# Sediment Transport Model for a Surface Irrigation System

Authors: Damodhara R. Mailapalli; Narendra S. Raghuwanshi; Rajendra Singh
Journal: Applied and Environmental Soil Science
 (2013)

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## Abstract

Controlling irrigation-induced soil erosion is one of the important issues of irrigation management and surface water impairment. Irrigation models are useful in managing the irrigation and the associated ill effects on agricultural environment. In this paper, a physically based surface irrigation model was developed to predict sediment transport in irrigated furrows by integrating an irrigation hydraulic model with a quasi-steady state sediment transport model to predict sediment load in furrow irrigation. The irrigation hydraulic model simulates flow in a furrow irrigation system using the analytically solved zero-inertial overland flow equations and 1D-Green-Ampt, 2D-Fok, and Kostiakov-Lewis infiltration equations. Performance of the sediment transport model was evaluated for bare and cropped furrow fields. The results indicated that the sediment transport model can predict the initial sediment rate adequately, but the simulated sediment rate was less accurate for the later part of the irrigation event. Sensitivity analysis of the parameters of the sediment module showed that the soil erodibility coefficient was the most influential parameter for determining sediment load in furrow irrigation. The developed modeling tool can be used as a water management tool for mitigating sediment loss from the surface irrigated fields.


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## Body

## 1. Introduction

Surface irrigation is a widely used farming system for crop production as it requires less skilled labour and involves less operational cost. Surface irrigation systems contributed to about 90% of the world’s crop land irrigation promoting furrow irrigation as the main application method [1]. However, poor design and management, nonuniformity of water application, and over-irrigation featured in surface irrigation are responsible for inefficient irrigation, leading to wastage of water, water logging, salinization, and pollution of surface and ground water resources. Irrigated agriculture is under serious risk due to substantial soil losses from highly erodible soils [2–4]. The sediment transport in an irrigation season varies with the number of previous irrigations, flow rate, soil type, field slope, and field length [5, 6]. Berg and Carter [2] reported annual losses of sediments ranging from 1 to 141 Mg ha−1 in Southern Idaho. Koluvek et al. [7] measured 0.2 to 50 Mg ha−1 of soil loss per season in Washington and 1 to 22 Mg ha−1 per irrigation in Wyoming. Brown et al. [8] observed a maximum sediment loss of 79.5 kg per furrow for 4% slope and 26.4 kg per furrow for 1.6% slope in an irrigation event. Mailapalli et al. [6] estimated as 0.4 Mg ha−1 of soil loss for bare and 0.2 Mg ha−1 for cropped furrow fields in an irrigation event. Sediment flow from agricultural fields can cause downstream water quality degradation and eutrophication by carrying soil and plant nutrients and other pollutants.Amount of soil loss from a furrow depends on furrow stream size, velocity, and soil susceptibility to erosion (erodibility). In furrow irrigation, water delivered through siphon tubes or gated pipes picks up soil particles and carries them down the furrow. The furrow stream continues to pick up sediments until its energy equals to that needed to carry soil particles. Furrow stream size and velocity decrease with the waterfront advance along the furrow due to water loss as infiltration. At some point along the furrow, the capacity of the flow to transport the accumulated sediment decreases and the net deposition occurs [6, 9]. Most of the sediments eroded at the head end of the field settle out before reaching the tail end. Trout [4] studied on-field distribution of erosion and sedimentation in irrigated furrows and found that the erosion rates on the upper quarter of the furrows were 6 to 20 times greater than the average rates from the field. Fernández-Gómez et al. [10] studied the furrow erosion on loamy textured alluvial and clay loam cracking soil and found that the net rates of soil loss in the upper part of the furrow were up to six times higher than the average net rate for the whole furrow. However, as the infiltration rate decreases with time, the flow rate increases and influences the sediment transport at the tail end. Everts and Carter [11] reported that from 40 to 90% of soil leaving a field is eroded from the last 9 to 15 m of each furrow.Mathematical models can predict sediment load under different field conditions and save time and money on field experimental trials. The irrigation-induced erosion can be modeled using empirical or statistical [12–14], conceptual [15–17], and physically based [18–21] models. These models differ in terms of complexity, processes considered, and the data required for model calibration and model use [14]. Of these, the physically based models are based on the solution of conservation of mass and momentum equations for flow and the conservation of mass equation for sediment transport. The physically based models are also termed as process-based models [13] as they still rely on empirical equations to describe erosion processes. Wu and Meyer [18] developed a conceptual and physically based model, ROWERO for simulating transport of nonuniform sediment along flatland furrows and the modeling tool may not be applicable for graded furrows. Strelkoff et al. [19] developed SRFR for simulating flow, soil erosion, and deposition at various points along the furrow using Laursen [22], Yang [23], and Yalin [24] sediment transport equations. However, the SRFR uses numerical technique to solve the flow equations. Trout [4], Bjorneberg et al. [20], and Bjorneberg and Trout [21] used WEPP (Water Erosion Prediction Project) model for predicting flow and sediment transport in furrow irrigation. Review of the supporting documentation and the literature revealed a number of unnecessary and possibly flawed assumptions within the hydraulic components of the WEPP model [25] that need to be focused on for accurate prediction of irrigation-induced erosion.The hydraulic component of furrow irrigation can be accurately modeled using the irrigation model presented by Mailapalli et al. [26]. They used analytical solution of zero-inertia equations for simulating overland flow and multiple infiltration models such as 2D-Fok [27], 1D-Green Ampt [28] and Kostiakov-Lewis [29] for estimating infiltration. In this paper, we attempted to integrate a quasi-steady state sediment transport model described by Trout and Neibling [30] to the hydraulic component of Mailapalli et al. [26] irrigation model and evaluated performance of model integration for estimating irrigation-induced erosion.


## 2. Theoretical Considerations

Theoretical background of the hydraulic component of the irrigation model [26] and  sediment transport model [30] and their integration is briefly described below.


### 2.1. Overland Flow Module

The governing equations for simulating flow in the furrows are as follows:(i)
conservation of mass equation(1)∂A∂t+∂u∂xA+∂A∂xu=-q(ii)
conservation of momentum equation(2)∂h∂x=S0-u2K2R4/3+qguA, where A(x,t) is the wetted cross-sectional area (m2), u(x,t) is the flow velocity (m s−1), t is the time (s), x is the distance along the furrow (m), q(x,t) is the infiltration rate (m2 s−1), h(x,t) is the water depth (m), S0 is the bottom slope (—), K is the Manning-Strickler coefficient (—), R is the hydraulic radius (m), and g is the gravitational constant (m s−2).


### 2.2. Infiltration Module

Infiltration rate is calculated by(3)q(x,t)=dI(t)dt,
where I(t) is the cumulative infiltration (m3/m), which is determined by (i) 1D-Green Ampt model, (ii) 2D-Fok model, and (iii) Kostiakov-Lewis model. The option for choosing an infiltration equation in the irrigation model can be useful in selecting a better modeling approach for simulating overland flow and infiltration.(i) 1D-Green Ampt Model. The one-dimensional vertical infiltration depth is estimated by Green and Ampt [31] equation:
(4)I(t)=z(t)Δθz(t)=(h-Sav)[ln(z+(h-Sav)(h-Sav))]-Kst,
where z(t) is the vertical depth of the wetting front (m) Δθ=(θs-θi) is the change in moisture content (m3 m−3), θs is the saturated moisture content (m3 m−3), θi is the initial moisture content (m3 m−3), Ks is the satiated hydraulic conductivity (m s−1), and Sav is the effective suction head at the wetting front (m).(ii) 2D-Fok Infiltration Model. The general equation for 2D-infiltration [27] is given by
(5)I2D(t)=(2hxh+bz+12πxhz)Δθ,
where
(6)xh=[2KsΔθ(h-Sav)t]0.5,
where xh is the horizontal wetting front (m), b is the base width (m), and Ks is the hydraulic conductivity (m s−1) of the wetted part of the soil profile.(iii) Kostiakov-Lewis (KL) Model [29]. The infiltration equation used to determine I(t) is
(7)I(t)=AktBk+f0t,
where, Ak (m3 m−1 s−Bk) and Bk (—) are the fitted parameters; and f0 is the basic infiltration rate (m2 s−1).


### 2.3. Sediment Transport Model

#### 2.3.1. Governing Equations

The irrigation-induced soil erosion or deposition over a distancex in furrows is modeled using continuity equation [30, 32]:
(8)∂qs∂x+ρs∂(ch)∂t=Dr+Dl,
where qs is the sediment load (kg m−1 s−1), ρs is the mass density of sediment particles (kg m−3), c is the concentration of the sediment in the flow (m3 m−3), h is the flow depth (m), Dr is the rill erosion rate (kg m−2 s−1), x is the distance along the slope (m), t is the time (s), and Dl is the delivery rate of erosion from interrill area (kg m−2 s−1).For quasi-steady state (ρs(∂(ch)/∂t)=0), condition in furrows and sediment from interrill area is negligible (Dl=0) and (8) can be written as
(9)dqsdx=Dr,
Assume Dr=αd(Tc-qs) and Dc=αdTc, and substitute in (9) to yield an equation for sediment load:
(10)qs=Tc(1-e-(Dc/Tc)x),
where αd is the first-order reaction coefficient for deposition (m−1), Tc is the sediment transport capacity (kg m−1 s−1), and Dc is the detachment capacity (kg m−2 s−1).


#### 2.3.2. Soil Erosion (Ef)

Most erosion models recognize that net erosion decreases as sediment load increases. The net erosion,Ef, is proportional to the difference between the sediment transport capacity (Tc) and sediment load (qs), resulting in [33].Consider(11)EfDc=1-qsTc.


#### 2.3.3. Soil Deposition (Df)

Since soil is a porous media, the flow rate decreases with the distance down the furrow, and thus,Dc and Tc also decrease. As flow rate decreases, Tc eventually becomes less than the sediment load, resulting in deposition. The deposition of the soil (Df) along the furrow is modelled by the following equation [33]:
(12)Df=-dTcdx(Tc≤qx).


#### 2.3.4. Estimation of Model Parameters

Equation (10) represents steady-state sediment transport equation for predicting the erosion and deposition processes in the irrigation furrows. It involves several parameters to be estimated before using the equation for modelling sediment transport. The following sections describe the estimation of tractive force or hydraulic shear (τ), critical shear (τc), soil erodibility coefficient (Kr) and transport capacity (Tc), which are essential for estimation of sediment load (qs).(a) Tractive Force (τ). The tractive force or hydraulic shear acting on the perimeter of the furrow, which is responsible for soil detachment, was calculated by the following tractive force equation [34].
(13)τ=γRS0,
where γ is the unit weight of water (N m−3).(b) Critical Shear Force (τc). The critical hydraulic shear force (τc) is determined by using the following pedotransfer functions [35].For the soils containing 30% or more sand,(14)τc=2.67+0.065PC-0.058PVFS,
where PC is the percentage clay and PVFS is the percentage of very fine sand.For the soils containing less than 30% sand,(15)τc=3.5.(c) Soil Erodibility(Kr). The soil erodibility (Kr) is determined by using the following pedo-transfer function [35]:For the soils containing 30% or more sand,(16)Kr=0.00197+0.00030PVFS+0.03863e(-1.84OM),
where OM is the organic matter (%).For the soils containing less than 30% sand,(17)Kr=0.0069+0.134e(-0.2PC).(d) Transport Capacity (Tc). Sediment transport capacity was calculated by Yalin’s equation [24]. Foster and Meyer [15] concluded that Yalin’s equation is the most appropriate for shallow flows associated with upland erosion. The Yalin equation is defined as
(18)Tc=0.635(SG)dρw1/2τs1/2δ[1-1βln(1+β)](19a)β=2.45(SG)-0.4(Ycr)0.5δ(19b)δ=YYcr-1(19c)Y=τs/ρw(SG-1)gd,where,  SG is the particle-specific gravity, ρw is the density of water (kg m−3), d is the particle diameter (m), Y is the dimensionless shear stress, Ycr is the dimensionless critical shear from Shield’s Diagram, τs is the shear stress (N m−2), and β and δ are the dimensionless parameters. Critical shear stress (Ycr) was determined by the following regression equation from Shield’s Diagram:
(20)Log10Ycr=0.002235xc5-0.06034xc4+0.20307xc3+0.054252xc2-0.636397xc,
where
(21)xc=log10(S*),S*=d(SG-1)gd4v,
where S* is the sediment fluid parameter, (m s) and v is the kinematic viscosity of water, (m2 s−1).Whenτ is much greater than the critical shear stress (τc) for transport of detached particles, the Yalin equation (YE) reduced to a simplified equation (MYE) as follows [36]:
(22)Tc=Ktτ3/2,
where Kt is the transport coefficient (kg−1/2 m1/2 s2).


### 2.4. Model Integration

In the erosion model, the transport capacity (Tc) and the detachment capacity (Dc) are the two important parameters to be determined at a distance x from the head end of the furrow. The sediment transport capacity (Tc) was determined using the YE and MYE ((18) to (22)). Figure 1 shows the algorithm used to model sediment transport in irrigated furrows using MYE. The algorithm used for YE was the same as MYE (Figure 1). During the simulation run, the irrigation model estimates discharge and determines the sediment transport capacity (Tc) and detachment capacity (Dc). Then, the model estimates sediment load (qs), erosion (Ef), and deposition (Df) at a distance x from the head end and time t. The sediment load estimation is terminated when the discharge in the furrow is zero.Flowchart showing the working of sediment transport module.
(a)
(b)


## 2.1. Overland Flow Module

The governing equations for simulating flow in the furrows are as follows:(i)
conservation of mass equation(1)∂A∂t+∂u∂xA+∂A∂xu=-q(ii)
conservation of momentum equation(2)∂h∂x=S0-u2K2R4/3+qguA, where A(x,t) is the wetted cross-sectional area (m2), u(x,t) is the flow velocity (m s−1), t is the time (s), x is the distance along the furrow (m), q(x,t) is the infiltration rate (m2 s−1), h(x,t) is the water depth (m), S0 is the bottom slope (—), K is the Manning-Strickler coefficient (—), R is the hydraulic radius (m), and g is the gravitational constant (m s−2).


## 2.2. Infiltration Module

Infiltration rate is calculated by(3)q(x,t)=dI(t)dt,
where I(t) is the cumulative infiltration (m3/m), which is determined by (i) 1D-Green Ampt model, (ii) 2D-Fok model, and (iii) Kostiakov-Lewis model. The option for choosing an infiltration equation in the irrigation model can be useful in selecting a better modeling approach for simulating overland flow and infiltration.(i) 1D-Green Ampt Model. The one-dimensional vertical infiltration depth is estimated by Green and Ampt [31] equation:
(4)I(t)=z(t)Δθz(t)=(h-Sav)[ln(z+(h-Sav)(h-Sav))]-Kst,
where z(t) is the vertical depth of the wetting front (m) Δθ=(θs-θi) is the change in moisture content (m3 m−3), θs is the saturated moisture content (m3 m−3), θi is the initial moisture content (m3 m−3), Ks is the satiated hydraulic conductivity (m s−1), and Sav is the effective suction head at the wetting front (m).(ii) 2D-Fok Infiltration Model. The general equation for 2D-infiltration [27] is given by
(5)I2D(t)=(2hxh+bz+12πxhz)Δθ,
where
(6)xh=[2KsΔθ(h-Sav)t]0.5,
where xh is the horizontal wetting front (m), b is the base width (m), and Ks is the hydraulic conductivity (m s−1) of the wetted part of the soil profile.(iii) Kostiakov-Lewis (KL) Model [29]. The infiltration equation used to determine I(t) is
(7)I(t)=AktBk+f0t,
where, Ak (m3 m−1 s−Bk) and Bk (—) are the fitted parameters; and f0 is the basic infiltration rate (m2 s−1).


## 2.3. Sediment Transport Model

### 2.3.1. Governing Equations

The irrigation-induced soil erosion or deposition over a distancex in furrows is modeled using continuity equation [30, 32]:
(8)∂qs∂x+ρs∂(ch)∂t=Dr+Dl,
where qs is the sediment load (kg m−1 s−1), ρs is the mass density of sediment particles (kg m−3), c is the concentration of the sediment in the flow (m3 m−3), h is the flow depth (m), Dr is the rill erosion rate (kg m−2 s−1), x is the distance along the slope (m), t is the time (s), and Dl is the delivery rate of erosion from interrill area (kg m−2 s−1).For quasi-steady state (ρs(∂(ch)/∂t)=0), condition in furrows and sediment from interrill area is negligible (Dl=0) and (8) can be written as
(9)dqsdx=Dr,
Assume Dr=αd(Tc-qs) and Dc=αdTc, and substitute in (9) to yield an equation for sediment load:
(10)qs=Tc(1-e-(Dc/Tc)x),
where αd is the first-order reaction coefficient for deposition (m−1), Tc is the sediment transport capacity (kg m−1 s−1), and Dc is the detachment capacity (kg m−2 s−1).


### 2.3.2. Soil Erosion (Ef)

Most erosion models recognize that net erosion decreases as sediment load increases. The net erosion,Ef, is proportional to the difference between the sediment transport capacity (Tc) and sediment load (qs), resulting in [33].Consider(11)EfDc=1-qsTc.


### 2.3.3. Soil Deposition (Df)

Since soil is a porous media, the flow rate decreases with the distance down the furrow, and thus,Dc and Tc also decrease. As flow rate decreases, Tc eventually becomes less than the sediment load, resulting in deposition. The deposition of the soil (Df) along the furrow is modelled by the following equation [33]:
(12)Df=-dTcdx(Tc≤qx).


### 2.3.4. Estimation of Model Parameters

Equation (10) represents steady-state sediment transport equation for predicting the erosion and deposition processes in the irrigation furrows. It involves several parameters to be estimated before using the equation for modelling sediment transport. The following sections describe the estimation of tractive force or hydraulic shear (τ), critical shear (τc), soil erodibility coefficient (Kr) and transport capacity (Tc), which are essential for estimation of sediment load (qs).(a) Tractive Force (τ). The tractive force or hydraulic shear acting on the perimeter of the furrow, which is responsible for soil detachment, was calculated by the following tractive force equation [34].
(13)τ=γRS0,
where γ is the unit weight of water (N m−3).(b) Critical Shear Force (τc). The critical hydraulic shear force (τc) is determined by using the following pedotransfer functions [35].For the soils containing 30% or more sand,(14)τc=2.67+0.065PC-0.058PVFS,
where PC is the percentage clay and PVFS is the percentage of very fine sand.For the soils containing less than 30% sand,(15)τc=3.5.(c) Soil Erodibility(Kr). The soil erodibility (Kr) is determined by using the following pedo-transfer function [35]:For the soils containing 30% or more sand,(16)Kr=0.00197+0.00030PVFS+0.03863e(-1.84OM),
where OM is the organic matter (%).For the soils containing less than 30% sand,(17)Kr=0.0069+0.134e(-0.2PC).(d) Transport Capacity (Tc). Sediment transport capacity was calculated by Yalin’s equation [24]. Foster and Meyer [15] concluded that Yalin’s equation is the most appropriate for shallow flows associated with upland erosion. The Yalin equation is defined as
(18)Tc=0.635(SG)dρw1/2τs1/2δ[1-1βln(1+β)](19a)β=2.45(SG)-0.4(Ycr)0.5δ(19b)δ=YYcr-1(19c)Y=τs/ρw(SG-1)gd,where,  SG is the particle-specific gravity, ρw is the density of water (kg m−3), d is the particle diameter (m), Y is the dimensionless shear stress, Ycr is the dimensionless critical shear from Shield’s Diagram, τs is the shear stress (N m−2), and β and δ are the dimensionless parameters. Critical shear stress (Ycr) was determined by the following regression equation from Shield’s Diagram:
(20)Log10Ycr=0.002235xc5-0.06034xc4+0.20307xc3+0.054252xc2-0.636397xc,
where
(21)xc=log10(S*),S*=d(SG-1)gd4v,
where S* is the sediment fluid parameter, (m s) and v is the kinematic viscosity of water, (m2 s−1).Whenτ is much greater than the critical shear stress (τc) for transport of detached particles, the Yalin equation (YE) reduced to a simplified equation (MYE) as follows [36]:
(22)Tc=Ktτ3/2,
where Kt is the transport coefficient (kg−1/2 m1/2 s2).


## 2.3.1. Governing Equations

The irrigation-induced soil erosion or deposition over a distancex in furrows is modeled using continuity equation [30, 32]:
(8)∂qs∂x+ρs∂(ch)∂t=Dr+Dl,
where qs is the sediment load (kg m−1 s−1), ρs is the mass density of sediment particles (kg m−3), c is the concentration of the sediment in the flow (m3 m−3), h is the flow depth (m), Dr is the rill erosion rate (kg m−2 s−1), x is the distance along the slope (m), t is the time (s), and Dl is the delivery rate of erosion from interrill area (kg m−2 s−1).For quasi-steady state (ρs(∂(ch)/∂t)=0), condition in furrows and sediment from interrill area is negligible (Dl=0) and (8) can be written as
(9)dqsdx=Dr,
Assume Dr=αd(Tc-qs) and Dc=αdTc, and substitute in (9) to yield an equation for sediment load:
(10)qs=Tc(1-e-(Dc/Tc)x),
where αd is the first-order reaction coefficient for deposition (m−1), Tc is the sediment transport capacity (kg m−1 s−1), and Dc is the detachment capacity (kg m−2 s−1).


## 2.3.2. Soil Erosion (Ef)

Most erosion models recognize that net erosion decreases as sediment load increases. The net erosion,Ef, is proportional to the difference between the sediment transport capacity (Tc) and sediment load (qs), resulting in [33].Consider(11)EfDc=1-qsTc.


## 2.3.3. Soil Deposition (Df)

Since soil is a porous media, the flow rate decreases with the distance down the furrow, and thus,Dc and Tc also decrease. As flow rate decreases, Tc eventually becomes less than the sediment load, resulting in deposition. The deposition of the soil (Df) along the furrow is modelled by the following equation [33]:
(12)Df=-dTcdx(Tc≤qx).


## 2.3.4. Estimation of Model Parameters

Equation (10) represents steady-state sediment transport equation for predicting the erosion and deposition processes in the irrigation furrows. It involves several parameters to be estimated before using the equation for modelling sediment transport. The following sections describe the estimation of tractive force or hydraulic shear (τ), critical shear (τc), soil erodibility coefficient (Kr) and transport capacity (Tc), which are essential for estimation of sediment load (qs).(a) Tractive Force (τ). The tractive force or hydraulic shear acting on the perimeter of the furrow, which is responsible for soil detachment, was calculated by the following tractive force equation [34].
(13)τ=γRS0,
where γ is the unit weight of water (N m−3).(b) Critical Shear Force (τc). The critical hydraulic shear force (τc) is determined by using the following pedotransfer functions [35].For the soils containing 30% or more sand,(14)τc=2.67+0.065PC-0.058PVFS,
where PC is the percentage clay and PVFS is the percentage of very fine sand.For the soils containing less than 30% sand,(15)τc=3.5.(c) Soil Erodibility(Kr). The soil erodibility (Kr) is determined by using the following pedo-transfer function [35]:For the soils containing 30% or more sand,(16)Kr=0.00197+0.00030PVFS+0.03863e(-1.84OM),
where OM is the organic matter (%).For the soils containing less than 30% sand,(17)Kr=0.0069+0.134e(-0.2PC).(d) Transport Capacity (Tc). Sediment transport capacity was calculated by Yalin’s equation [24]. Foster and Meyer [15] concluded that Yalin’s equation is the most appropriate for shallow flows associated with upland erosion. The Yalin equation is defined as
(18)Tc=0.635(SG)dρw1/2τs1/2δ[1-1βln(1+β)](19a)β=2.45(SG)-0.4(Ycr)0.5δ(19b)δ=YYcr-1(19c)Y=τs/ρw(SG-1)gd,where,  SG is the particle-specific gravity, ρw is the density of water (kg m−3), d is the particle diameter (m), Y is the dimensionless shear stress, Ycr is the dimensionless critical shear from Shield’s Diagram, τs is the shear stress (N m−2), and β and δ are the dimensionless parameters. Critical shear stress (Ycr) was determined by the following regression equation from Shield’s Diagram:
(20)Log10Ycr=0.002235xc5-0.06034xc4+0.20307xc3+0.054252xc2-0.636397xc,
where
(21)xc=log10(S*),S*=d(SG-1)gd4v,
where S* is the sediment fluid parameter, (m s) and v is the kinematic viscosity of water, (m2 s−1).Whenτ is much greater than the critical shear stress (τc) for transport of detached particles, the Yalin equation (YE) reduced to a simplified equation (MYE) as follows [36]:
(22)Tc=Ktτ3/2,
where Kt is the transport coefficient (kg−1/2 m1/2 s2).


## 2.4. Model Integration

In the erosion model, the transport capacity (Tc) and the detachment capacity (Dc) are the two important parameters to be determined at a distance x from the head end of the furrow. The sediment transport capacity (Tc) was determined using the YE and MYE ((18) to (22)). Figure 1 shows the algorithm used to model sediment transport in irrigated furrows using MYE. The algorithm used for YE was the same as MYE (Figure 1). During the simulation run, the irrigation model estimates discharge and determines the sediment transport capacity (Tc) and detachment capacity (Dc). Then, the model estimates sediment load (qs), erosion (Ef), and deposition (Df) at a distance x from the head end and time t. The sediment load estimation is terminated when the discharge in the furrow is zero.Flowchart showing the working of sediment transport module.
(a)
(b)


## 3. Model Evaluation

Performance of the sediment transport module was evaluated for bare and cropped furrow fields. Furrow experiments were conducted on a 4 m × 60 m plot in the Field Water Management Laboratory, Agricultural and Food Engineering Department, IIT, Kharagpur, India. The soil in the plot was sandy loam and contained 69% sand (61.7% PVFS), 17% silt, 14% clay and 0.43% organic matter. The bulk density and porosity of the soil were 1.54 g/cm3 and 40%, respectively. Three free draining furrows of parabolic shape, 40 m long, 0.30 m wide, and 0.15 m deep were fabricated in the experimental plot. The furrows have centre-to-centre distance of 0.8 m and a slope of 0.5%. The center furrow was considered as study furrow and the two side furrows served as buffer to the center furrow. Three digital flow meters (wheel type) were installed at the inlet of three furrows to set the desired inflow rate to each furrow. Plastic buckets (3-litre capacity) were used to collect run-off at the end of a study furrow at an interval of 10 min.The run-off samples were oven-dried and the sediment left in each sample was weighed. The run-off rate (m3/s) and the corresponding sediment weight (kg/m3) were used to estimate sediment rate (kg/s). The details on experiments and data collection procedure are presented by Mailapalli et al. [6]. The three furrows were irrigated at the same time on 6th, 17th, 21st, and 29th February 2004 using constant inflow rates of 0.2, 0.3, 0.4, and 0.5 L s−1, respectively on bare furrow field. In 2005, sunflower (Helianthus annuus L.) crop was grown on three furrow beds having a plant-to-plant spacing of 45 cm. The three furrows were irrigated on 3rd March, 30th March, 9th April, 16th May and 23rd May, 2005 using 0.7, 0.6, 0.5, 0.4, and 0.3 L s−1, respectively. The furrows were not tilled between irrigations during 2004 and 2005.Some of the input parameters required for overland flow, infiltration and sediment transport modules were estimated from the field data [37] and these were considered as base line input parameters for model testing. The Green and Ampt hydraulic parameters such as Ks and Sav were determined using field data and pedo-transfer functions [38]. The Kostiakov-Lewis parameters Ak, Bk, and f0 were estimated by using ring infiltrometer data [37]. The management and geometric parameters for these field conditions were used from [38]. The critical shear (τc) and the soil erodibility coefficient (Kr) were determined using (14), (15), (16), and (17). The estimated values of Kr and τc were 0.04 s m−1 and 0.001, respectively. The values of SG and v were taken as 2.65 and 8.9 × 10−6 s m−1, respectively. The mean diameter (d) of the sediment particle for bare field was 1.8 × 10−5 m and cropped field was 2.8 × 10−5m [37]. The cropped field has coarser particles than the bare field as the irrigations were performed first on the bare field and it may lost most of the fine particles as run-off.The simulations were first performed using the field observed values of input parameters (K, Ks,  Sav,  Ak,  Bk,  τc  and Kr) for estimating sediment load for both bare and cropped field conditions using the three infiltration models. Of these simulations, the best and the worst model performances were selected for both bare and cropped furrow conditions, and model performance was studied graphically. It was assumed that infiltration is the key component of irrigation management and was given first priority for selecting the best and worst simulations, followed by run-off rate, sediment yield, waterfront advance and recession times. Sensitivity analysis was carried out to study the effect of ±5 and ±10% changes in the values of Kr and Kt on the sediment load, estimated by the YE and MYE.The performance of the irrigation model for predicting sediment load was evaluated by estimating root mean square error (RMSE) and index of agreement (Ia).Consider(23)RMSE=∑i=1N[M(i)-E(i)]2NIa=1.0-∑i=1N(M(i)-E(i))2∑i=1N(|E(i)-M-|+|M(i)-M-|)2,
where M(i) is the measured value, E(i) is the estimated value, N is the number of data points, and M- is the mean of the observed values.


## 4. Results and Discussion

The visual observation of the trends between observed and simulated sediment loads (not shown here) by 2D-Fok, 1D-Green Ampt, and KL infiltration equations depicted that the sediment load predictions were not good with the baseline values ofτc and Kr. Hence, τc was assumed as zero, and Kr and Kt were considered as calibration parameters for simulating sediment load. During the calibration process, the base values of Kr and Kt were tuned by increasing or decreasing their base values. For each run, model predicted sediment load was compared with its observed counterpart using the estimated performance indices. Finally, the values of Kr and Kt were found to be 5.0 × 10−6 s m−1 and 0.01 for bare and 1.0 × 10−5 s m−1 and 0.02 for cropped field conditions, respectively. Table 1 presents the input data used for infiltration and erosion parameters for bare and cropped field conditions.Table 1
Input data for infiltration and erosion components.
Component
Parameter
Bare field
Cropped field
Infiltration
K
s (m/s)
1.0
×
10
-
6
1.1
×
10
-
6
S
av (m)
0.13
0.13
A
k
(m3 m−1 s-Bk)
5.0
×
10
-
4
5.35
×
10
-
4
B
k
(—)
0.4
0.42
f
0 (m2 s−1)
0.0
0.0
Erosion
τ
c (N m−2)
0.0
0.0
K
r (s m−1)
5.0
×
10
-
6
1.0
×
10
-
5
K
t (kg−1/2 m1/2 s2)
0.01
0.02
SG
2.65
2.65
d (m)
1.8
×
10
-
5
2.8
×
10
-
5
v (s m−1)
8.9
×
10
-
6
8.9
×
10
-
6


### 4.1. Sediment Transport in Bare Furrow Field

The model performance was inconsistent in predicting the sediment load using all three infiltration equations. Furthermore, the YE performed slightly better than the MYE in most of the cases. The 2D-Fok infiltration function resulted in low RMSE and highIa values as compared to those obtained using 1D-Green Ampt and KL infiltration models (Table 2). Thus, the irrigation model performed well in simulating sediment load using the 2D-Fok infiltration function followed by 1D-Green Ampt and KL-infiltration functions. The performance indices (Table 2) suggested that the model performance for sediment load in bare furrow field was the best and the worst for irrigation events of 6th Feb 2004 and 17th Feb 2004, respectively. Therefore, these events were selected for further analysis. Figures 2 and 3 show comparison between observed and simulated outputs for the best (6th February 2004) and the worst (17th February 2004) irrigation events using YE and MYE, respectively.Table 2
Model performance for simulating sediment loss for bare field.
Date of irrigation
Transport capacity equation
Observed (kg)
2D-Fok and Chiang
1D-Green Ampt
KL-infiltration function
Simulated (kg)
RMSE ×10−5 (kg)
I
a
Simulated (kg)
RMSE ×10−5 (kg)
I
a
Simulated (kg)
RMSE ×10−5 (kg)
I
a
6th Feb-04
YE
0.32
0.40
1.2
0.67
0.42
1.4
0.62
0.45
1.5
0.59
MYE
0.32
0.39
1.2
0.65
0.42
1.5
0.60
0.45
1.8
0.55
17th Feb-04
YE
0.47
0.60
3.1
0.13
0.61
2.9
0.13
0.65
3.2
0.15
MYE
0.47
0.61
3.2
0.11
0.63
3.3
0.12
0.65
3.6
0.16
21st Feb-04
YE
0.91
0.81
1.4
0.65
0.76
1.5
0.61
0.81
1.6
0.57
MYE
0.91
0.72
1.4
0.65
0.72
1.6
0.59
0.76
1.9
0.55
29th Feb-04
YE
1.28
0.93
1.3
0.66
0.92
1.5
0.61
0.92
1.6
0.58
MYE
1.28
0.94
1.3
0.65
0.93
1.6
0.54
0.91
1.9
0.55
YE is the Yalin transport equation.
MYE is the modified Yalin transport equation.Comparison of observed and simulated sediment load (using YE) for (a) 6th February 2004 and (b) 17th February 2004 irrigation event.
(a)
(b)Comparison of observed and simulated sediment load (using MYE) for (a) 6th February 2004 and (b) 17th February 2004 irrigation events.
(a)
(b)The irrigation model with YE and MYE predicted initial increase in sediment load well. However, both YE and MYE were not able to predict the decreasing trend of sediment rate with elapsed time. The possible reason could be that the sediment load estimation takes the run-off rate into account which increases with elapsed time. Figures2 and 3 also show that the model performed equally well using 2D-Fok, 1D-Green Ampt, and KL infiltration models. However, sediment load predictions using the YE were slightly better than the MYE.


### 4.2. Sediment Transport in Cropped Furrow Field

2D-Fok infiltration function resulted in lower RMSE values and higherIa values compared to those obtained using 1D-Green Ampt and KL infiltration functions (Table 3). Further, RMSE and Ia values also suggested that the irrigation model with YE performed slightly better than that with MYE. Based on the performance indices, it is clear that the model performance in predicting sediment load was the best and the worst in simulating irrigation events of 16th May and 30th March 2005, respectively. For these two irrigation events, the model predicted sediment load was compared with their observed counterparts and the results are shown in Figures 4 and 5 for YE and MYE, respectively.Table 3
Model performance for simulating sediment loss for cropped field.
Date of irrigation
Transport capacity equation
Observed (kg)
2D-Fok and Chiang
1D-Green Ampt
KL-infiltration function
Simulated(kg)
RMSE×10−5 (kg)
I
a
Simulated(kg)
RMSE×10−5 (kg)
I
a
Simulated(kg)
RMSE×10−5 (kg)
I
a
3rd Mar-05
YE
1.12
1.15
8
0.55
1.18
8
0.54
1.19
9
0.45
MYE
1.12
1.17
9
0.55
1.18
9
0.53
1.19
9
0.44
30th Mar-05
YE
1.07
0.97
9
0.53
0.96
9
0.51
0.95
13
0.42
MYE
1.07
0.88
9
0.54
0.90
9
0.51
0.93
13
0.42
9th Apr-05
YE
1.02
0.93
4
0.83
0.99
4
0.78
1.00
6
0.72
MYE
1.02
0.95
4
0.83
1.00
4
0.73
1.04
7.5
0.69
16th May-05
YE
0.63
0.78
3
0.85
0.79
3
0.81
0.84
6
0.75
MYE
0.63
0.77
4
0.84
0.77
4.2
0.83
0.82
7
0.72
23rd May-05
YE
0.29
0.42
4
0.83
0.47
4
0.80
0.54
7
0.72
MYE
0.29
0.46
5
0.82
0.47
6
0.80
0.54
8
0.70Comparison of observed and simulated sediment load (using YE) for (a) 16th May 2005 and (b) 30th March 2005 irrigation events.
(a)
(b)Comparison of observed and simulated sediment load (using MYE) for (a) 16th May 2005 and (b) 30th March 2005 irrigation event.
(a)
(b)Both YE and MYE predicted initial increase in sediment load well. However, as in case of bare furrow condition, both YE and MYE were not able to predict the decreasing trend of sediment rate with elapsed time. The model performed equally well using 2D-Fok, 1D-Green Ampt and KL infiltration equations (Figures4 and 5). Furthermore, the irrigation model with YE predicted the sediment load slightly better than the one with the MYE (Table 3).


### 4.3. Sensitivity Analysis of Model Parameters

Sensitivity of the model parameters in predicting sediment load was studied for 16th May 2005 event. The effect of ±5 and ±10% changes inKr and Kt (Table 4) on the simulated sediment load was estimated by YE and MYE, considering all infiltration functions. The variation in Kt did not have much effect on the sediment load whereas the percentage change in Kr caused the sediment load change at the same rate (by which Kr is changed). Hence, for 2D-infiltration model, Kr is the most sensitive parameter for estimating sediment load for both YE and MYE. For 1D-infiltration equation, the effect of change in Kt and Kr on the sediment yield is the same as the case with 2D-infiltration model. The change in Kt had very little effect on the sediment load that resulted with KL infiltration model. The increase in Kr increased the sediment load at the same rate for both YE and MYE.Table 4
Sensitivity analysis of erosion module parameters.
Input parameter
Percentage change
Percentage change in sediment load
2D-Fok and Chiang
1D-Green Ampt
KL infiltration function
MYE
YE
MYE
YE
MYE
YE
K
t (kg−1/2 m1/2 s2)
−10%
0
NA
0.13
NA
−0.24
NA
−5%
0
NA
0.13
NA
0
NA
5%
0.13
NA
0.39
NA
0.12
NA
10%
0.13
NA
0.39
NA
0.24
NA
K
r (s m−1)
−10%
−9.96
−9.99
−9.61
−10
−9.74
−10.7
−5%
−4.85
−4.99
−4.68
−4.94
−4.87
−4.99
5%
5.11
4.99
5.19
5.06
4.99
4.99
10%
10.09
10.58
10
10.13
9.87
9.99


## 4.1. Sediment Transport in Bare Furrow Field

The model performance was inconsistent in predicting the sediment load using all three infiltration equations. Furthermore, the YE performed slightly better than the MYE in most of the cases. The 2D-Fok infiltration function resulted in low RMSE and highIa values as compared to those obtained using 1D-Green Ampt and KL infiltration models (Table 2). Thus, the irrigation model performed well in simulating sediment load using the 2D-Fok infiltration function followed by 1D-Green Ampt and KL-infiltration functions. The performance indices (Table 2) suggested that the model performance for sediment load in bare furrow field was the best and the worst for irrigation events of 6th Feb 2004 and 17th Feb 2004, respectively. Therefore, these events were selected for further analysis. Figures 2 and 3 show comparison between observed and simulated outputs for the best (6th February 2004) and the worst (17th February 2004) irrigation events using YE and MYE, respectively.Table 2
Model performance for simulating sediment loss for bare field.
Date of irrigation
Transport capacity equation
Observed (kg)
2D-Fok and Chiang
1D-Green Ampt
KL-infiltration function
Simulated (kg)
RMSE ×10−5 (kg)
I
a
Simulated (kg)
RMSE ×10−5 (kg)
I
a
Simulated (kg)
RMSE ×10−5 (kg)
I
a
6th Feb-04
YE
0.32
0.40
1.2
0.67
0.42
1.4
0.62
0.45
1.5
0.59
MYE
0.32
0.39
1.2
0.65
0.42
1.5
0.60
0.45
1.8
0.55
17th Feb-04
YE
0.47
0.60
3.1
0.13
0.61
2.9
0.13
0.65
3.2
0.15
MYE
0.47
0.61
3.2
0.11
0.63
3.3
0.12
0.65
3.6
0.16
21st Feb-04
YE
0.91
0.81
1.4
0.65
0.76
1.5
0.61
0.81
1.6
0.57
MYE
0.91
0.72
1.4
0.65
0.72
1.6
0.59
0.76
1.9
0.55
29th Feb-04
YE
1.28
0.93
1.3
0.66
0.92
1.5
0.61
0.92
1.6
0.58
MYE
1.28
0.94
1.3
0.65
0.93
1.6
0.54
0.91
1.9
0.55
YE is the Yalin transport equation.
MYE is the modified Yalin transport equation.Comparison of observed and simulated sediment load (using YE) for (a) 6th February 2004 and (b) 17th February 2004 irrigation event.
(a)
(b)Comparison of observed and simulated sediment load (using MYE) for (a) 6th February 2004 and (b) 17th February 2004 irrigation events.
(a)
(b)The irrigation model with YE and MYE predicted initial increase in sediment load well. However, both YE and MYE were not able to predict the decreasing trend of sediment rate with elapsed time. The possible reason could be that the sediment load estimation takes the run-off rate into account which increases with elapsed time. Figures2 and 3 also show that the model performed equally well using 2D-Fok, 1D-Green Ampt, and KL infiltration models. However, sediment load predictions using the YE were slightly better than the MYE.


## 4.2. Sediment Transport in Cropped Furrow Field

2D-Fok infiltration function resulted in lower RMSE values and higherIa values compared to those obtained using 1D-Green Ampt and KL infiltration functions (Table 3). Further, RMSE and Ia values also suggested that the irrigation model with YE performed slightly better than that with MYE. Based on the performance indices, it is clear that the model performance in predicting sediment load was the best and the worst in simulating irrigation events of 16th May and 30th March 2005, respectively. For these two irrigation events, the model predicted sediment load was compared with their observed counterparts and the results are shown in Figures 4 and 5 for YE and MYE, respectively.Table 3
Model performance for simulating sediment loss for cropped field.
Date of irrigation
Transport capacity equation
Observed (kg)
2D-Fok and Chiang
1D-Green Ampt
KL-infiltration function
Simulated(kg)
RMSE×10−5 (kg)
I
a
Simulated(kg)
RMSE×10−5 (kg)
I
a
Simulated(kg)
RMSE×10−5 (kg)
I
a
3rd Mar-05
YE
1.12
1.15
8
0.55
1.18
8
0.54
1.19
9
0.45
MYE
1.12
1.17
9
0.55
1.18
9
0.53
1.19
9
0.44
30th Mar-05
YE
1.07
0.97
9
0.53
0.96
9
0.51
0.95
13
0.42
MYE
1.07
0.88
9
0.54
0.90
9
0.51
0.93
13
0.42
9th Apr-05
YE
1.02
0.93
4
0.83
0.99
4
0.78
1.00
6
0.72
MYE
1.02
0.95
4
0.83
1.00
4
0.73
1.04
7.5
0.69
16th May-05
YE
0.63
0.78
3
0.85
0.79
3
0.81
0.84
6
0.75
MYE
0.63
0.77
4
0.84
0.77
4.2
0.83
0.82
7
0.72
23rd May-05
YE
0.29
0.42
4
0.83
0.47
4
0.80
0.54
7
0.72
MYE
0.29
0.46
5
0.82
0.47
6
0.80
0.54
8
0.70Comparison of observed and simulated sediment load (using YE) for (a) 16th May 2005 and (b) 30th March 2005 irrigation events.
(a)
(b)Comparison of observed and simulated sediment load (using MYE) for (a) 16th May 2005 and (b) 30th March 2005 irrigation event.
(a)
(b)Both YE and MYE predicted initial increase in sediment load well. However, as in case of bare furrow condition, both YE and MYE were not able to predict the decreasing trend of sediment rate with elapsed time. The model performed equally well using 2D-Fok, 1D-Green Ampt and KL infiltration equations (Figures4 and 5). Furthermore, the irrigation model with YE predicted the sediment load slightly better than the one with the MYE (Table 3).


## 4.3. Sensitivity Analysis of Model Parameters

Sensitivity of the model parameters in predicting sediment load was studied for 16th May 2005 event. The effect of ±5 and ±10% changes inKr and Kt (Table 4) on the simulated sediment load was estimated by YE and MYE, considering all infiltration functions. The variation in Kt did not have much effect on the sediment load whereas the percentage change in Kr caused the sediment load change at the same rate (by which Kr is changed). Hence, for 2D-infiltration model, Kr is the most sensitive parameter for estimating sediment load for both YE and MYE. For 1D-infiltration equation, the effect of change in Kt and Kr on the sediment yield is the same as the case with 2D-infiltration model. The change in Kt had very little effect on the sediment load that resulted with KL infiltration model. The increase in Kr increased the sediment load at the same rate for both YE and MYE.Table 4
Sensitivity analysis of erosion module parameters.
Input parameter
Percentage change
Percentage change in sediment load
2D-Fok and Chiang
1D-Green Ampt
KL infiltration function
MYE
YE
MYE
YE
MYE
YE
K
t (kg−1/2 m1/2 s2)
−10%
0
NA
0.13
NA
−0.24
NA
−5%
0
NA
0.13
NA
0
NA
5%
0.13
NA
0.39
NA
0.12
NA
10%
0.13
NA
0.39
NA
0.24
NA
K
r (s m−1)
−10%
−9.96
−9.99
−9.61
−10
−9.74
−10.7
−5%
−4.85
−4.99
−4.68
−4.94
−4.87
−4.99
5%
5.11
4.99
5.19
5.06
4.99
4.99
10%
10.09
10.58
10
10.13
9.87
9.99


## 5. Conclusions

Irrigation-induced erosion accounts most part of the diffuse agricultural pollution causing downstream impairment and eutrophication. In this study, a steady state sediment transport model was integrated with a physically based furrow irrigation model, which consists of three infiltration equations (2D-Fok, 1D-Green Ampt, and Kostiakov-Lewis). The integrated irrigation model was evaluated for estimating sediment load using two sediment transport capacity equations (Yalin and the modified Yalin equations) for bare and cropped field conditions. The sediment load prediction using the Yalin and the modified Yalin equations was found to be identical; however, the modified Yalin equation may be a better choice as it requires less number of input parameters. The sensitivity analysis revealed that the soil erodibility coefficient is the most influential parameter in predicting sediment transport in free drained furrows. However, the irrigation model could not adequately simulate the sediment load in the last phase of irrigation. Although this has a minor impact on the overall sediment load, it will be the subject of future model refinement. The irrigation model uses an analytical solution for zero-inertial flow equations and this compared favourably to the full numerical hydraulic models [39]. This paper describes the procedure for coupling the sediment module to the zero-inertial irrigation model and design for simulating infiltration though layered soils [37]. This is one of the advantages of the integrated model for investigating the impact of soil layering on sediment transport. The other advantage is the use of the model as educational tool for studying the effect of various infiltration and sediment capacity equations on the sediment rate. The integrated model can also be used as a management tool to determine optimum water delivery to irrigated furrows or borders for attaining better irrigation performance with minimum soil loss. The modeling approach can also be integrated with nutrient transport models where sediment bound nutrient losses contribute substantially to total nonpoint nutrient losses from agricultural fields.



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*Source: 957956-2013-08-28.xml*