Fric
tion
angl
e f
' (de
gree
s)
Sat
urat
ed u
nit
wei
ght
(kN
/m3)
fb (d
egre
es)
Che
mic
al
conc
entra
tion
(kg/
kg)
Hyd
raul
ic
Con
duct
ivity
k
sat (
m/s
)
van
Gen
ucht
en a
(1
/m)
van
Gen
ucht
en n
t c (P
a)k
(cm
3 /Ns)
1B
ould
ers
0.51
242
.00.
020
.015
.0-
1.74
5E-0
33.
5237
2.32
8649
80.
004
2C
obbl
es0.
128
42.0
0.0
20.0
15.0
-1.
745E
-03
3.52
372.
3286
124
0.00
93
Gra
vel
0.01
1336
.00.
020
.015
.0-
3.16
0E-0
33.
5237
2.32
8611
.00.
030
4a a
nd 4
bA
ngul
ar s
and
0.00
035
36.0
0.0
18.0
15.0
-7.
439E
-05
3.52
373.
1769
5a a
nd 5
bR
ound
ed s
and
0.00
035
27.0
0.0
18.0
15.0
-1.
130E
-06
4.05
632.
3286
6a, 6
b an
d 6c
Silt
-
30.0
3.0
18.0
15.0
-5.
064E
-06
0.65
771.
6788
7a, 7
b an
d 7c
Sof
t cla
y-
25.0
10.0
18.0
15.0
-9.
473E
-07
1.58
121.
4158
8a, 8
b an
d 8c
Stif
f cla
y-
20.0
15.0
18.0
15.0
-1.
708E
-06
1.49
621.
2531
30.9
3.80
17.1
10.0
5.06
4E-0
60.
6577
1.67
883.
000
0.64
5x
10 fo
r gra
ss ro
ots
30.9
3.80
17.1
10.0
5.06
4E-0
60.
6577
1.67
8821
.400
0.12
7
17.1
21.4
00.
127
Nee
d to
kno
w th
e cr
itica
l she
ar s
tres
s (t
c) ?
Nee
d to
kno
w th
e er
odib
ility
coe
ffici
ent (
k) ?
1.00
0 I
nput
crit
ical
she
ar s
tress
tc (
Pa)
3.00
0
0.71
Ero
dibi
lity
Coe
ffici
ent (
cm3 /N
s)0.
645
0.03
7529
331
Toe
Mod
el In
put D
ata
Coh
esio
n c'
(k
Pa)
Coa
rse
(0.7
1 m
m) o
r
Fi
ne (0
.18
mm
)
Ero
dibl
e (0
.100
Pa)
,
Mat
eria
l Des
crip
tors
Ban
k M
odel
Inpu
t Dat
aG
roun
dwat
er M
odel
Inpu
t Dat
a
Mod
erat
e (5
.00
Pa)
, or
Res
ista
nt (5
0.0
Pa)
9
Ow
n da
ta la
yer 1
Ow
n da
ta la
yer 2
Ow
n da
ta la
yer 3
Ow
n da
ta la
yer 4
Crit
ical
She
ar S
tress
tc (
Pa)
Ow
n da
ta la
yer 5
Ow
n da
ta B
ank
Toe
Inp
ut n
on-c
ohes
ive
parti
cle
diam
eter
(mm
)
BSTE
M B
ANK
MAT
ERIA
L
24 | March 2014
• In CALCULATION worksheet (Figure 9): Dates and values for the one-year depth series (from the NDA_Trout Creek_Pre_bend_99. xlsm) will be
input in columns A and B, rows 66 onwards (these cells are highlighted in blue). Rows 66 downward should be empty for all columns in this worksheet prior to data being added. Delete values in all rows below row 65 as necessary.
Copy the date values starting in column Q3 X-SEC worksheet of NDA_Trout Creek_Pre_bend_99. xlsm and paste into cell A66 downward.
Select stage or depth data. If the lowest value in the cross section (column B) in the X-SEC worksheet is greater than 0, the stage values (columns S-Z in X-SEC worksheet) should be used instead of the depth (columns AC-AJ in X-SEC worksheet).
Select appropriate column based on the appropriate Manning’s n value for the study reach (see Table 5 for guidance; enter value in SLRTv2 USER INPUTS). For either stage or depth, the columns correspond to various Mannings n values as shown in row 2. Select the data column associated the appropriate Manning value and copy from row 3 downward and paste into cell B66 downward. For this example we would select column S from the NDA_Trout Creek_Pre_bend_99. xlsm.
4. Run BSTEM-Dynamic
Now that the BSTEM files are populated with the correct input data, follow these steps to run the model.
Data requirements: • Manning’s n (from SLRTv2 USER INPUTS) • Location of bank edge (from cross section data) • Initial Groundwater elevation (set equal to the initial Stage/Depth)
Method: • In RUN MODEL worksheet:
Click on the “RUN MODEL” button and follow prompts (Figure 10), including: which x,y point represents bank top-edge (when using “Option B in the Input Geometry
worksheet, accept default value of “2”), Manning’s n value (from SLRTv2 USER INPUTS) The range of dates to be analyzed (CALCULATIONS select cell A66 downward) Groundwater elevation depth should be changed. Set as the “in-channel water surface elevation”
provided at the bottom of the dialogue box. (should be equal to the Stage/Depth value in cell B 66 of the Calculations worksheet. See Figure 9)
Once all prompts are answered, model will likely take anywhere from30 seconds to 5 minutes to run.
Average annual volume of bank material eroded per meter of bank length (m3/m/yr) for hydraulic, geotechnical and total erosion will be output on the CALCULATIONS page in Cell BJ58 (see Figure 9B), along with the initial and simulated bank geometries (see Figure 9C). The final unit erosion rates are also displayed in Cell A60 for simplicity (see Figure 9A). These values are entered into the User Input worksheet (SLRTv2_Template.xlsx) for the PRE 99th percentile bend reach (cell 50). As additional BSTEM runs are completed be sure to manually input the correct bank erosion rate for the appropriate scenario (pre- or post-restoration) and percentile flow (i.e., 99th, 75th, 50th, or 25th). Note: if the model results indicate that unit erosion rates are negligible (<0.0000), then no additional runs are necessary for the lower percentile flows. For example, if the post-restoration straight reach model for the 75th percentile flow yields unit erosion rate (estr-75) <0.0000, then the 50th and 25th flows do not need to be modeled. However, the post-restoration outer bend simulations may still be necessary.
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BSTEM “CALCULATIONS” TAB Figure 9
585960616263646566676869707172
A B C
Unit Erosion Rates (m3/m/yr)0.0113808
Manning's n =Force Equilibrium Calculations
Date and Time Stage Groundwater ta(m a.s.l.) (m a.s.l.)
10/1/1999 0.000426 0.00042559810/2/1999 0.0793 0.079310/3/1999 0.000426 0.00042559810/4/1999 0.061 0.06110/5/1999 0.0732 0.073210/6/1999 0.000426 0.00042559810/7/1999 0.000426 0.000425598
BSTEM CALCULATIONS
A. DEPTH TIME SERIES INPUTS & FINAL EROSION OUTPUT
B. HYDRAULIC, GEOTECHNICAL & TOTAL EROSION OUTPUTS
5758596061626364
BD BE BF BG BH BI BJ BK BL BM
0.0113808 -4.272034675
2.980.0000000 0.477972603 0.0113808
Bank Model Toe ModelFailure base Failure angle Failure width Failure volume Sediment loading Average boundary shear stress Maximum Lateral Retreat Eroded Area- Bank Eroded Area- Toe Eroded Area- Total
m degrees cm m3 kg Pa cm m2 m2 m2
C. INITIAL & SIMULATED BANK GEOMETRIES
-0.1
0.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.0 0.5 1.0 1.5 2.0 2.5 3.0
AR
BIT
RA
RY
EL
EV
AT
ION
, IN
ME
TE
RS
DISTANCE FROM START OF SURVEY, IN METERS
Initial Bank ProfilePost Run Bank Profile
BSTEM RUN MODEL Figure 10
Bank model outputVerify the bank material and bank and bank-toe protection information entered in the "Bank Material" and "Bank Vegetation and Protection"worksheets. Once you are satisfied that you have completed all necessary inputs, hit the "Run Bank-Stability Model" button.
Bank Material PropertiesLayer 1 Layer 2 Layer 3 Layer 4 Layer 5
Own Data Silt Silt Silt Silt
Toe Model OutputVerify the bank material and bank and bank-toe protection information entered in the "Bank Material" and "Bank Vegetation and Protection"worksheets. Once you are satisfied that you have completed all necessary inputs, hit the "Run Toe-Erosion Model" button (Center Rightof this page).
Bank Material Properties Bank Toe Material Account for:Layer 1 Layer 2 Layer 3 Layer 4 Layer 5
Own data Resistant cohesive Resistant cohesive Resistant cohesive Resistant cohesive Own data Material
3.00 50.00 50.00 50.00 50.00 21.40 Critical shear stress Effective stress(Pa) acting on each grain
0.645 0.014 0.014 0.014 0.014 0.127 Erodibility Coefficient(cm3/Ns)
Run Model!
BSTEM RUN MODEL
A. RUN MODEL WORKSHEET
B.TOP BANK POINT C. MANNINGS N
D. DATE RANGE
E. STARTING GROUNDWATER
ELEVATION
Stream Load Reduction Tool v2: USERS GUIDANCE | 27
5. Validate BSTEM-Dynamic Results
Once the 16 BSTEM-Dynamic runs have been completed for a selected reach, it is important to validate the results. Dynamic BSTEM is a complicated model that is sensitive a number of the input parameters. The following will help to determine whether the results from a run are a realistic model of the given stream reach by looking at specific results from completed models. It is important to consider the results BSTEM-Dynamic runs in the greater context of the SLRT before focusing too specifically on a single result.
The final erosion rate located in cell A60 in SLRT v2 CALCULATIONS tab only represent a single flow condition (i.e., 99th, 75th, 50th, or 25th percentile) for either the straight or bend bank profiles. The final SLRT v2 erosion rate for a stream reach integrates each percentile flow for both outside bend and straight reaches (Table 11). Once the USER INPUTS page of SLRT v2 has been populated, the SCEfsp tab of SLRT v2 auto generates a weighted value for the entire modeled stream section (Table 11). The trapezoid method is used to weight each erosion rate by its probability of occurrence so that lower probability (e.g. 99th) annual percentile hydrographs are appropriately represented in the average annual estimates. Cell S12 and S13 of the SCEfsp tab display the Ave Annual Load (MT/yr) and bank erosion rate (m3/km) for pre restoration morphology. These values can be used to QA/QC initial BSTEM erosion rate outputs with other erosion data for a particular reach (e.g. repeated cross sections in the same location). The erosion rates for the 99th percentile flow are an estimate of the maximum erosion over an 18 yr time period. However, the probabilistically weighted values can be compared with other estimates of average bank erosion rates or loading (Table 11). Table 12 displays a range of representative BSTEM erosion rates in (m3/km/yr) estimated for implemented or planned stream restoration projects on the Upper Truckee River and Trout Creek (2NDNATURE 2014) for comparison.
Table 11. Example of the trapezoid method being utilized to accurately weight erosion rates for entire reach.
BULK SEDIMENT
PRE RESTORATION POST RESTORATION
Coordinates for Trapezoid Method Coordinates for Trapezoid Method
x y Trapezoid x y Trapezoid
1 0.00 0.00 15.51 1 0.00 0.00 27.14
2 0.25 124.04 88.84 2 0.25 217.15 98.61
3 0.50 586.64 202.18 3 0.50 571.76 204.30
4 0.75 1030.78 6494.24 4 0.75 1062.68 472.61
5 0.99 53087.92 530.88 5 0.99 2875.77 28.76
6 1.00 6 1.00
Ave Annual Load (MT/yr) 1466.33 Ave Annual Load (MT/yr) 166.29
Bank Erosion Rate (m3/km/yr) 459.77 Bank Erosion Rate (m3/km/yr) 52.14
Running BSTEM models is an iterative process. We one option is to compare initial results of a single BSTEM run (e.g. 99th percentile) to a site or two with similar conditions where BSTEM Dynamic values exist (e.g. 2NDNATURE 2014 on 7 projects in the Upper Truckee River). If you seem to have values either much higher or lower than expected, a series of troubleshooting steps can be taken to improve the model.
28 | March 2014
Table 12. Input bank profile attributes and hydrology for 99th percentile flow for select bend reaches.
Predicted bank erosion rate (m3/km/yr)
Project PRE-RESTORATION POST-RESTORATION
UTR Sunset Reach 6 1.4 0.0
Angora Sewer 3.6 1.2
Trout Creek Upper 14.9 3.84
Angora SEZ 18.6 1.0
UTR Sunset Reach 5 61.0 9.4
UTR Middle Reach 237.1 28.5
UTR Golf Course 459.8 52.1
Another simple diagnostic is to graph the results of each BSTEM run. The DYNAMIC BSTEM model creates a new bank profile as erosion and the geometry after the model run can be graphed using the data in the CALCULATIONS tab. There are two common types of errors. The first is where erosion results are influenced by faulty input geometry. An example of this would be entering an input bank height that does not match the bank layer thickness. Any error, even as simple as incorrectly recording the reach slope, will completely change the output unit erosion rate. Another common issue is a complete unraveling of the bank, resulting in unit erosion rates of 2 to 3 orders of magnitude for the 99th percentile flow. This issue occurs when the entire toe is eroded away, and only the weak bank material remains. To fix this problem the bank can be modeled as two separate layers. Under the Bank Layer Thickness heading in the Input Geometry tab, give layer 2 a height equal to the top of toe elevation. Change layer 1 so that the entire bank thickness remains the same as the Input bank height (m). The parameters have already been input into the Bank Material page so that the second layer will have the bank parameters of the toe. Rerun option B and run the model again. It is critical that every row 64 down in the BSTEM CALCULATIONS tab is cleared and new dates and stage/depth values are pasted in prior to running the model again.
Once the user is confident in the BSTEM results, the contents of cell A60 of the BSTEM CALCULATIONS tab can be input into SLRT v2 template and all remaining SLRT estimates and calculations will be automatically generated.
Below provides a simple review of each the results summarized in SLRTv2.
CATCHMENT HYDROLOGY AND FSP LOADS
SLRTv2_Template.xlsx worksheet: HYD FSP IN
Using available data, SLRT provides default flow frequency datasets and annual hydrographs by region and catchment types that are adjusted based on catchment characteristics for the specific SEZ of interest. Once the SLRT user completes the required “catchment characteristics” user inputs (see Figure 1) in the SLRTv2_Template.xlsx, estimates of catchment hydrology in the appropriate formats necessary for SLRT are automatically generated and presented in HYD FSP IN worksheet. The average annual hydrologic estimates provided from SLRT are estimates based on limited datasets and clearly documented assumptions, and there are known deviations from the predicted and observed hydrology. The SLRT user is welcome to generate estimated average annual flow frequency distributions and the appropriate percentile annual hydrographs independently, but the SLRT method requires the use of same incoming hydrology for both pre-and post-restoration scenarios
2NDNATURE, LLC | ecosystem science + design www. 2ndnaturellc.com | 831.426.9119
Stream Load Reduction Tool v2: USERS GUIDANCE | 29
to estimate the average annual pollutant load reductions. In addition, it is recommended that the catchment hydrology used is based on, or comparable to, the hydrologic conditions that occurred between WY89–WY 06 to maintain consistency with the Pollutant Load Reduction Model (PLRM; nhc et al. 2009) estimates to the extent possible.
The SLRTv2_Template.xlsx will auto-generate estimates of the required hydrologic datasets based on the user catchment characteristic inputs. The discharge frequency distribution outputs includes the frequency of occurrence (number of days per year) and the median mean daily discharge (cfs) for each of the standardized 50 bin intervals of the predicted average annual hydrograph for the upstream boundary of the subject SEZ. The average annual frequency distribution hydrograph is used to estimate incoming average annual FSP loads (INfsp) and estimates of the average annual pollutant floodplain retention (RFPfsp). Four annual percentile hydrographs are generated for direct input into the BSTEM-Dynamic platform to estimate a series of unit erosion rates given an expected range of annual discharge conditions. The discharge frequency distribution and annual hydrograph estimates are presented in both graphical (Figure 11) and tabular formats. The user is encouraged to compare the estimates to any measured discharge values or other records to verify the hydrology estimates are reasonable for the SEZ of interest.
FLOODPLAIN RETENTION
SLRTv2_Template.xlsx worksheet: RFPfsp
The SLRT method estimates the fraction of the average annual FSP mass delivered to the floodplain as function of discharge. For each bin where overbank flow is expected to occur, the tool calculates the daily FSP load less the load contained within the channel and multiplies the difference by the frequency of occurrence for that flow. The sum of the loads for all overbank flows is the estimated average annual mass of FSP delivered to the SEZ floodplain (DFPfsp; MT/yr).
The worksheet calculates the average annual FSP mass retained on the floodplain based on the estimated DFPfsp and user inputs of floodplain condition (FPC). The retention coefficient is determined based on floodplain condition and the corresponding Rfsp (Q:Qcc) rating curve. The appropriate retention coefficient is applied to the FSP mass delivered to the floodplain to determine the fraction of the mass retained. SLRT sums the masses for all overbank flows to estimate the average annual mass of FSP retained on the SEZ floodplain (RFPfsp; MT/yr). The floodplain delivery and retention metrics are generated automatically and displayed in both graphical (Figure 12) and tabular formats for both pre and post restoration scenarios in the RFPfsp worksheet.
BANK EROSION
SLRTv2_Template.xlsx worksheet: SCEfsp
SLRT auto-generates the average annual FSP generated from streambank erosion for pre- and post-restoration scenarios based on the BSTEM-Dynamic outputs for up to 16 spatial and temporal conditions. Two channel bank profiles are modeled to account for spatial variations in hydraulic forces: a representative straight reach and a representative outside meander bend. Four annual probability hydrographs are modeled to represent a range of percentile flow years (25th, 50th, 75th and 99th percentiles).
BSTEM-Dynamic provides an annual unit bulk sediment erosion rate per length of feature (m3/m/yr) that is assumed to be representative of the straight and outside bend reaches within the subject SEZ modeled for a given annual hydrograph. For each hydrograph, the annual bulk sediment generation rates are multiplied by
SLRTV2 “HYD FSP IN” TAB Figure 11
SEZ NAME: UTR GOLF COURSE
NAME VALUE VARIABLEMean Annual Precip (in) 29.91 P
Total Area (sq mi or acres) 42.4 ATotal Impervious Area (acres)- urban only 0.0 Ai
Bin Interval (cfs) 16.643 Qbi
Regional Coefficient 0.003 RMax Mean Daily Q (cfs) 2434.91 Qmax
Bin 50 Value (cfs) 1625.22 Qb-50
FSP CRC (mg/L) - Urban only n/a Vin
Bin Interval (cfs) 16.64 Qbi
FSP CRC (mg/L) - Urban only n/a FSPC
Average annual discharge volume (ac-ft/yr) 42854.0 Vin
Average annual FSP load into SEZ (MT/yr) 389.3 FSPin
2829303132333435363738394041424344454647484950
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STREAM LOAD REDUCTION TOOL (SLRTv2)Predicted catchment hydrology and FSP loads
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SLRTv2 created by 2NDNATURE LLC 2014 Catchment hydrology and FSP loading [2/7/2014]
SLRTV2 “RFPFSP” TAB Figure 12
REACH NAMEDate of estimate
PRE RESTORE POST RESTORE VARIABLESChannel length (m) 1829 2143 l
Channel slope (m/m) 0.0021 0.0018 sChannel capacity (cfs) 1900 550 Qcc
Floodplain condition score 3 5 FPC
Average days overbank (d/yr) 0.0 3.9 tob
Channel FSP load (kg/d) 45043 11513 FSPcc
Catchment FSP load (MT/yr) FSPin
Delivered to floodplain (MT/yr) 0.00 25.77 DFPfsp
Retained on floodplain (MT/yr) 0.00 8.88 RFPfsp
389.25
UTR GOLF COURSE
STREAM LOAD REDUCTION TOOL (SLRTv2) FLOODPLAIN RETENTION ESTIMATES
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SLRTv2 created by 2NDNATURE LLC (2014) Average annual floodplain retention estimates [2/24/2014]
32 | March 2014
the respective total contributing lengths (e.g., straight reach, outer bend) and bulk unit sediment weight to calculate the annual bulk sediment mass (MT/yr) generated for each probability flow year. These values are converted to FSP load based on the regional FSP to bulk sediment ratios. To estimate the average annual sediment and FSP loads, each annual probability hydrograph is weighted based on its probability of occurrence, and these load values are averaged to calculate the average annual bulk sediment and FSP. The pre- and post-restoration values are compared to estimate the average annual FSP load reduction as a result of decreased instream erosion. The stream channel erosion metrics values are generated automatically and displayed in both graphical and tabular formats (Figure 13) for both pre and post restoration scenarios in the SCEfsp worksheet.
FSP LOAD REDUCTIONS
SLRTv2_Template.xlsx worksheet: SLRT RESULTS
The SLRT outputs an average annual pollutant load reduction that is calculated as the difference between the pre- and post-restoration average annual FSP load as estimated at the downstream boundary of the SEZ.
SEZ-LRfsp (MT/yr) = OUTfsp -pre – OUTfsp -post (EQ1)
where:
OUTfsp (MT/yr) = INfsp – RFPfsp + SCEfsp (EQ2)
The SLRTv2_Template.xlsx SLRT RESULTS worksheet is a summary table that includes the SEZ average annual pollutant (SEZ-LRfsp) load reduction, in addition to a series of simple quantitative comparisons between the pre- and post-restoration scenarios to collectively document the effectiveness of the restoration actions as represented in SLRT (Figure 14).
SLRT SUMMARY
Once the inputs and calculations within SLRT are acceptable to the user, the user can systematically print pre-defined summary reports for each of the 5 worksheets. Collectively, these 5 pages contain all of the relevant inputs, calculations and outputs from SLRT necessary for communication to others. It is recommended that (1) a site location map that clearly denotes the upstream and downstream boundary of the SEZ, the pre- and post-restoration channel alignment, and contributing catchment and (2) a table summary of the data sources and assumptions used to determine the input values accompany the SLRT summary pages. Section 5 provides explicit examples of SLRTv1 application, results and products for two Tahoe Basin SEZs
2NDNATURE, LLC | ecosystem science + design www. 2ndnaturellc.com | 831.426.9119
SLRTV2 “SCEFSP” TAB Figure 13
REACH NAMEDate of estimate
PRE RESTORE POST RESTOREChannel length (m) 1829 2143
Outside BEND length (m) 841 984STRAIGHT length (m) 988 1159
Fines to bulk sediment ratio (0-1 value) 0.0174 0.0174
PRE RESTORE POST RESTORE Qmd-p
18.1800 1.0400 99th Bulk sediment 0.1390 0.4780 75th
Outside bend unit erosion rate (m3/m/yr) 0.0570 0.2390 50th0.0000 0.1030 25th7.6700 0.2700 99th
Bulk sediment 0.2400 0.0600 75thStraight reach unit erosion rate (m3/m/yr) 0.1460 0.0400 50th
0.0360 0.0100 25th
PRE RESTORE POST RESTOREAverage annual bank erosion rate (m3/km/yr) 459.77 52.14
PRE RESTORE POST RESTORE % reduction
Average annual bulk sediment generated (MT/yr) 1466.33 166.29Average annual FSP load generated (MT/yr) 25.514 2.893Average annual FSP load reduction (MT/yr)
89%
SEZ Channel Erosion Results
2/7/2014
STREAM LOAD REDUCTION TOOL (SLRTv2) SEZ CHANNEL EROSION ESTIMATES
Dynamic BSTEM results
UTR GOLF COURSE
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Annual probability hydrograph (Qmd-p)
Annual FSP bank load input per annual hydrograph
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Post-restoration
SLRTv2 created by 2NDNATURE LLC and A. Simon 2014 Average annual channel erosion estimates [2/24/2014]
SLRTV2 “RESULTS” WORKSHEET Figure 14
USER NAME 2NDNATUREWATERSHED/CATCHMENT UPPER TRUCKEE RIVER
REACH NAME UTR GOLF COURSEDate of Estimate 2/7/2014
CATCHMENT TYPE Non UrbanREGION Mainstem UTR
SUB-REGION SouthwestCATCHMENT AREA 42.4
AREA UNITS Sq-milesCATCHMENT % IMPERVIOUS
CATCHMENT LAND USE CONDITION 0
PRE-RESTORATION POST-RESTORATION CHANGE % CHANGEChannel length (m) 1829 2143 314 17%
Channel slope (m/m) 0.0021 0.0018 -0.0003 -14%Outside BEND length (m) 841 984 143 17%
BEND bank height (m) 2.8 1.3 -1.5 -54%BEND bank angle (degrees) 50 18 -32 -64%
STRAIGHT length (m) 988 1159 171 17%Bank height of STRAGHT reaches (m) 1.9 0.6 -1.3 -68%
Bank angle of STRAIGHT reaches (degrees) 23 31 8 35%Manning’s roughness value of channel 0.03 0.03 0 0%
Fines to bulk sediment ratio (0-1 value) 0.0174 0.0174 0 0%Channel capacity (cfs) 1900 550 -1350 -71%Floodplain length (m) 1221 1221 0 0%
Floodplain condition score 3 5 2 2
AVERAGE ANNUAL ESTIMATES PRE-RESTORATION POST-RESTORATION CHANGE % CHANGEPredicted FSP catchment load (MT/yr) 389.25 389.25 0 0% IN fsp (MT/yr)
Predicted FSP load delivered to floodplain (MT/yr) 0.00 25.77 25.8 #DIV/0! DFPfsp (MT/yr)
Predicted FSP load retained on floodplain (MT/yr) 0.00 8.88 8.9 #DIV/0! RFPfsp (MT/yr)
Predicted FSP load from channel erosion (MT/yr) 25.51 2.89 -22.62 -89% SCEfsp (MT/yr)
Predicted FSP load at downstream boundary (MT/yr) 414.77 383.27 -31.50 -8% OUTfsp (MT/yr)
31.50 Average annual FSP Load Reduction (MT/yr) SEZ LRfsp (MT/yr)
14.70 Average annual FSP Load Reduction (MT/yr/km)
STREAM LOAD REDUCTION TOOL (SLRTv2)Results Summary
USER INPUTS
SLRT OUTPUTS
SLRTv2 created by 2NDNATURE LLC (2014) SLRT RESULTS SUMMARY [2/24/2014]
