# Impact of DEM Resolution and Spatial Scale: Analysis of Influence Factors and Parameters on Physically Based Distributed Model

Authors: Hanchen Zhang; Zhijia Li; Muhammad Saifullah; Qiaoling Li; Xiao Li
Journal: Advances in Meteorology
 (2016)

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## Abstract

Physically based distributed hydrological models were used to describe small-scale hydrological information in detail. However, the sensitivity of the model to spatially varied parameters and inputs limits the accuracy for application. In this paper, relevant influence factors and sensitive parameters were analyzed to solve this problem. First, a set of digital elevation model (DEM) resolutions and channel thresholds were generated to extract the hydrological influence factors. Second, a numerical relationship between sensitive parameters and influence factors was established to define parameters reasonably. Next, the topographic index (TI) was computed to study the similarity. At last, simulation results were analyzed in two different ways: (1) to observe the change regularity of influence factors and sensitive parameters through the variation of DEM resolutions and channel thresholds and (2) to compare the simulation accuracy of the nested catchment, particularly in the subcatchments and interior grids. Increasing the grid size from 250 m to 1000 m, the TI increased from 9.08 to 11.16 and the Nash-Sutcliffe efficiency (NSE) decreased from 0.77 to 0.75. Utilizing the parameters calculated by the established relationship, the simulation results show the same NSE in the outlet and a better NSE in the simple subcatchment than the calculated interior grids.


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## Body

## 1. Introduction

Digital Elevation Model (DEM) data contains abundant topography, geomorphology, and hydrology information, which accelerated the development of physically based distributed hydrological model. As mature software such as ArcGIS and WMS has been completed to extract the information regarding slope, flow direction, and concentration, the spatial relationship between dynamic mechanics of water cycle and surrounding units could be taken into account. Based on conservation of mass, momentum, and energy, as well as catchment runoff and concentration characteristics, these components were deduced by numerical analysis method which makes the physically based distributed hydrological model deemed as a kind of model of high precision, scientificity, and effectivity [1, 2].Based on the assumption of some hydrological conditions, hydrological model is established on a certain spatial and temporal scale. It is significant to derive and demonstrate the hydrological variables and change factors on different scales [3–7]. Higher DEM resolution provides a more accurate representation of topographic features [8], which makes the data on the small scale more precise and representative. However, the representativeness of small-scale data is doubted when used in large scale [9]. When larger-scale data are converted to small-scale data, there are some critical problems to be considered, such as the heterogeneity and the nonlinear response [10]. Therefore, a complete system of theory and methodology should be constructed [11]. Researchers focused on the scales problem fell largely into two different perspectives. The first perspective, which is proposed by Beven [12], is that two different hydrological models are still needed to solve the problem. One is used to describe the hydrological processes on a small catchment scale in detail while the other one is used to make a hydrological forecast on a larger catchment scale. Beven believes that only one hydrological model could not solve the scales problem and the scale dependence of distributed hydrological model must be introduced [13]. The second perspective, which is proposed by Blöschl [14], indicates that there is a gradual process of solving the scales problem and eventually there will be significant achievements in theoretic and practical hydrology. The controlling equations of the model are established based on a point scale, which is deemed effective for different catchment scales, without taking into consideration how the model parameters are related to various scales. In practice, current techniques on hydrological measurement have limited the accuracy of observed parameters, and the accuracy of the measured values is much lower than the required unit scale of the model.The recently developed distributed hydrological models are all physically based and DEM-based, with distributed parameters, input information, process description and results outputs, and hydraulic calculation method [15], which leads to a complex process to calibrate parameters and requires a long time to calculate the flow. The simulation results are strongly influenced by diverse factors, such as topographic characteristics, surface delineation methods, and DEM interpolation/aggregation methods. Generally, lower DEM resolution (or larger grid size) is generated from original higher DEM resolution by using certain interpolation/aggregation methods [16]. However, DEM processing could change the accuracy of input information [17, 18], and parameter calibration could give rise to serious equifinality with different parameters, which leads to an unreliable simulation in interior grids. However, in order to use the model in the study area, DEM processing, parameter calibration, and validation [19] are highly recommended and extremely necessary.This research was focused on sensitivity analysis [20, 21] of influence factors and parameters, and a numerical relationship between influence factors and sensitive parameters has been established. The selected relationship was used to improve parameter calibration efficiency, avoid overparameterization, and generate more accurate model outputs [22–24]. The aim of the study is to enlarge the applicable scope for physically based distributed hydrological model, improve the simulation accuracy for interior grids, decrease the error caused by low DEM resolution, and provide a basis for parameter transformation. The research has several major objectives as follows. First, we hope to analyze the variations of hydrological information depending on different DEM resolutions, channel thresholds, and catchment scales. Second, we want to develop a numerical relationship between influence factors and sensitive parameters when the influence factors of runoff and concentration parameters are considered comprehensively. Thirdly, we want to make sure that the simulation results with different DEM resolutions and channel thresholds can achieve the same accuracy when the parameters are given by the established relationship. The ultimate objective of this research is to apply the calibrated parameters to improve simulation accuracy in interior grids.


## 2. Materials and Methods

### 2.1. Study Area

For this research, the study area is located in Yi River Source region which is a tributary of the Yellow River in Henan Province in China. The nested catchment is characterized as a typical semihumid and semiarid area which comprises Dongwan (2569 km2), Tantou (1839 km2), and Luanchuan (340 km2) (Figure 1). In this nested catchment, annual and interannual precipitations are not evenly distributed. Maximum annual precipitation is 2.43–3 times more than the minimum annual precipitation, and precipitation from July to September accounts for more than half of the entire year’s precipitation. In general, flood in this catchment is caused by a rainstorm, and has the characteristics of sudden rise and drop, high flood peak, and short duration.Figure 1
Location, topography, and drainage networks of Dongwan catchment.


### 2.2. Data Acquisition

Through DEM and ArcGIS processing, the Luanchuan catchment was processed to 3 kinds of resolutions of 250 m, 500 m, 1000 m, and channel thresholds of 60 for 250 m DEM, 15 for 500 m DEM, and 7.5 and 35 for 1000 m DEM; the Dongwan and Tantou catchment was processed to the resolution of 1000 m and channel thresholds of 35 (Figure2). Eight precipitation stations are located in Dongwan catchment, 6 in Tantou catchment, and 2 in Luanchuan catchment. Soil types and vegetation types of this study area are relatively simple, so they are just neglected and regarded as a homogeneous underlying surface. The catchment delineation processing was designed to research the changed factors caused by ArcGIS processing and to analyze the sensitive factors (Table 1).Table 1
Information and statistics of the nested catchments.
Name DEM resolution Channel threshold Area (km2) (ArcGIS) Total grids Water systems numbers Luanchuan 250 60 347.25 5556 53 500 15 342.75 1371 44 1000 35 341 341 6 1000 7.5 341 341 27  Tantou 1000 35 1839 1839 31  Dongwan 1000 35 2569 2569 40Figure 2
The catchment and drainage networks of Luanchuan, (a) resolution of 250 m, channel threshold of 60, (b) resolution of 500 m, channel threshold of 15, (c) resolution of 1000 m, channel threshold of 35, and (d) resolution of 1000 m, channel threshold of 7.5.
(a) (b) (c) (d)


### 2.3. Overview of CASC2D Model

The CASCade 2 Dimensional (CASC2D) originally begins with a two-dimensional overland flow routing algorithm which was developed and written in APL by Professor Julien at Colorado State University [25–27]. CASC2D has been developed to determine the runoff hydrograph generated from any temporally spatially varied rainfall event. For a given rainfall event, CASC2D model ignores the evapotranspiration during the rain and relies on inverse square distance weighting method for each grid to describe a fully spatially varied rainfall input [28], and once the initial soil moisture deficit has been supplied by rainfall, water begins to infiltrate. This step requires the adoption of an infiltration scheme that can predict the portion of the rainfall that drains into the ground. The Green & Ampt [29, 30] infiltration equations accommodate spatial and temporal variabilities due to changes in rainfall and soils properties and take into account the accumulated infiltration. Using a Hortonian overland flow process, when the precipitation rate exceeds the infiltration rate, the excess rainfall will accumulate as surface water and begin to flow. Overland flow is routed into the channels using a 2D diffusive wave equation ((1)–(4)). In channels, the water is routed using a 1D diffusive wave equation [31] ((5)-(6)).(1)Sf0=S0-∂h∂x,y,where, Sf0 is friction-resistance gradient of slope concentration in the x- and y-direction, respectively; S0 is the gradient of slope concentration in the x- and y-direction, respectively; ∂h/∂(x,y) is an additional gradient of slope concentration in the x- and y-direction, respectively.(2)q=αhβ,where q is the discharge per unit width; h represents the depth of surface runoff; α and β depend on the flow state and the turbulent flow.(3)α=1n0Sf01/2Sf0Sf0β=53,where Sf0/Sf0 determines the flow direction and n0 represents the Manning roughness coefficient of slope concentration.(4)Q=1n1AR2/3Sf11/2,where n1 is the Manning roughness coefficient of the channel, R is the hydraulic radius, Sf1 is the friction-resistance gradient of the channel, and A is the cross-sectional area.(5)Sf1=S1-ΔhΔx,where S1 is the gradient of the channel and Δh/Δx is an additional gradient.CASC2D is built on finite difference and finite volume numerical schemes and thus operates upon a uniform grid. This gridded approach allows spatial variability in watershed characteristics to be distributed across an entire basin at user-selected grid sizes [32]. Small grid sizes are used when the physically based parameters can be accurately observed and spatially interpolated. However, larger grid sizes may be preferred because the spatial variability of catchment characteristics is not explicit and computational efficiency is an important issue [33]. Actually, it is unrealistic to use small grid sizes in very large catchment or large numbers of events. Within a given catchment, input information (e.g., catchment area, stream links, soil distribution, and vegetation distribution) is defined through ArcGIS processing of DEM data. These geometric characteristics are used as the hydrological model components of CASC2D.


### 2.4. Statistics of Influence Factors

The input data processing would cause some uncertainty in the process of DEM resolution conversion and drainage extraction by ArcGIS. On a statistical-information basis, some hydrological factors were calculated to analyze the sensitivity. CASC2D model divides the concentration process into two sections; one is slope concentration, and another is channel concentration. So the traditional concentration factors should be considered more specifically. This section describes the change of statistic and calculated hydrological factors after DEM and ArcGIS processing. The related hydrological factors are (1) the precipitation station number in the study area and the controlled area for every station; (2) total grids in stream and the ratio of catchment area and total grids in stream; (3) average slope for the study catchment in different DEM resolutions; (4) the slope concentration route distance L0and the average concentration slope Sf0 for every DEM resolution and channel threshold calculated by D8 (deterministic eight neighbors) algorithm; and (5) the permanent main channel lengthL1 and the permanent main channel gradient Sf1 for every DEM resolution and channel threshold. Based on the original data and processed data, the major influence factors for nested catchment under different DEM resolutions and channel thresholds are calculated and summarized (Table 2).Table 2
Statistics information of influence factors.
Name Resolution and threshold Station number (controlled area/km2) Slope/° Total grids in stream links (area channel ratio) L 0/km S f 0/tan⁡α L 1/km S f 1/tan⁡α Luanchuan 25060 2 (170) 12.09 429 (0.81) 428.64 0.185 39.78 0.0140 50015 8.56 199 (1.72) 422.87 0.167 36.46 0.0149 10007.5 6.33 65 (5.25) 634.82 0.124 29.64 0.0145 100035 6.33 28 (12.2) 1289.79 0.153 27.75 0.0141  Tantou 100035 6 (307) 5.98 179 (10.3) 7515.33 0.215 76.25 0.0155  Dongwan 100035 8 (321) 5.67 257 (10.0) 11010.55 0.245 109.31 0.0158


### 2.5. Sensitive Factors of the Model

CASC2D model is a physically based model with physical-equations-controlled runoff process and concentration process. The calibrated parameters are analyzed to improve relationships between model parameters and hydrological characteristics (i.e., precipitation, area, soils, vegetation, and topographic features). Researchers have found out that the average slope of the catchment is reduced along with the decrease of resolution [34–37]. However, the average slope of catchments could not fully represent the concentration process. So the average concentration slope and concentration route distance were introduced for analyzing slope and channel concentration process. The concentration route distance, the shape and length of stream links, and the slope are determined by DEM resolution and channel threshold.The relationship among the Manning roughness, the average concentration slope, and the concentration route distance can be established according to the physically based equations (1)–(5). This section was used to study the numerical relationships between different DEM resolutions and catchment scales, so the specific ratio should be considered in the following section: (a) Sf01/2,Sf11/2,L0, and L1in Luanchuan catchment between the resolution of 250 m, 500 m, and 1000 m; (b) Sf01/2,Sf11/2,L0, and L1 in Luanchuan catchment between the channel threshold of 7.5 and 35 with the resolution of 1000 m; (c) Sf01/2,Sf11/2,L0 (unit area), and L1 (unit area) in nested catchment consisting of Dongwan, Tantou, and Luanchuan. The numerical relationship of n0 and n1 with different DEM resolutions, channel thresholds, and catchment scales can be established according to the calculated ratio (Table 3).Table 3
Relations among concentration parameters.
Relation Slope concentration Channel concentration S f 0 1 / 2 L 0/km (unit area) n 0 S f 1 1 / 2 L 1/km (unit area) n 1 Luanchuan 500 : 250 0.950 0.986 0.963 1.032 0.917 1.125 10007.5 : 250 0.819 1.481 0.553 1.018 0.745 1.366 100035 : 10007.5 1.111 0.892 1.246 0.936 0.723 1.295  Dongwan : Luanchuan 1.265 1.135 1.115 1.034 0.523 1.977  Tantou : Luanchuan 1.185 1.081 1.097 1.048 0.501 2.092


### 2.6. Topographic Index

Topographic Index (TI) [38] refers to the spatial distribution of soil moisture deficiency and runoff process (6). It describes the cumulative trend of runoff in every grid and the slope concentration trend under the effect of gravity [39]. TI of the study catchment can be calculated (Figures 3-4) according to the multiple flow direction algorithm (MFD). As to nested catchment, Dongwan is 11.55, Tantou is 11.44, and Luanchuan is 11.16, which are similar in numerical value and distribution curve (Figure 3). However, they are 11.16, 10.02, and 9.08 for Luanchuan catchment with the DEM resolutions of 1000 m, 500 m, and 250 m, which are quite different in both numerical value and distribution curve (Figure 4).(6)TI=ln⁡αtan⁡β,where α represents the single wide catchment area, and tan⁡β represents the local surface slope.Figure 3
TI of Luanchuan catchment in the DEM resolution of 250 m, 500 m, and 1000 m.Figure 4
TI of the nested catchment consists of Dongwan, Tantou, and Luanchuan.


### 2.7. Model Parameter Estimation Experiment

Model calibration and validation provide a nominal flow simulation for 13 typical events spanning the period of 1962 to 1998. Selection of events was based on the existence of a flow response at the outlet and obtaining a set of events with a range of peak flow values. In Luanchuan catchment, three resolutions of DEM, which are 250 m, 500 m, and 1,000 m respectively, and two channel thresholds, which are 7.5 and 35 under 1000 m DEM, were adopted to extract the catchment diagram. The parameters of Luanchuan catchment under 250 m DEM resolution could be obtained by parameter calibration based on observed stream flows at catchment-gauged locations through the first 8 flood events. The remaining 5 flood events are validated by the calibrated parameters.This research regards the nested catchment as highly similar catchments; DEM resolution of 1000 m and channel threshold of 35 are selected to extract catchment diagram. First 8 typical events are selected to calibrate the parameters and 10 events are selected for validation. To compare the simulation accuracy in outlet with interior grids, the model parameters were given according to the following two cases: (a) the parameters of Luanchuan should be given first according to Table4, and the concentration parameters of Tantou and Dongwan catchment should be given according to the numerical relationship shown in Table 3; next, runoff parameters of Tantou and Dongwan are calibrated based on the observed stream flow; (b) Dongwan was considered as a simple catchment, while Tantou and Luanchuan were set as two interior grids. The model parameters of Dongwan were directly calibrated and the simulated flood process of the two interior grids was extracted.Table 4
Parameters and initial values of Luanchuan catchment.
Resolution n 0 n 1 Interception K s/(cm·h−1) G/cm M d 250 0.21 0.05 1.5 0.01 3.5 0.03 500 0.20 0.06 10007.5 0.12 0.07 100035 0.15 0.06


## 2.1. Study Area

For this research, the study area is located in Yi River Source region which is a tributary of the Yellow River in Henan Province in China. The nested catchment is characterized as a typical semihumid and semiarid area which comprises Dongwan (2569 km2), Tantou (1839 km2), and Luanchuan (340 km2) (Figure 1). In this nested catchment, annual and interannual precipitations are not evenly distributed. Maximum annual precipitation is 2.43–3 times more than the minimum annual precipitation, and precipitation from July to September accounts for more than half of the entire year’s precipitation. In general, flood in this catchment is caused by a rainstorm, and has the characteristics of sudden rise and drop, high flood peak, and short duration.Figure 1
Location, topography, and drainage networks of Dongwan catchment.


## 2.2. Data Acquisition

Through DEM and ArcGIS processing, the Luanchuan catchment was processed to 3 kinds of resolutions of 250 m, 500 m, 1000 m, and channel thresholds of 60 for 250 m DEM, 15 for 500 m DEM, and 7.5 and 35 for 1000 m DEM; the Dongwan and Tantou catchment was processed to the resolution of 1000 m and channel thresholds of 35 (Figure2). Eight precipitation stations are located in Dongwan catchment, 6 in Tantou catchment, and 2 in Luanchuan catchment. Soil types and vegetation types of this study area are relatively simple, so they are just neglected and regarded as a homogeneous underlying surface. The catchment delineation processing was designed to research the changed factors caused by ArcGIS processing and to analyze the sensitive factors (Table 1).Table 1
Information and statistics of the nested catchments.
Name DEM resolution Channel threshold Area (km2) (ArcGIS) Total grids Water systems numbers Luanchuan 250 60 347.25 5556 53 500 15 342.75 1371 44 1000 35 341 341 6 1000 7.5 341 341 27  Tantou 1000 35 1839 1839 31  Dongwan 1000 35 2569 2569 40Figure 2
The catchment and drainage networks of Luanchuan, (a) resolution of 250 m, channel threshold of 60, (b) resolution of 500 m, channel threshold of 15, (c) resolution of 1000 m, channel threshold of 35, and (d) resolution of 1000 m, channel threshold of 7.5.
(a) (b) (c) (d)


## 2.3. Overview of CASC2D Model

The CASCade 2 Dimensional (CASC2D) originally begins with a two-dimensional overland flow routing algorithm which was developed and written in APL by Professor Julien at Colorado State University [25–27]. CASC2D has been developed to determine the runoff hydrograph generated from any temporally spatially varied rainfall event. For a given rainfall event, CASC2D model ignores the evapotranspiration during the rain and relies on inverse square distance weighting method for each grid to describe a fully spatially varied rainfall input [28], and once the initial soil moisture deficit has been supplied by rainfall, water begins to infiltrate. This step requires the adoption of an infiltration scheme that can predict the portion of the rainfall that drains into the ground. The Green & Ampt [29, 30] infiltration equations accommodate spatial and temporal variabilities due to changes in rainfall and soils properties and take into account the accumulated infiltration. Using a Hortonian overland flow process, when the precipitation rate exceeds the infiltration rate, the excess rainfall will accumulate as surface water and begin to flow. Overland flow is routed into the channels using a 2D diffusive wave equation ((1)–(4)). In channels, the water is routed using a 1D diffusive wave equation [31] ((5)-(6)).(1)Sf0=S0-∂h∂x,y,where, Sf0 is friction-resistance gradient of slope concentration in the x- and y-direction, respectively; S0 is the gradient of slope concentration in the x- and y-direction, respectively; ∂h/∂(x,y) is an additional gradient of slope concentration in the x- and y-direction, respectively.(2)q=αhβ,where q is the discharge per unit width; h represents the depth of surface runoff; α and β depend on the flow state and the turbulent flow.(3)α=1n0Sf01/2Sf0Sf0β=53,where Sf0/Sf0 determines the flow direction and n0 represents the Manning roughness coefficient of slope concentration.(4)Q=1n1AR2/3Sf11/2,where n1 is the Manning roughness coefficient of the channel, R is the hydraulic radius, Sf1 is the friction-resistance gradient of the channel, and A is the cross-sectional area.(5)Sf1=S1-ΔhΔx,where S1 is the gradient of the channel and Δh/Δx is an additional gradient.CASC2D is built on finite difference and finite volume numerical schemes and thus operates upon a uniform grid. This gridded approach allows spatial variability in watershed characteristics to be distributed across an entire basin at user-selected grid sizes [32]. Small grid sizes are used when the physically based parameters can be accurately observed and spatially interpolated. However, larger grid sizes may be preferred because the spatial variability of catchment characteristics is not explicit and computational efficiency is an important issue [33]. Actually, it is unrealistic to use small grid sizes in very large catchment or large numbers of events. Within a given catchment, input information (e.g., catchment area, stream links, soil distribution, and vegetation distribution) is defined through ArcGIS processing of DEM data. These geometric characteristics are used as the hydrological model components of CASC2D.


## 2.4. Statistics of Influence Factors

The input data processing would cause some uncertainty in the process of DEM resolution conversion and drainage extraction by ArcGIS. On a statistical-information basis, some hydrological factors were calculated to analyze the sensitivity. CASC2D model divides the concentration process into two sections; one is slope concentration, and another is channel concentration. So the traditional concentration factors should be considered more specifically. This section describes the change of statistic and calculated hydrological factors after DEM and ArcGIS processing. The related hydrological factors are (1) the precipitation station number in the study area and the controlled area for every station; (2) total grids in stream and the ratio of catchment area and total grids in stream; (3) average slope for the study catchment in different DEM resolutions; (4) the slope concentration route distance L0and the average concentration slope Sf0 for every DEM resolution and channel threshold calculated by D8 (deterministic eight neighbors) algorithm; and (5) the permanent main channel lengthL1 and the permanent main channel gradient Sf1 for every DEM resolution and channel threshold. Based on the original data and processed data, the major influence factors for nested catchment under different DEM resolutions and channel thresholds are calculated and summarized (Table 2).Table 2
Statistics information of influence factors.
Name Resolution and threshold Station number (controlled area/km2) Slope/° Total grids in stream links (area channel ratio) L 0/km S f 0/tan⁡α L 1/km S f 1/tan⁡α Luanchuan 25060 2 (170) 12.09 429 (0.81) 428.64 0.185 39.78 0.0140 50015 8.56 199 (1.72) 422.87 0.167 36.46 0.0149 10007.5 6.33 65 (5.25) 634.82 0.124 29.64 0.0145 100035 6.33 28 (12.2) 1289.79 0.153 27.75 0.0141  Tantou 100035 6 (307) 5.98 179 (10.3) 7515.33 0.215 76.25 0.0155  Dongwan 100035 8 (321) 5.67 257 (10.0) 11010.55 0.245 109.31 0.0158


## 2.5. Sensitive Factors of the Model

CASC2D model is a physically based model with physical-equations-controlled runoff process and concentration process. The calibrated parameters are analyzed to improve relationships between model parameters and hydrological characteristics (i.e., precipitation, area, soils, vegetation, and topographic features). Researchers have found out that the average slope of the catchment is reduced along with the decrease of resolution [34–37]. However, the average slope of catchments could not fully represent the concentration process. So the average concentration slope and concentration route distance were introduced for analyzing slope and channel concentration process. The concentration route distance, the shape and length of stream links, and the slope are determined by DEM resolution and channel threshold.The relationship among the Manning roughness, the average concentration slope, and the concentration route distance can be established according to the physically based equations (1)–(5). This section was used to study the numerical relationships between different DEM resolutions and catchment scales, so the specific ratio should be considered in the following section: (a) Sf01/2,Sf11/2,L0, and L1in Luanchuan catchment between the resolution of 250 m, 500 m, and 1000 m; (b) Sf01/2,Sf11/2,L0, and L1 in Luanchuan catchment between the channel threshold of 7.5 and 35 with the resolution of 1000 m; (c) Sf01/2,Sf11/2,L0 (unit area), and L1 (unit area) in nested catchment consisting of Dongwan, Tantou, and Luanchuan. The numerical relationship of n0 and n1 with different DEM resolutions, channel thresholds, and catchment scales can be established according to the calculated ratio (Table 3).Table 3
Relations among concentration parameters.
Relation Slope concentration Channel concentration S f 0 1 / 2 L 0/km (unit area) n 0 S f 1 1 / 2 L 1/km (unit area) n 1 Luanchuan 500 : 250 0.950 0.986 0.963 1.032 0.917 1.125 10007.5 : 250 0.819 1.481 0.553 1.018 0.745 1.366 100035 : 10007.5 1.111 0.892 1.246 0.936 0.723 1.295  Dongwan : Luanchuan 1.265 1.135 1.115 1.034 0.523 1.977  Tantou : Luanchuan 1.185 1.081 1.097 1.048 0.501 2.092


## 2.6. Topographic Index

Topographic Index (TI) [38] refers to the spatial distribution of soil moisture deficiency and runoff process (6). It describes the cumulative trend of runoff in every grid and the slope concentration trend under the effect of gravity [39]. TI of the study catchment can be calculated (Figures 3-4) according to the multiple flow direction algorithm (MFD). As to nested catchment, Dongwan is 11.55, Tantou is 11.44, and Luanchuan is 11.16, which are similar in numerical value and distribution curve (Figure 3). However, they are 11.16, 10.02, and 9.08 for Luanchuan catchment with the DEM resolutions of 1000 m, 500 m, and 250 m, which are quite different in both numerical value and distribution curve (Figure 4).(6)TI=ln⁡αtan⁡β,where α represents the single wide catchment area, and tan⁡β represents the local surface slope.Figure 3
TI of Luanchuan catchment in the DEM resolution of 250 m, 500 m, and 1000 m.Figure 4
TI of the nested catchment consists of Dongwan, Tantou, and Luanchuan.


## 2.7. Model Parameter Estimation Experiment

Model calibration and validation provide a nominal flow simulation for 13 typical events spanning the period of 1962 to 1998. Selection of events was based on the existence of a flow response at the outlet and obtaining a set of events with a range of peak flow values. In Luanchuan catchment, three resolutions of DEM, which are 250 m, 500 m, and 1,000 m respectively, and two channel thresholds, which are 7.5 and 35 under 1000 m DEM, were adopted to extract the catchment diagram. The parameters of Luanchuan catchment under 250 m DEM resolution could be obtained by parameter calibration based on observed stream flows at catchment-gauged locations through the first 8 flood events. The remaining 5 flood events are validated by the calibrated parameters.This research regards the nested catchment as highly similar catchments; DEM resolution of 1000 m and channel threshold of 35 are selected to extract catchment diagram. First 8 typical events are selected to calibrate the parameters and 10 events are selected for validation. To compare the simulation accuracy in outlet with interior grids, the model parameters were given according to the following two cases: (a) the parameters of Luanchuan should be given first according to Table4, and the concentration parameters of Tantou and Dongwan catchment should be given according to the numerical relationship shown in Table 3; next, runoff parameters of Tantou and Dongwan are calibrated based on the observed stream flow; (b) Dongwan was considered as a simple catchment, while Tantou and Luanchuan were set as two interior grids. The model parameters of Dongwan were directly calibrated and the simulated flood process of the two interior grids was extracted.Table 4
Parameters and initial values of Luanchuan catchment.
Resolution n 0 n 1 Interception K s/(cm·h−1) G/cm M d 250 0.21 0.05 1.5 0.01 3.5 0.03 500 0.20 0.06 10007.5 0.12 0.07 100035 0.15 0.06


## 3. Results

### 3.1. Impact of DEM Resolution and Channel Threshold

According to statistical information of the Luanchuan catchment, the resolution has a significant influence on the grid number and channel threshold has an impact on the length and shape of the drainage line. A smaller channel threshold shows a complex drainage line; on the contrary, a larger channel threshold shows a simple one. The area calculation and spatial distribution of precipitation influenced by DEM resolution can be ignored. The average concentration slope has positive impacts on velocity; the Manning roughness has an adverse effect on velocity, and the route distance is positively related to velocity. In Luanchuan catchment, channel threshold has a significant influence onL0 (634.82 km to 1289.79 km) and Sf0 (0.124 km to 0.153 km); resolution has a major influence on Sf0 (0.124 km to 0.185 km) and L1 (29.64 km to 39.78 km); with the decreasing of DEM resolution, Sf0 and L1 decrease; Sf1 is relatively stable when DEM resolution and channel threshold changed. As to the nested catchment, major influence factors are L0 (1289.79 km to 11010.55 km) and L1 (27.75 km to 109.31 km). The unit area ratio of L0 for Dongwan to Luanchuan and Tantou to Luanchuan is near 1.


### 3.2. Simulation Results

The slope manning roughnessn0 and channel manning roughness n1 under different resolutions and channel thresholds were given according to the calculated numerical relationship. The precipitation interception coefficient, saturated hydraulic conductivity Ks, saturated head capillary G, and initial soil deficit Md were calibrated based on observed floods (Table 4). With the decrease of DEM resolution the slope Manning roughness decreases and the channel Manning roughness increases. According to the application in Luanchuan catchment with DEM resolution of 250 m, 500 m, 1000 m, and channel threshold of 35 and 7.5 under the resolution of 1000 m; NSE coefficients are 0.77, 0.76, 0.75, and 0.75; relative errors of peak discharge are −33%, −32%, −36%, and −38% (Figures 5-6). The simulation result with the same runoff parameters and numerical-relationship-based concentration parameters shows the same accuracy. Table 5 provides a summary of the model simulation error, and the simulation error should be represented by a relative error of peak flow and NSE coefficient. Total precipitation of 250 m, 500 m, and 1000 m DEM resolution are 8.50, 8.47, and 8.4 × 108 m3; runoff coefficients are 59.5%, 61.2%, and 63.1%; total runoff is 5.06, 5.18, and 5.32 × 108 m3. The total simulation duration is about 10 d for 250 m DEM, 11 h for 500 m DEM, and only 181 min for 1000 m DEM.Table 5
Comparison results under different DEM resolutions and channel thresholds.
Flood time Relative error of peak discharge NSE coefficient 250 m 500 m 1,000 m35 1,000 m7.5 250 m 500 m 1,000 m35 1,000 m7.5 1962081406 −12.5 −13.0 −13.1 −14.0 0.48 0.45 0.48 0.46 1963052208 11.0 11.1 10.8 10.5 0.71 0.72 0.75 0.74 1964072300 9.9 11.0 11.2 10.5 0.95 0.92 0.93 0.94 1964100208 5.5 4.9 6.6 6.5 0.85 0.82 0.83 0.83 1965070904 7.5 7.8 8.1 8.2 0.88 0.89 0.84 0.85 1966072200 −10.8 −10.5 −11.8 −12.0 0.72 0.75 0.70 0.70 1967071108 −8.2 −8.5 −9.0 −9.1 0.75 0.76 0.70 0.71 1975080508 10.1 11.2 11.5 11.5 0.80 0.75 0.78 0.77 1975091901 14.3 15.0 14.6 15.5 0.59 0.60 0.59 0.58 1977070900 −17.2 −18.0 −18.8 −19.1 0.47 0.45 0.45 0.46 1980063000 5.6 5.5 5.4 5.8 0.81 0.80 0.76 0.75 1982073102 −8.1 −9.1 −7.9 −7.8 0.89 0.88 0.86 0.85 1983100308 −5.1 −5.2 −5.8 −6.0 0.72 0.73 0.74 0.74 1984090817 −8.5 −8.8 −8.7 −9.0 0.87 0.86 0.85 0.86 1994070220 7.2 6.5 6.6 6.8 0.85 0.83 0.86 0.85 1995081114 3.1 3.8 3.2 3.5 0.88 0.88 0.86 0.85 1996080208 −2.1 −2.0 −2.2 −2.2 0.75 0.75 0.76 0.75 1998081312 −7.7 −7.5 −7.6 −7.8 0.86 0.86 0.83 0.84  Average −0.33 −0.32 −0.38 −0.46 0.77 0.76 0.75 0.75Figure 5
Comparison of the results under the DEM resolution of 250 m, 500 m, and 1000 m.Figure 6
Comparison of the results under the channel thresholds of 7.5 and 35.


### 3.3. Development of Nested Catchment

For the sensitivity analysis of nested catchment, about 18 typical events were selected for flood simulation and comparison. The simulated runoff parameters and the calculated concentration parameters are shown in Table6; the simulation and comparison results are shown in Figures 7–9. Table 7 lists NSE coefficient and relative error of peak discharge on two different conditions, where A1, B1, and C1 are the simulation results of Dongwan, Tantou, and Luanchuan which are considered as nested catchment; A2 is the simulation results of Dongwan; B2 and C2 are calculated results of Tantou and Luanchuan which are considered as interior grids.Table 6
Parameters and initial values of nested catchment.
Name n 0 n 1 Interception K s/(cm·h−1) G/cm M d Dongwan (simple) 0.16 0.10 1.5 0.01 3.7 0.03  Dongwan 0.17 0.12 1.5 0.01 3.6 0.03 Tantou 0.16 0.13 1.5 0.01 3.8 0.03 Luanchuan 0.15 0.06 1.5 0.01 3.5 0.03Table 7
Comparison results of the nested catchment.
Flood time Relative error of peak discharge (%) NSE coefficient A 1 A 2 B 1 B 2 C 1 C 2 A 1 A 2 B 1 B 2 C 1 C 2 1962081406 10.0 9.5   −13.1 −11.8 0.81 0.81   0.48 0.42 1963052208 18.5 17.9   10.8 13.2 0.68 0.67   0.75 0.69 1964072300 18.4 16.8   11.2 10.1 0.92 0.90   0.93 0.90 1964092206 29.9 28.5   −3.1 −2.8 0.71 0.72   0.72 0.65 1977070900 −18.1 −17.2 −15.2 −14.8 −18.8 −18.1 0.55 0.55 0.56 0.55 0.45 0.44 1980063000 4.2 4.4 −8.3 −8.5 5.4 5.3 0.77 0.78 0.61 0.60 0.76 0.80 1981071408 −62.5 −62.3 −42.5 −42.4 3.1 3.0 0.65 0.63 0.80 0.79 0.88 0.85 1982073102 33.2 33.5 13.0 14.2 −7.9 −9.2 0.70 0.71 0.82 0.80 0.86 0.80 1983081020 5.2 4.2 3.3 3.4   0.81 0.82 0.72 0.72 1983100308 −6.2 −6.3 2.2 2.3 −5.8 −5.2 0.44 0.42 0.61 0.55 0.74 0.69 1983101708 20.5 20.0 12.8 12.5   0.64 0.63 0.58 0.55 1984090817 6.8 6.3   −8.7 −8.2 0.83 0.80   0.85 0.81 1985091412 −6.2 −6.0 −12.8 −12.8   0.72 0.73 0.74 0.73 1988080909 −30.5 −30.2 −22.5 −22.4   0.48 0.49 0.52 0.51 1989081408 −22.5 −22.0 −13.6 −13.5   0.62 0.63 0.81 0.82 1996080208 19.5 19.3 8.5 8.2 −2.2 −11.2 0.78 0.76 0.91 0.85 0.76 0.73 1998081312 −10.2 −11.0 2.5 2.8 −7.6 −8.3 0.81 0.80 0.80 0.77 0.83 0.85 2000071220 33.3 33.0 1.2 1.5 −40.5 −41.4 0.66 0.67 0.82 0.81 0.75 0.75  Average 2.41 2.13 −5.49 −5.35 −5.94 −6.5 0.70 0.70 0.72 0.70 0.75 0.72Figure 7
Comparison of the results of Dongwan.Figure 8
Comparison of the results of Tantou.Figure 9
Comparison of the results of Luanchuan.The model performs best in the Luanchuan and worst in the Dongwan in terms of NSE coefficient. Variation of NSE is greatly different in every flood event. The NES ofA1 (from 0.44 to 0.92), B1 (from 0.52 to 0.91), and C1 (from 0.45 to 0.93) are much better than A2 (from 0.42 to 0.90), B2 (from 0.51 to 0.85), and C2 (from 0.42 to 0.90). The average NSE coefficient in A1 (0.70) is the same as A2 (0.70), and B1 (0.72) and C1 (0.75) are larger than B2 (0.70) and C2 (0.72). The variation of relative error of peak discharge in B1 (from −42.5% to 13.0%) and C1 (from −40.5% to 11.2%) is smaller than B2 (from −42.4% to 14.2%) and C2 (from −41.4% to 13.2%).


## 3.1. Impact of DEM Resolution and Channel Threshold

According to statistical information of the Luanchuan catchment, the resolution has a significant influence on the grid number and channel threshold has an impact on the length and shape of the drainage line. A smaller channel threshold shows a complex drainage line; on the contrary, a larger channel threshold shows a simple one. The area calculation and spatial distribution of precipitation influenced by DEM resolution can be ignored. The average concentration slope has positive impacts on velocity; the Manning roughness has an adverse effect on velocity, and the route distance is positively related to velocity. In Luanchuan catchment, channel threshold has a significant influence onL0 (634.82 km to 1289.79 km) and Sf0 (0.124 km to 0.153 km); resolution has a major influence on Sf0 (0.124 km to 0.185 km) and L1 (29.64 km to 39.78 km); with the decreasing of DEM resolution, Sf0 and L1 decrease; Sf1 is relatively stable when DEM resolution and channel threshold changed. As to the nested catchment, major influence factors are L0 (1289.79 km to 11010.55 km) and L1 (27.75 km to 109.31 km). The unit area ratio of L0 for Dongwan to Luanchuan and Tantou to Luanchuan is near 1.


## 3.2. Simulation Results

The slope manning roughnessn0 and channel manning roughness n1 under different resolutions and channel thresholds were given according to the calculated numerical relationship. The precipitation interception coefficient, saturated hydraulic conductivity Ks, saturated head capillary G, and initial soil deficit Md were calibrated based on observed floods (Table 4). With the decrease of DEM resolution the slope Manning roughness decreases and the channel Manning roughness increases. According to the application in Luanchuan catchment with DEM resolution of 250 m, 500 m, 1000 m, and channel threshold of 35 and 7.5 under the resolution of 1000 m; NSE coefficients are 0.77, 0.76, 0.75, and 0.75; relative errors of peak discharge are −33%, −32%, −36%, and −38% (Figures 5-6). The simulation result with the same runoff parameters and numerical-relationship-based concentration parameters shows the same accuracy. Table 5 provides a summary of the model simulation error, and the simulation error should be represented by a relative error of peak flow and NSE coefficient. Total precipitation of 250 m, 500 m, and 1000 m DEM resolution are 8.50, 8.47, and 8.4 × 108 m3; runoff coefficients are 59.5%, 61.2%, and 63.1%; total runoff is 5.06, 5.18, and 5.32 × 108 m3. The total simulation duration is about 10 d for 250 m DEM, 11 h for 500 m DEM, and only 181 min for 1000 m DEM.Table 5
Comparison results under different DEM resolutions and channel thresholds.
Flood time Relative error of peak discharge NSE coefficient 250 m 500 m 1,000 m35 1,000 m7.5 250 m 500 m 1,000 m35 1,000 m7.5 1962081406 −12.5 −13.0 −13.1 −14.0 0.48 0.45 0.48 0.46 1963052208 11.0 11.1 10.8 10.5 0.71 0.72 0.75 0.74 1964072300 9.9 11.0 11.2 10.5 0.95 0.92 0.93 0.94 1964100208 5.5 4.9 6.6 6.5 0.85 0.82 0.83 0.83 1965070904 7.5 7.8 8.1 8.2 0.88 0.89 0.84 0.85 1966072200 −10.8 −10.5 −11.8 −12.0 0.72 0.75 0.70 0.70 1967071108 −8.2 −8.5 −9.0 −9.1 0.75 0.76 0.70 0.71 1975080508 10.1 11.2 11.5 11.5 0.80 0.75 0.78 0.77 1975091901 14.3 15.0 14.6 15.5 0.59 0.60 0.59 0.58 1977070900 −17.2 −18.0 −18.8 −19.1 0.47 0.45 0.45 0.46 1980063000 5.6 5.5 5.4 5.8 0.81 0.80 0.76 0.75 1982073102 −8.1 −9.1 −7.9 −7.8 0.89 0.88 0.86 0.85 1983100308 −5.1 −5.2 −5.8 −6.0 0.72 0.73 0.74 0.74 1984090817 −8.5 −8.8 −8.7 −9.0 0.87 0.86 0.85 0.86 1994070220 7.2 6.5 6.6 6.8 0.85 0.83 0.86 0.85 1995081114 3.1 3.8 3.2 3.5 0.88 0.88 0.86 0.85 1996080208 −2.1 −2.0 −2.2 −2.2 0.75 0.75 0.76 0.75 1998081312 −7.7 −7.5 −7.6 −7.8 0.86 0.86 0.83 0.84  Average −0.33 −0.32 −0.38 −0.46 0.77 0.76 0.75 0.75Figure 5
Comparison of the results under the DEM resolution of 250 m, 500 m, and 1000 m.Figure 6
Comparison of the results under the channel thresholds of 7.5 and 35.


## 3.3. Development of Nested Catchment

For the sensitivity analysis of nested catchment, about 18 typical events were selected for flood simulation and comparison. The simulated runoff parameters and the calculated concentration parameters are shown in Table6; the simulation and comparison results are shown in Figures 7–9. Table 7 lists NSE coefficient and relative error of peak discharge on two different conditions, where A1, B1, and C1 are the simulation results of Dongwan, Tantou, and Luanchuan which are considered as nested catchment; A2 is the simulation results of Dongwan; B2 and C2 are calculated results of Tantou and Luanchuan which are considered as interior grids.Table 6
Parameters and initial values of nested catchment.
Name n 0 n 1 Interception K s/(cm·h−1) G/cm M d Dongwan (simple) 0.16 0.10 1.5 0.01 3.7 0.03  Dongwan 0.17 0.12 1.5 0.01 3.6 0.03 Tantou 0.16 0.13 1.5 0.01 3.8 0.03 Luanchuan 0.15 0.06 1.5 0.01 3.5 0.03Table 7
Comparison results of the nested catchment.
Flood time Relative error of peak discharge (%) NSE coefficient A 1 A 2 B 1 B 2 C 1 C 2 A 1 A 2 B 1 B 2 C 1 C 2 1962081406 10.0 9.5   −13.1 −11.8 0.81 0.81   0.48 0.42 1963052208 18.5 17.9   10.8 13.2 0.68 0.67   0.75 0.69 1964072300 18.4 16.8   11.2 10.1 0.92 0.90   0.93 0.90 1964092206 29.9 28.5   −3.1 −2.8 0.71 0.72   0.72 0.65 1977070900 −18.1 −17.2 −15.2 −14.8 −18.8 −18.1 0.55 0.55 0.56 0.55 0.45 0.44 1980063000 4.2 4.4 −8.3 −8.5 5.4 5.3 0.77 0.78 0.61 0.60 0.76 0.80 1981071408 −62.5 −62.3 −42.5 −42.4 3.1 3.0 0.65 0.63 0.80 0.79 0.88 0.85 1982073102 33.2 33.5 13.0 14.2 −7.9 −9.2 0.70 0.71 0.82 0.80 0.86 0.80 1983081020 5.2 4.2 3.3 3.4   0.81 0.82 0.72 0.72 1983100308 −6.2 −6.3 2.2 2.3 −5.8 −5.2 0.44 0.42 0.61 0.55 0.74 0.69 1983101708 20.5 20.0 12.8 12.5   0.64 0.63 0.58 0.55 1984090817 6.8 6.3   −8.7 −8.2 0.83 0.80   0.85 0.81 1985091412 −6.2 −6.0 −12.8 −12.8   0.72 0.73 0.74 0.73 1988080909 −30.5 −30.2 −22.5 −22.4   0.48 0.49 0.52 0.51 1989081408 −22.5 −22.0 −13.6 −13.5   0.62 0.63 0.81 0.82 1996080208 19.5 19.3 8.5 8.2 −2.2 −11.2 0.78 0.76 0.91 0.85 0.76 0.73 1998081312 −10.2 −11.0 2.5 2.8 −7.6 −8.3 0.81 0.80 0.80 0.77 0.83 0.85 2000071220 33.3 33.0 1.2 1.5 −40.5 −41.4 0.66 0.67 0.82 0.81 0.75 0.75  Average 2.41 2.13 −5.49 −5.35 −5.94 −6.5 0.70 0.70 0.72 0.70 0.75 0.72Figure 7
Comparison of the results of Dongwan.Figure 8
Comparison of the results of Tantou.Figure 9
Comparison of the results of Luanchuan.The model performs best in the Luanchuan and worst in the Dongwan in terms of NSE coefficient. Variation of NSE is greatly different in every flood event. The NES ofA1 (from 0.44 to 0.92), B1 (from 0.52 to 0.91), and C1 (from 0.45 to 0.93) are much better than A2 (from 0.42 to 0.90), B2 (from 0.51 to 0.85), and C2 (from 0.42 to 0.90). The average NSE coefficient in A1 (0.70) is the same as A2 (0.70), and B1 (0.72) and C1 (0.75) are larger than B2 (0.70) and C2 (0.72). The variation of relative error of peak discharge in B1 (from −42.5% to 13.0%) and C1 (from −40.5% to 11.2%) is smaller than B2 (from −42.4% to 14.2%) and C2 (from −41.4% to 13.2%).


## 4. Discussion

CASC2D model is a catchment-based hydrological model with distributed inputs and distributed parameters, which was used for accurate hydrological information simulation in small scale catchment with high DEM resolution [27, 32]. This study investigated the influence factors and sensitive parameters to improve the accuracy and efficiency of physically based distributed hydrological model. Parameter analysis shows that Ks, G, and Md varied slightly in different resolutions, channel thresholds, and catchment scales when they were used as runoff parameters. L0, L1, Sf0, and Sf1 played a dominant role in controlling the n0 and n1.Input information (i.e., precipitation, soil, vegetation, and other underlying surface conditions) which is influenced by DEM resolution and channel threshold plays an important role in controlling the simulation process. The inverse square distance weighting is an excellent method to interpolate the rainfall in spatial scales [40, 41]. However, it is still difficult to describe the uneven distribution of rainfall in temporal scales, which makes the Green-Ampt equation and its parameters inefficient when an hourly interval rainfall data is used. There is a precipitation station for every 170 km2 in Luanchuan, 307 km2 in Tantou, and 321 km2 in Dongwan, which makes the NES coefficient and relative error of peak discharge the best in Luanchuan and the worst in Dongwan. It highlights the significance of raw data and interpolation methods both in spatial and in time scales.Lower DEM resolution would limit the attributes of each grid [42] and further restrict the simulation of hydrological attributes in interior grids. TI was greatly influenced by the resolution and information content of a DEM [43], and it was regarded as an important index to describe the rainfall-runoff process. Calculated TI shows a great difference in Luanchuan and the same in the nested catchment, which means the similarity should be established based on the same DEM resolution. On the one hand, with 1,000 m DEM resolution in Tantou and Luanchuan, the simulation results are superior to the calculated interior grids when parameters are reasonably calibrated. These simulation results indicate the uncertainty of interior grids in distributed hydrological model. The input information, parameters, and physical equations need to be more reasonable with the change of scale and position. On the other hand, Dongwan always served as an outlet, no matter when simulated in the nested catchment or as a simple catchment. The calibrated parameters are different and the simulation results are revealed to be the same, which reveals a phenomenon of equifinality for different parameters.According to the statistical hydrological information, the concentration parameters could be given reasonably, which could offset the error caused by DEM processing and improve the simulation accuracy in interior grids. Sensitivity analysis and scale change regulation of parameters are necessary and helpful for parameter transplantation and accuracy improvement with parameters reasonably given.The physically based model links the laboratory scales and field application scales, which provides a basis to calibrate parameters. However, it is still difficult to use the measured parameters in hydrological model. So parameter calibration and validation are necessary and urgently needed. The statistics of influence factors and sensitive parameters provide the variations of runoff process as well as concentration parameters. In order to establish a more accurate relationship in different scales, more data regarding rainfall, discharge, groundwater distribution, accurate DEM, soil structure, and vegetation are needed.


## 5. Conclusions

The study was conducted to find the sensitive influence factors and parameters of the physically based distributed hydrological model. Three kinds of DEM resolutions and two kinds of channel thresholds are used in Luanchuan to analyze the variation of the catchment area, precipitation, slope, and concentration route distance. It reflects a clear and regular variation ofL0,L1,Sf0, and Sf1, which can build a relationship with n0, and n1.Considering NSE coefficient and relative error of peak discharge of the simulation results, the results show the same accuracy when runoff parameters are not changed and concentration parameters are reasonably given by the established relationship. Hence, the study suggests that the appropriate DEM resolutions and channel thresholds should be used in different needs. Considering the computational efficiency, low-precision DEM data are more suitable when the parameters can be reasonably given.According to the statistic and calculated information about the nested catchment, the contrasting results need to be doubted for accuracy and rationality in calculated grids. It is observed that the more accurate simulation results are simulated in Tantou and Luanchuan when calibrated parameters are used, which confirms the reasonability of the established relationship. However, further improvement of simulation accuracy requires a more accurate description of precipitation and more precise underlying surface data in spatial and temporal scales.



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*Source: 8582041-2016-10-13.xml*