# Impact of Climate Change on Hydrologic Extremes in the Upper Basin of the Yellow River Basin of China

Authors: Jun Wang; Zhongmin Liang; Dong Wang; Tian Liu; Jing Yang
Journal: Advances in Meteorology
 (2016)

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## Abstract

To reveal the revolution law of hydrologic extremes in the next 50 years and analyze the impact of climate change on hydrologic extremes, the following main works were carried on: firstly, the long duration (15 d, 30 d, and 60 d) rainfall extremes according to observed time-series and forecast time-series by dynamical climate model product (BCC-CSM-1.1) were deduced, respectively, on the basis that the quantitative estimation of the impact of climate change on rainfall extremes was conducted; secondly, the SWAT model was used to deduce design flood with the input of design rainfall for the next 50 years. On this basis, quantitative estimation of the impact of climate change on long duration flood volume extremes was conducted. It indicates that (1) the value of long duration rainfall extremes for given probabilities (1%, 2%, 5%, and 10%) of the Tangnaihai basin will rise with slight increasing rate from 1% to 6% in the next 50 years and (2) long duration flood volume extremes of given probabilities of the Tangnaihai basin will rise with slight increasing rate from 1% to 6% in the next 50 years. The conclusions may provide technical supports for basin level planning of flood control and hydropower production.


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## Body

## 1. Introduction

Climate change has affected many fields of nature and human society in recent years and has been one of the most attractive research fields. On the background, the estimation and simulation of the impact of climate change in the hydrology have been becoming a research topic. Many hydrologists [1–4], who have done research on the hydrological response to climate change and human activities, believe that anthropogenic global climate change and human activities have significantly affected hydrologic cycle and resulted in changes in the spatial and temporal distribution of water resources at both global and local scales. It is no doubt that the changes in the hydrological cycle will have serious impacts on ecological, social, and economic situations [5, 6] and bring us severe challenges. To respond to the climate change challenge, one of the most important tasks is to reveal influencing mechanism of hydrologic cycle by climate change and to predict the impact on corresponding fields. Many hydrologists have been working on it; for example, some studies have identified robust trends over some specific regions [7, 8]. However, there are still many questions unclear and the research should be continued. With the development of society, the demand of scientificity of the basin level and national planning of flood control, hydropower production, agricultural irrigation, and ecosystem preservation are increasing; hence, projecting the future climate and assessing its probable impact on water resources are critical. Many studies on the impacts of climate change on hydrological regimes [9–11] have been conducted. In these studies, global climate models and hydrologic model were usually used to simulate the changes in hydrological regimes at watershed scales.Most of the previous climate change impact assessment studies on hydrological processes of Yellow River watershed focused on the trend of hydrologic elements [12]. However, the assessment study on revolution law of the hydrologic extremes responding to climate change of Yellow River basin is hardly a blank. To reveal the revolution law of hydrologic extremes and assess the impact of climate change on hydrologic extremes in the upper Yellow River basin, the objectives of the paper include (1) evaluation of the impact of climate change on precipitation extremes of long duration (15 d, 30 d, and 60 d) for given probabilities (1%, 2%, 5%, and 10%); (2) evaluation of the impact of climate change on flood volume extremes of long duration (15 d, 30 d, and 60 d) for given probabilities (1%, 2%, 5%, and 10%), through hydrologic frequency analysis that deduce the design rainfall for the measured phase and the future by running distributed hydrological model (SWAT) with the input condition of design rainfall to deduce the flood volume extreme of different duration. The paper focuses on revealing the impact of climate change on the hydrologic extremes of the Tangnaihai basin which locates in the upstream of Yellow River; the main content is as follows: the methods applied to study the impact of climate change on hydrologic extreme, including hydrologic frequency analysis method, the bias correction method, and the hydrological model, are described in Section 2. The study area and available data are then introduced in the Section 3. The results of impact of climate change on hydrologic extremes are presented in Section 4. The conclusions are finally remarked in Section 5.


## 2. Methodologies

### 2.1. Frequency Analysis of Precipitation Extremes

To reveal the statistical law of the hydrologic extremes, hydrologic time series analysis and modeling are an effective approach. Obviously, hydrologic frequency analysis is one of most popular approaches which are based on time series to analyze the law of hydrologic extremes [13, 14]. The key of hydrologic frequency analysis is to determine the probability distribution of extreme. As we known, there are many functions, including extreme value distribution (Gumbel distribution), generalized extreme value distribution (GEV), log-normal distribution (L-N), the Pearson type III distribution (P-III), and the logarithmic Pierre Johnson III distribution, that could be used as the probability distribution of hydrologic extremes.In China, Liang [15] showed that the P-III distribution is suitable for description of the statistical law of hydrologic extremes, such as annual maximum rainfall, annual maximum flood peak discharge, and annual maximum flood volume of different duration, based on the application experiences. Therefore, the Pearson type III (P-III) curve has been used for the hydrologic frequency analysis in China.The P-III curve is known as theγ distribution mathematically (Gamma distribution with three parameters). Its probability density function is expressed as follows:(1)fx=βαΓαx-a0α-1e-βx-a0,x>a0,α>0,β>0,where a0, β, and α denote the position, scale, and shape parameters of the distribution, respectively. The relation of these parameters and three moments (Ex, Cv, and Cs) can be expressed as follows:(2)a0=Ex1-2CvCs,α=4Cs2,β=2ExCvCs,where Ex denotes the mean of hydrologic extreme time series; Cv is the variance of hydrologic extreme time series; and Cs is the variable coefficient of hydrologic extreme time series.Hydrologic frequency analysis and calculation are to ascertain the random variablex corresponding to the specified frequency p, which can be obtained by the distribution function defined by transcendental probability:(3)p=Fxp=Px≥xp=∫xp∞fxdx.To simplify the integration solution of (3), the variables of the Pearson type III distribution can be obtained by standard transformation of variable x:(4)Φ=x-ExExCv,where Φ is known as coefficient of mean deviation. Then the integral operation of x is(5)p=PΦ≥Φp=∫Φp∞gΦ,αdΦ=αα/2Γα∫Φp∞Φ+αα-1e-αΦ+αdΦ,where the integrand g(Φ,α) contains only one unknown parameter α or Cs (α=4/Cs2). According to hydrologic customary, the relationship of Cs, p, and Φp is tabulated in advance, namely, Φ-value hydrographic table. The corresponding xp can be obtained through the inverse transform of (4) which is expressed as follows:(6)xp=Ex1+CvΦp.


### 2.2. Frequency Analysis of Flood Volume Extremes with Different Durations

Approach to deduce flood volume extremes with different durations can be divided into two types according to the data condition [16]: one is the so-called direct method when the length of observed discharge time series is relatively long. According to observed maximum discharge time series, the flood volume extremes of different duration with a certain probability can be deduced by hydrologic frequency analysis as shown in Section 2.1; the other one is the so-called indirect method when the length of observed discharge time series is relatively short or there is no observed discharge data. According to observed precipitation data, the precipitation extremes of different duration with a certain probability can be deduced by hydrologic frequency analysis firstly, on the basis that the flood volume extremes with different durations of corresponding probability can be deduced by rainfall-runoff model on the hypothesis that rainfall with given frequency could generate the flood with the same frequency.There are many hydrologic models for rainfall-runoff simulation; in the paper, the SWAT model which is famous as distributed hydrologic model and widely applied all over the world was adopted to deduce the flood volume.


### 2.3. Hydrologic Model: SWAT

To evaluate quantitatively the impact of climate change on the flood extreme, hydrologic model is needed to simulate the flood. There are many rainfall-runoff models such as Xin’anjiang model, TOPMODEL, and VIC model. In the paper, SWAT model was selected because of its powerful hydrological process simulation capabilities. Known as a famous distributed hydrologic model, SWAT model is a continuous-time, semidistributed, process-based river basin or watershed scale model. SWAT model was developed to predict the impact of land management practices on water, sediment, and chemical yields in agricultural watersheds with varying soils, land use, and management conditions over long period of time [17, 18]. Comparing with other hydrologic models, SWAT has two outstanding features. One is the use of Hydrologic Response Unit (HRU), which is divided according to land use, soil distribution, and slope type, as the calculation unit [19]. SWAT divides a watershed into subbasins. Each subbasin is connected through a stream channel and further each subbasin is divided into HRUs. SWAT simulates hydrology and sediment at the HRU level. Water and sediment from each HRU are summarized in each subbasin and then routed through the stream network to the watershed outlet [18, 20]. The other one is the simulation of surface runoff by using the modified SCS curve number which is deduced based on land use and soil type of watershed [21].


### 2.4. Bias Correction of Climate Model

Systematic errors of climate models may lead to unrealistic hydrological simulations of river flow [22, 23]; thus, bias correction methods must be implemented to correct the climate product before application and analysis. For adjusting climate model product, the linear scaling, local intensity scaling, power transformation, variance scaling, distribution transfer, and the delta-change approaches are the commonly used bias correction methods [24]. Bias correction methods are based on the assumption that the same correction algorithm applies to both current and future climate conditions. In the study, linear scaling method was employed to correct the daily precipitation and monthly precipitation of climate model.Based on the precipitation simulated by climate model and the corresponding measured precipitation, correction coefficients of each month were calculated. The precipitation predicted by climate model was modified on the basis of correction coefficients scaling monthly precipitation data predicted by the model. The correction coefficient can be calculated by(7)λi=Pio¯Pi¯,where λi is the correction coefficient of the ith month, Pio¯ is the measured monthly mean precipitation of the ith month of reference period, and Pi¯ is the monthly mean precipitation simulated by the climate model of the ith month of reference period.


## 2.1. Frequency Analysis of Precipitation Extremes

To reveal the statistical law of the hydrologic extremes, hydrologic time series analysis and modeling are an effective approach. Obviously, hydrologic frequency analysis is one of most popular approaches which are based on time series to analyze the law of hydrologic extremes [13, 14]. The key of hydrologic frequency analysis is to determine the probability distribution of extreme. As we known, there are many functions, including extreme value distribution (Gumbel distribution), generalized extreme value distribution (GEV), log-normal distribution (L-N), the Pearson type III distribution (P-III), and the logarithmic Pierre Johnson III distribution, that could be used as the probability distribution of hydrologic extremes.In China, Liang [15] showed that the P-III distribution is suitable for description of the statistical law of hydrologic extremes, such as annual maximum rainfall, annual maximum flood peak discharge, and annual maximum flood volume of different duration, based on the application experiences. Therefore, the Pearson type III (P-III) curve has been used for the hydrologic frequency analysis in China.The P-III curve is known as theγ distribution mathematically (Gamma distribution with three parameters). Its probability density function is expressed as follows:(1)fx=βαΓαx-a0α-1e-βx-a0,x>a0,α>0,β>0,where a0, β, and α denote the position, scale, and shape parameters of the distribution, respectively. The relation of these parameters and three moments (Ex, Cv, and Cs) can be expressed as follows:(2)a0=Ex1-2CvCs,α=4Cs2,β=2ExCvCs,where Ex denotes the mean of hydrologic extreme time series; Cv is the variance of hydrologic extreme time series; and Cs is the variable coefficient of hydrologic extreme time series.Hydrologic frequency analysis and calculation are to ascertain the random variablex corresponding to the specified frequency p, which can be obtained by the distribution function defined by transcendental probability:(3)p=Fxp=Px≥xp=∫xp∞fxdx.To simplify the integration solution of (3), the variables of the Pearson type III distribution can be obtained by standard transformation of variable x:(4)Φ=x-ExExCv,where Φ is known as coefficient of mean deviation. Then the integral operation of x is(5)p=PΦ≥Φp=∫Φp∞gΦ,αdΦ=αα/2Γα∫Φp∞Φ+αα-1e-αΦ+αdΦ,where the integrand g(Φ,α) contains only one unknown parameter α or Cs (α=4/Cs2). According to hydrologic customary, the relationship of Cs, p, and Φp is tabulated in advance, namely, Φ-value hydrographic table. The corresponding xp can be obtained through the inverse transform of (4) which is expressed as follows:(6)xp=Ex1+CvΦp.


## 2.2. Frequency Analysis of Flood Volume Extremes with Different Durations

Approach to deduce flood volume extremes with different durations can be divided into two types according to the data condition [16]: one is the so-called direct method when the length of observed discharge time series is relatively long. According to observed maximum discharge time series, the flood volume extremes of different duration with a certain probability can be deduced by hydrologic frequency analysis as shown in Section 2.1; the other one is the so-called indirect method when the length of observed discharge time series is relatively short or there is no observed discharge data. According to observed precipitation data, the precipitation extremes of different duration with a certain probability can be deduced by hydrologic frequency analysis firstly, on the basis that the flood volume extremes with different durations of corresponding probability can be deduced by rainfall-runoff model on the hypothesis that rainfall with given frequency could generate the flood with the same frequency.There are many hydrologic models for rainfall-runoff simulation; in the paper, the SWAT model which is famous as distributed hydrologic model and widely applied all over the world was adopted to deduce the flood volume.


## 2.3. Hydrologic Model: SWAT

To evaluate quantitatively the impact of climate change on the flood extreme, hydrologic model is needed to simulate the flood. There are many rainfall-runoff models such as Xin’anjiang model, TOPMODEL, and VIC model. In the paper, SWAT model was selected because of its powerful hydrological process simulation capabilities. Known as a famous distributed hydrologic model, SWAT model is a continuous-time, semidistributed, process-based river basin or watershed scale model. SWAT model was developed to predict the impact of land management practices on water, sediment, and chemical yields in agricultural watersheds with varying soils, land use, and management conditions over long period of time [17, 18]. Comparing with other hydrologic models, SWAT has two outstanding features. One is the use of Hydrologic Response Unit (HRU), which is divided according to land use, soil distribution, and slope type, as the calculation unit [19]. SWAT divides a watershed into subbasins. Each subbasin is connected through a stream channel and further each subbasin is divided into HRUs. SWAT simulates hydrology and sediment at the HRU level. Water and sediment from each HRU are summarized in each subbasin and then routed through the stream network to the watershed outlet [18, 20]. The other one is the simulation of surface runoff by using the modified SCS curve number which is deduced based on land use and soil type of watershed [21].


## 2.4. Bias Correction of Climate Model

Systematic errors of climate models may lead to unrealistic hydrological simulations of river flow [22, 23]; thus, bias correction methods must be implemented to correct the climate product before application and analysis. For adjusting climate model product, the linear scaling, local intensity scaling, power transformation, variance scaling, distribution transfer, and the delta-change approaches are the commonly used bias correction methods [24]. Bias correction methods are based on the assumption that the same correction algorithm applies to both current and future climate conditions. In the study, linear scaling method was employed to correct the daily precipitation and monthly precipitation of climate model.Based on the precipitation simulated by climate model and the corresponding measured precipitation, correction coefficients of each month were calculated. The precipitation predicted by climate model was modified on the basis of correction coefficients scaling monthly precipitation data predicted by the model. The correction coefficient can be calculated by(7)λi=Pio¯Pi¯,where λi is the correction coefficient of the ith month, Pio¯ is the measured monthly mean precipitation of the ith month of reference period, and Pi¯ is the monthly mean precipitation simulated by the climate model of the ith month of reference period.


## 3. Study Area and Base Data

### 3.1. Study Area

Tangnaihai basin with a drainage area of 122,000 km2 is located in the upstream of Yellow River in the western China, accounting for 15% of that of the Yellow River basin. Annual average runoff amount at the Tangnaihai cross section is 205.2 × 108 m3, accounting for 40% of annual mean runoff amount of Yellow River basin. It is a semihumid region with good vegetation and less human activity. In the study, nine meteorological stations and seven hydrologic stations are involved. Figure 1 shows the location of the study area and gauging stations distribution.Figure 1
Location and hydrometeorological stations of the study area.


### 3.2. Base Data

Five types of data, including hydrometeorology data, DEM, land use, soil distribution, and climate model data, are involved in the study. The details of data are as follows.


#### 3.2.1. Hydrometeorology Data

Hydrometeorology data used in the study is the information of the elements influencing hydrologic cycle, such as rainfall, evaporation, runoff, and temperature. The basic data mainly comes from two sources: one is the 9 meteorological stations mentioned above which can provide precipitation, temperature, wind speed, solar radiation, relative humidity, and some other meteorological data; the other one is 7 hydrologic stations shown in Figure2 which can provide precipitation, discharge, and evaporation. The length of the data series ranging from 1960 to 2012 is 53 years.Figure 2
Results of precipitation correction (1960–2006) of the Tangnaihai basin.


#### 3.2.2. DEM

DEM is the basis for generating digital watershed system of Tangnaihai basin; in the paper, SRTM (Shuttle Radar Topography Mission) DEM with 90 m × 90 m resolution ratio, which is produced by NASA and NIMA, was utilized.


#### 3.2.3. Land Use and Soil Distribution

Land use and soil distribution which are used to divide the whole basin into different HRUs are the basis of runoff yield calculation of SWAT model and play an important role in hydrologic model structure. In the paper, the dataset of WESTDC_Land_Cover_V.1.0 investigated by Chinese Academy of Sciences with the scale of 1 : 100,000 and the soil distribution data provided by Institute of Soil Science from the second national land survey were chosen to build SWAT model.


#### 3.2.4. Climate Model Product

There are many dynamical climate model products under different climate scenarios and hypothesis released by IPCC AR5. It is unnecessary and unrealistic to analyze every climate model product in this study; one certain climate model product should be focused on instead. In this paper, several climate model products which suit the region where China locates were selected firstly. On the basis, the accuracy of predicted precipitation of the climate model products was analyzed, and the climate model product called BCC-CSM-1.1 is of good prediction effect and chosen as the basic data for conducting the evolution law of hydrologic extreme value of the upstream region of Yellow River basin. BCC-CSM-1.1 is provided by Beijing Climate Center of China Meteorological Administration with a space resolution 1.125° × 1.125°.


### 3.3. Durations of Hydrologic Selection

The longer durations (15 d, 30 d, and 60 d), instead of shorter durations (1 d, 3 d, 5 d, or 7 d), of hydrologic extreme were focused on in the paper. There are two reasons. First, flood volume of longer duration plays a control role in flood control the consequences for larger basin. The Tangnaihai basin is a large basin with drainage area of 122,000 km2 and its basin flow concentration time is >15 d. From this view, research on flood extreme of longer durations might be more meaningful for Tangnaihai basin; second, there are many reservoirs built or planned to be built, and flood volume of shorter durations will be influenced greatly by reservoir regulation, while that of longer durations will be maintain natural. Therefore, the time series of flood volume of shorter durations (1 d, 3 d, 5 d, or 7 d) are inconsistent and not suitable for frequency analysis of which theory is built on consistency of time series. In conclusion, evaluation the impact of climate change on hydrologic extreme of longer durations (15 d, 30 d, and 60 d) would be more meaningful and applicative.


## 3.1. Study Area

Tangnaihai basin with a drainage area of 122,000 km2 is located in the upstream of Yellow River in the western China, accounting for 15% of that of the Yellow River basin. Annual average runoff amount at the Tangnaihai cross section is 205.2 × 108 m3, accounting for 40% of annual mean runoff amount of Yellow River basin. It is a semihumid region with good vegetation and less human activity. In the study, nine meteorological stations and seven hydrologic stations are involved. Figure 1 shows the location of the study area and gauging stations distribution.Figure 1
Location and hydrometeorological stations of the study area.


## 3.2. Base Data

Five types of data, including hydrometeorology data, DEM, land use, soil distribution, and climate model data, are involved in the study. The details of data are as follows.


### 3.2.1. Hydrometeorology Data

Hydrometeorology data used in the study is the information of the elements influencing hydrologic cycle, such as rainfall, evaporation, runoff, and temperature. The basic data mainly comes from two sources: one is the 9 meteorological stations mentioned above which can provide precipitation, temperature, wind speed, solar radiation, relative humidity, and some other meteorological data; the other one is 7 hydrologic stations shown in Figure2 which can provide precipitation, discharge, and evaporation. The length of the data series ranging from 1960 to 2012 is 53 years.Figure 2
Results of precipitation correction (1960–2006) of the Tangnaihai basin.


### 3.2.2. DEM

DEM is the basis for generating digital watershed system of Tangnaihai basin; in the paper, SRTM (Shuttle Radar Topography Mission) DEM with 90 m × 90 m resolution ratio, which is produced by NASA and NIMA, was utilized.


### 3.2.3. Land Use and Soil Distribution

Land use and soil distribution which are used to divide the whole basin into different HRUs are the basis of runoff yield calculation of SWAT model and play an important role in hydrologic model structure. In the paper, the dataset of WESTDC_Land_Cover_V.1.0 investigated by Chinese Academy of Sciences with the scale of 1 : 100,000 and the soil distribution data provided by Institute of Soil Science from the second national land survey were chosen to build SWAT model.


### 3.2.4. Climate Model Product

There are many dynamical climate model products under different climate scenarios and hypothesis released by IPCC AR5. It is unnecessary and unrealistic to analyze every climate model product in this study; one certain climate model product should be focused on instead. In this paper, several climate model products which suit the region where China locates were selected firstly. On the basis, the accuracy of predicted precipitation of the climate model products was analyzed, and the climate model product called BCC-CSM-1.1 is of good prediction effect and chosen as the basic data for conducting the evolution law of hydrologic extreme value of the upstream region of Yellow River basin. BCC-CSM-1.1 is provided by Beijing Climate Center of China Meteorological Administration with a space resolution 1.125° × 1.125°.


## 3.2.1. Hydrometeorology Data

Hydrometeorology data used in the study is the information of the elements influencing hydrologic cycle, such as rainfall, evaporation, runoff, and temperature. The basic data mainly comes from two sources: one is the 9 meteorological stations mentioned above which can provide precipitation, temperature, wind speed, solar radiation, relative humidity, and some other meteorological data; the other one is 7 hydrologic stations shown in Figure2 which can provide precipitation, discharge, and evaporation. The length of the data series ranging from 1960 to 2012 is 53 years.Figure 2
Results of precipitation correction (1960–2006) of the Tangnaihai basin.


## 3.2.2. DEM

DEM is the basis for generating digital watershed system of Tangnaihai basin; in the paper, SRTM (Shuttle Radar Topography Mission) DEM with 90 m × 90 m resolution ratio, which is produced by NASA and NIMA, was utilized.


## 3.2.3. Land Use and Soil Distribution

Land use and soil distribution which are used to divide the whole basin into different HRUs are the basis of runoff yield calculation of SWAT model and play an important role in hydrologic model structure. In the paper, the dataset of WESTDC_Land_Cover_V.1.0 investigated by Chinese Academy of Sciences with the scale of 1 : 100,000 and the soil distribution data provided by Institute of Soil Science from the second national land survey were chosen to build SWAT model.


## 3.2.4. Climate Model Product

There are many dynamical climate model products under different climate scenarios and hypothesis released by IPCC AR5. It is unnecessary and unrealistic to analyze every climate model product in this study; one certain climate model product should be focused on instead. In this paper, several climate model products which suit the region where China locates were selected firstly. On the basis, the accuracy of predicted precipitation of the climate model products was analyzed, and the climate model product called BCC-CSM-1.1 is of good prediction effect and chosen as the basic data for conducting the evolution law of hydrologic extreme value of the upstream region of Yellow River basin. BCC-CSM-1.1 is provided by Beijing Climate Center of China Meteorological Administration with a space resolution 1.125° × 1.125°.


## 3.3. Durations of Hydrologic Selection

The longer durations (15 d, 30 d, and 60 d), instead of shorter durations (1 d, 3 d, 5 d, or 7 d), of hydrologic extreme were focused on in the paper. There are two reasons. First, flood volume of longer duration plays a control role in flood control the consequences for larger basin. The Tangnaihai basin is a large basin with drainage area of 122,000 km2 and its basin flow concentration time is >15 d. From this view, research on flood extreme of longer durations might be more meaningful for Tangnaihai basin; second, there are many reservoirs built or planned to be built, and flood volume of shorter durations will be influenced greatly by reservoir regulation, while that of longer durations will be maintain natural. Therefore, the time series of flood volume of shorter durations (1 d, 3 d, 5 d, or 7 d) are inconsistent and not suitable for frequency analysis of which theory is built on consistency of time series. In conclusion, evaluation the impact of climate change on hydrologic extreme of longer durations (15 d, 30 d, and 60 d) would be more meaningful and applicative.


## 4. Results and Discussion

To reveal the revolution law of hydrologic extremes of the Tangnaihai basin, the observed hydrologic time series from 1960 to 2010 and the predicted precipitation time series from 2011 to 2060 were used. In this paper, the years from 1960 to 2010 are defined as the measured phase while the years from 2011 to 2060 are denoted as the next 50 years.


### 4.1. Bias Correction of BCC-CSM-1.1

To correct systematic errors of simulated precipitation of BCC-CSM-1.1 of the Tangnaihai basin, the correction model was built with linear regression relationship between observed and simulated precipitation in synchronized period. In the paper, the precipitation time series range from 1960 to 2006. Figure2 shows the correction results.According to the correction results, it is found that there was large correction error in the months of low-water seasons as the position of black circle shows in Figure2, while the rest of correction results were of high accuracy. Since the paper focused on studying the precipitation extreme, the error of low-water months will have little effect. Therefore, the correction model built can be used to correct the simulation precipitation of BCC-CSM-1.1 of the Tangnaihai basin.


### 4.2. Impact of Climate Change on Rainfall Extremes

#### 4.2.1. Rainfall Extremes of Different Duration Analysis Based on Observed Data

The statistical law of rainfall extremes in the measured phase should be revealed first for uncovering the influences of climate on rainfall extremes. In the paper, the series of maximum value of annual rainfall extremes in different durations, such as 15 days, 30 days, and 60 days, was calculated by observed data and utilized to invest the statistical law of rainfall extremes. As mentioned above, the P-III distribution is suited for frequency analysis of hydrologic extremes in China. Therefore, the design rainfall of different durations (15 d, 30 d, and 60 d) of any probability can be deduced. Figure3 shows the frequency curve of rainfall of different durations fitting by observed data. The parameters estimation results of P-III distribution are listed in Table 1 while the design values for given probabilities are listed in Table 2.Table 1
Results of parameters estimation of P-III distribution for the measured phase.
Duration (d)
Mean (mm)
C
v
C
s/Cv
15
80
0.20
3.5
30
130
0.19
3.5
60
215
0.17
3.5Table 2
Design rainfall in different durations of different return periods for the measured phase (mm).
Duration (d)
Return period (a)
100
50
20
10
15
126
119
110
102
30
200
190
175
163
60
316
302
281
264Figure 3
Frequency curve-fitting of rainfall extreme in different durations for the measured phase of Tangnaihai basin.


#### 4.2.2. Analysis of Rainfall Extremes of Different Durations with BCC-CSM-1.1

Time series of rainfall extremes in different durations (15 d, 30 d, and 60 d) in the next 50 years from 2011 to 2060 can be extracted according to the correction results of BCC-CSM-1.1. Similar to frequency analysis in the measured phase, the parameters estimation of P-III distribution and design value of different durations for next 50 years can be obtained. The corresponding frequency curves are shown in Figure4, and the parameters estimation results are listed in Table 3 while the design values of several given probabilities are listed in Table 4.Table 3
Results of parameters estimation of P-III distribution for the next 50 years.
Duration (d)
Mean (mm)
C
v
C
s/Cv
15
84
0.18
3.5
30
137
0.17
3.5
60
231
0.15
3.5Table 4
Design rainfall in different durations of different return period for the next 50 years (mm).
Duration (d)
Return period (a)
100
50
20
10
15
128
122
113
105
30
201
192
179
168
60
332
318
297
280Figure 4
The frequency curves of 15-day, 30-day, and 60-day maximum rainfall of Tangnaihai basin for the next 50 years.


#### 4.2.3. Discussion about the Impact of Climate Change on Rainfall Extremes

(1) Evaluation of Impact of Climate Change on Design Value. To make a comparison between the rainfall extremes of Tangnaihai basin in the measured phase and that in the next 50 years, the two frequency curves were drawn in the same diagram (Figures 5–7).Figure 5
Frequency curves of maximum 15-day rainfall of Tangnaihai basin in the measured phase and the next 50 years (2011–2060).Figure 6
Frequency curves of maximum 30-day rainfall of Tangnaihai basin in the measured phase and the next 50 years (2011–2060).Figure 7
Frequency curves of maximum 60-day rainfall of Tangnaihai basin in the measured phase and the next 50 years (2011–2060).As shown in Figures5–7, the frequency curves of annual maximum rainfall in different durations (15 d, 30 d, and 60 d) for the next 50 years are completely higher than that of the measured phase. It indicates that the annual maximum rainfall in different duration would increase with a certain degree due to climate change.To quantitatively evaluate the impact of climate change on rainfall extreme, the design values of annual maximum in different duration for the measured phase and that for the next 50 year were calculated, and the corresponding results are listed in Table5. As Table 5 shows, the change rates of design of 15 d, 30 d, and 60 d annual maximum rainfall, for the given probabilities (1%, 2%, 5% and 10%), are 2%-3%, 1%–3%, and 5%-6%, respectively. It indicates that the climate change has impacts on the rainfall extremes in the all durations (15 d, 30 d, and 60 d) of the Tangnaihai basin, and the change rates vary from 1% to 6%, but the influence degree of the rainfall extremes in study duration is slight.Table 5
Quantitative evaluation results of impact of climate change on annual rainfall extremes for several given probabilities.
Duration (d)
Items
Exceeding probability
1%
2%
5%
10%
15
Design value of observed series (mm)
126
119
110
102
Design value of forecast series (mm)
128
122
113
105
Change rate (%)
2
2
3
3
30
Design value of observed series (mm)
200
190
175
163
Design value of forecast series (mm)
201
192
179
168
Change rate (%)
1
1
2
3
60
Design value of observed series (mm)
316
302
281
264
Design value of forecast series (mm)
332
318
297
280
Change rate (%)
5
5
6
6(2) Evaluation of Impact of Climate Change on Extreme Events of Given Probabilities. What is the extreme event? There is no universal definition. According to the fourth assessment report of the IPCC [25], the climatic event with occurrence probability < 10% is defined as the extreme event. Inspired by the IPCC, the hydrologic event with occurrence probability < 10% is defined as the extreme event in the paper. To quantitatively evaluate the impact of climate change on extreme events, the number of extreme events exceeding the given probabilities (5%, 10%, and 20%) can be obtained according to the results of hydrologic frequency analysis and observed or predicted rainfall of different duration (Table 6).Table 6
Number of extreme events exceeding given probabilities for the measured phase and the next 50 years.
Duration (d)
Time range
⁢Exceeding probability
5%
10%
20%
15
1960–2010
1
3
11
2011–2060
4
5
8
30
1960–2010
1
4
9
2011–2060
2
4
11
60
1960–2010
0
5
11
2011–2060
5
7
13The results of Table6 show the following:(1)
For 15-day rainfall, 4 extreme events exceed the given probability of 5% for the next 50 years, accounting for 80% of extreme events exceeding 5% in the whole period (measured phase and the next years, 1960–2060), while 8 extreme events exceed the given probability of 10% for the next 50 years, accounting for 63% of extreme events exceeding 20% in the whole period.(2)
For 30-day rainfall, 2 extreme events exceed the given probability of 5% for the next 50 years, accounting for 67% of extreme events exceeding 5% in the whole period, while 11 extreme events exceed the given probability of 10% for the next 50 years, accounting for 50% of extreme events exceeding 10% in the whole period.(3)
For 60-day rainfall, 5 extreme events exceed the given probability of 5% for the next 50 years, accounting for 100% of extreme events exceeding 5% in the whole period, while 13 extreme events exceed the given probability of 10% for the next 50 years, accounting for 58% of extreme events exceeding 10% in the whole period. Generally, the number of extreme events exceeding given probability in the next 50 years is more than that in the measured phase. In other words, the probability of extreme events would increase with different degree in the next 50 years.On this basis, probability density function of the number of extreme events can be obtained in pattern of the Poisson distribution. Figures8 and 9 show the diagrams of probability density function of the number of extreme events for the measured phase and the next 50 years. It indicates that the number of extreme events exceeding smaller probability will increase while that exceeding larger probability would decrease. In other words, the extreme events will be more frequent in the next 50 years.Figure 8
Probability density diagram of the precipitation exceeding probability of 5% for the measured phase and the next 50 years of the Tangnaihai basin.Figure 9
Probability density diagram of the rainfall extreme event exceeding probability of 20% for the measured phase and the next 50 years of Tangnaihai basin.


### 4.3. Impact of Climate Change on Flood Volume Extreme with Different Durations

#### 4.3.1. Model Calibration and Validation

(1) Model Construction. The Tangnaihai basin was divided into 27 subbasins according to the DEM data; on this basis, the basin was divided into 105 HRUs further according to the land use and soil distribution. The subbasins of the Tangnaihai are shown in Figure 10.Figure 10
Subbasins of Tangnaihai basin.(2) Model Calibration and Validation. In the paper, the observed streamflows for the period of 1995–2004 were used for calibration, and those from 2005 to 2007 were used for the validation of the SWAT model. According to the simulated results of these runoff process mentioned above, the Nash-Sutcliffe coefficient (NS) and deterministic coefficient (R2) which denote the accuracy of model can be obtained. The NS and R2 are 0.76 and 0.80, respectively, in the calibration period while they are 0.75 and 0.80, respectively, in the validation period. It indicates that the SWAT model built is of good accuracy and can be adopted to simulate the rainfall-runoff in the study area. Taking several runoff processes as an example, Figures 11 and 12 show the simulation results.Figure 11
Observed and simulated hydrographs of Tangnaihai cross section in calibration period.Figure 12
Observed and simulated hydrographs of Tangnaihai cross section in validation period.


#### 4.3.2. Design Rainfall in Different Durations Deduced for Next 50 Years

Long duration rainfall extremes of certain given probabilities (1%, 2%, 5%, and 10%) of the Tangnaihai basin for the next 50 years were deduced in Section4.2.2. However, the results are not enough to meet the requirements for deducing long duration flood volume extremes by SWAT, and the design rainfall process is also needed. Therefore, the design rainfall process should be deduced firstly.The basic idea and procedure to deduce design rainfall process in different given probabilities are as follows: (1) selecting one typical storm process with certain principles; (2) magnifying it according to the design rainfall value and keeping the maximum rainfall of given duration and probability of magnified typical storm process equal to the design rainfall of corresponding duration and probability. In the paper, the storm process that occurred from 28/5/1989 to 26/7/1989 was selected as the typical storm. According to the magnified method, design rainfall process of different return periods (100 a, 50 a, 20 a, and 10 a) can be obtained. Taking return period of 100 a as an example, Figure13 shows the process of rainfall.Figure 13
The process of 100-year design rainfall of Tangnaihai basin for the next 50 years.Similarly, design rainfall process of different return periods (100 a, 50 a, 20 a, and 10 a) for the measured phase can be obtained. Taking return period of 100 a as an example, Figure14 shows the process of rainfall.Figure 14
The process of 100-year design rainfall of Tangnaihai basin for the measured phase.


#### 4.3.3. Design Flood Volume in Different Durations Deduced for Next 50 Years

According to the design rainfall process of given probability, the flood hydrography of corresponding probability was deduced, respectively, by running the SWAT. On this basis, the long duration flood volume of different probabilities for the next 50 years can be obtained. The results are listed in Table7.Table 7
Long duration flood volume of different probabilities for the next 50 years of Tangnaihai basin.
Duration (d)
Return period (a)
100
50
20
10
15
126
119
110
102
30
200
190
175
163
60
316
302
281
264


#### 4.3.4. Discussion on Impact of Climate Change on Flood Volume Extreme

Taking the design rainfall process in different probability as input condition for SWAT, the design flood process in corresponding probability can be obtained by running the model. In the paper, design flood process of different return period including 100 a, 50 a, 20 a, and 10 a was simulated. Figures15–18 show the design hydrographs which are of four return periods (100 a, 50 a, 20 a, and 10 a) for the measured phase and the next 50 years, respectively.Figure 15
100-year flood hydrograph for the measured phase and the next 50 years of Tangnaihai basin.Figure 16
50-year flood hydrograph for the measured phase and the next 50 years of Tangnaihai basin.Figure 17
20-year flood hydrograph for the measured phase and the next 50 years of Tangnaihai basin.Figure 18
10-year flood hydrograph for the measured phase and the next 50 years of Tangnaihai basin.According to Figures15–18, it is obvious that the design flood hydrograph is higher for the next 50 years than that of the measured phase. It indicates that the flood volume extremes show an increasing trend in the Tangnaihai basin. To take a close investigation into the rising trend and make a quantitative estimation, change rates of flood volume in different durations of four kinds of probabilities (1%, 2%, 5%, and 10%) are calculated and listed in Table 8.Table 8
Change rates of design flood volume in different durations of given probabilities (%).
Duration (d)
Return period (a)
100
50
20
10
15
3
3
3
1
30
3
2
3
1
60
3
5
6
5According to Table8, the increasing rates of 15-day flood volume for different return period vary from 1% to 3%; the increasing rates of 30-day flood volume for different return period vary from 1% to 3%; and the increasing rates of 60-day flood volume for different return period vary from 3% to 6%. It indicates that the increasing rates of long duration flood volume of Tangnaihai basin is less than 10%. In other words, the flood volume extremes in long duration of Tangnaihai basin increase slightly in the next 50 years.


## 4.1. Bias Correction of BCC-CSM-1.1

To correct systematic errors of simulated precipitation of BCC-CSM-1.1 of the Tangnaihai basin, the correction model was built with linear regression relationship between observed and simulated precipitation in synchronized period. In the paper, the precipitation time series range from 1960 to 2006. Figure2 shows the correction results.According to the correction results, it is found that there was large correction error in the months of low-water seasons as the position of black circle shows in Figure2, while the rest of correction results were of high accuracy. Since the paper focused on studying the precipitation extreme, the error of low-water months will have little effect. Therefore, the correction model built can be used to correct the simulation precipitation of BCC-CSM-1.1 of the Tangnaihai basin.


## 4.2. Impact of Climate Change on Rainfall Extremes

### 4.2.1. Rainfall Extremes of Different Duration Analysis Based on Observed Data

The statistical law of rainfall extremes in the measured phase should be revealed first for uncovering the influences of climate on rainfall extremes. In the paper, the series of maximum value of annual rainfall extremes in different durations, such as 15 days, 30 days, and 60 days, was calculated by observed data and utilized to invest the statistical law of rainfall extremes. As mentioned above, the P-III distribution is suited for frequency analysis of hydrologic extremes in China. Therefore, the design rainfall of different durations (15 d, 30 d, and 60 d) of any probability can be deduced. Figure3 shows the frequency curve of rainfall of different durations fitting by observed data. The parameters estimation results of P-III distribution are listed in Table 1 while the design values for given probabilities are listed in Table 2.Table 1
Results of parameters estimation of P-III distribution for the measured phase.
Duration (d)
Mean (mm)
C
v
C
s/Cv
15
80
0.20
3.5
30
130
0.19
3.5
60
215
0.17
3.5Table 2
Design rainfall in different durations of different return periods for the measured phase (mm).
Duration (d)
Return period (a)
100
50
20
10
15
126
119
110
102
30
200
190
175
163
60
316
302
281
264Figure 3
Frequency curve-fitting of rainfall extreme in different durations for the measured phase of Tangnaihai basin.


### 4.2.2. Analysis of Rainfall Extremes of Different Durations with BCC-CSM-1.1

Time series of rainfall extremes in different durations (15 d, 30 d, and 60 d) in the next 50 years from 2011 to 2060 can be extracted according to the correction results of BCC-CSM-1.1. Similar to frequency analysis in the measured phase, the parameters estimation of P-III distribution and design value of different durations for next 50 years can be obtained. The corresponding frequency curves are shown in Figure4, and the parameters estimation results are listed in Table 3 while the design values of several given probabilities are listed in Table 4.Table 3
Results of parameters estimation of P-III distribution for the next 50 years.
Duration (d)
Mean (mm)
C
v
C
s/Cv
15
84
0.18
3.5
30
137
0.17
3.5
60
231
0.15
3.5Table 4
Design rainfall in different durations of different return period for the next 50 years (mm).
Duration (d)
Return period (a)
100
50
20
10
15
128
122
113
105
30
201
192
179
168
60
332
318
297
280Figure 4
The frequency curves of 15-day, 30-day, and 60-day maximum rainfall of Tangnaihai basin for the next 50 years.


### 4.2.3. Discussion about the Impact of Climate Change on Rainfall Extremes

(1) Evaluation of Impact of Climate Change on Design Value. To make a comparison between the rainfall extremes of Tangnaihai basin in the measured phase and that in the next 50 years, the two frequency curves were drawn in the same diagram (Figures 5–7).Figure 5
Frequency curves of maximum 15-day rainfall of Tangnaihai basin in the measured phase and the next 50 years (2011–2060).Figure 6
Frequency curves of maximum 30-day rainfall of Tangnaihai basin in the measured phase and the next 50 years (2011–2060).Figure 7
Frequency curves of maximum 60-day rainfall of Tangnaihai basin in the measured phase and the next 50 years (2011–2060).As shown in Figures5–7, the frequency curves of annual maximum rainfall in different durations (15 d, 30 d, and 60 d) for the next 50 years are completely higher than that of the measured phase. It indicates that the annual maximum rainfall in different duration would increase with a certain degree due to climate change.To quantitatively evaluate the impact of climate change on rainfall extreme, the design values of annual maximum in different duration for the measured phase and that for the next 50 year were calculated, and the corresponding results are listed in Table5. As Table 5 shows, the change rates of design of 15 d, 30 d, and 60 d annual maximum rainfall, for the given probabilities (1%, 2%, 5% and 10%), are 2%-3%, 1%–3%, and 5%-6%, respectively. It indicates that the climate change has impacts on the rainfall extremes in the all durations (15 d, 30 d, and 60 d) of the Tangnaihai basin, and the change rates vary from 1% to 6%, but the influence degree of the rainfall extremes in study duration is slight.Table 5
Quantitative evaluation results of impact of climate change on annual rainfall extremes for several given probabilities.
Duration (d)
Items
Exceeding probability
1%
2%
5%
10%
15
Design value of observed series (mm)
126
119
110
102
Design value of forecast series (mm)
128
122
113
105
Change rate (%)
2
2
3
3
30
Design value of observed series (mm)
200
190
175
163
Design value of forecast series (mm)
201
192
179
168
Change rate (%)
1
1
2
3
60
Design value of observed series (mm)
316
302
281
264
Design value of forecast series (mm)
332
318
297
280
Change rate (%)
5
5
6
6(2) Evaluation of Impact of Climate Change on Extreme Events of Given Probabilities. What is the extreme event? There is no universal definition. According to the fourth assessment report of the IPCC [25], the climatic event with occurrence probability < 10% is defined as the extreme event. Inspired by the IPCC, the hydrologic event with occurrence probability < 10% is defined as the extreme event in the paper. To quantitatively evaluate the impact of climate change on extreme events, the number of extreme events exceeding the given probabilities (5%, 10%, and 20%) can be obtained according to the results of hydrologic frequency analysis and observed or predicted rainfall of different duration (Table 6).Table 6
Number of extreme events exceeding given probabilities for the measured phase and the next 50 years.
Duration (d)
Time range
⁢Exceeding probability
5%
10%
20%
15
1960–2010
1
3
11
2011–2060
4
5
8
30
1960–2010
1
4
9
2011–2060
2
4
11
60
1960–2010
0
5
11
2011–2060
5
7
13The results of Table6 show the following:(1)
For 15-day rainfall, 4 extreme events exceed the given probability of 5% for the next 50 years, accounting for 80% of extreme events exceeding 5% in the whole period (measured phase and the next years, 1960–2060), while 8 extreme events exceed the given probability of 10% for the next 50 years, accounting for 63% of extreme events exceeding 20% in the whole period.(2)
For 30-day rainfall, 2 extreme events exceed the given probability of 5% for the next 50 years, accounting for 67% of extreme events exceeding 5% in the whole period, while 11 extreme events exceed the given probability of 10% for the next 50 years, accounting for 50% of extreme events exceeding 10% in the whole period.(3)
For 60-day rainfall, 5 extreme events exceed the given probability of 5% for the next 50 years, accounting for 100% of extreme events exceeding 5% in the whole period, while 13 extreme events exceed the given probability of 10% for the next 50 years, accounting for 58% of extreme events exceeding 10% in the whole period. Generally, the number of extreme events exceeding given probability in the next 50 years is more than that in the measured phase. In other words, the probability of extreme events would increase with different degree in the next 50 years.On this basis, probability density function of the number of extreme events can be obtained in pattern of the Poisson distribution. Figures8 and 9 show the diagrams of probability density function of the number of extreme events for the measured phase and the next 50 years. It indicates that the number of extreme events exceeding smaller probability will increase while that exceeding larger probability would decrease. In other words, the extreme events will be more frequent in the next 50 years.Figure 8
Probability density diagram of the precipitation exceeding probability of 5% for the measured phase and the next 50 years of the Tangnaihai basin.Figure 9
Probability density diagram of the rainfall extreme event exceeding probability of 20% for the measured phase and the next 50 years of Tangnaihai basin.


## 4.2.1. Rainfall Extremes of Different Duration Analysis Based on Observed Data

The statistical law of rainfall extremes in the measured phase should be revealed first for uncovering the influences of climate on rainfall extremes. In the paper, the series of maximum value of annual rainfall extremes in different durations, such as 15 days, 30 days, and 60 days, was calculated by observed data and utilized to invest the statistical law of rainfall extremes. As mentioned above, the P-III distribution is suited for frequency analysis of hydrologic extremes in China. Therefore, the design rainfall of different durations (15 d, 30 d, and 60 d) of any probability can be deduced. Figure3 shows the frequency curve of rainfall of different durations fitting by observed data. The parameters estimation results of P-III distribution are listed in Table 1 while the design values for given probabilities are listed in Table 2.Table 1
Results of parameters estimation of P-III distribution for the measured phase.
Duration (d)
Mean (mm)
C
v
C
s/Cv
15
80
0.20
3.5
30
130
0.19
3.5
60
215
0.17
3.5Table 2
Design rainfall in different durations of different return periods for the measured phase (mm).
Duration (d)
Return period (a)
100
50
20
10
15
126
119
110
102
30
200
190
175
163
60
316
302
281
264Figure 3
Frequency curve-fitting of rainfall extreme in different durations for the measured phase of Tangnaihai basin.


## 4.2.2. Analysis of Rainfall Extremes of Different Durations with BCC-CSM-1.1

Time series of rainfall extremes in different durations (15 d, 30 d, and 60 d) in the next 50 years from 2011 to 2060 can be extracted according to the correction results of BCC-CSM-1.1. Similar to frequency analysis in the measured phase, the parameters estimation of P-III distribution and design value of different durations for next 50 years can be obtained. The corresponding frequency curves are shown in Figure4, and the parameters estimation results are listed in Table 3 while the design values of several given probabilities are listed in Table 4.Table 3
Results of parameters estimation of P-III distribution for the next 50 years.
Duration (d)
Mean (mm)
C
v
C
s/Cv
15
84
0.18
3.5
30
137
0.17
3.5
60
231
0.15
3.5Table 4
Design rainfall in different durations of different return period for the next 50 years (mm).
Duration (d)
Return period (a)
100
50
20
10
15
128
122
113
105
30
201
192
179
168
60
332
318
297
280Figure 4
The frequency curves of 15-day, 30-day, and 60-day maximum rainfall of Tangnaihai basin for the next 50 years.


## 4.2.3. Discussion about the Impact of Climate Change on Rainfall Extremes

(1) Evaluation of Impact of Climate Change on Design Value. To make a comparison between the rainfall extremes of Tangnaihai basin in the measured phase and that in the next 50 years, the two frequency curves were drawn in the same diagram (Figures 5–7).Figure 5
Frequency curves of maximum 15-day rainfall of Tangnaihai basin in the measured phase and the next 50 years (2011–2060).Figure 6
Frequency curves of maximum 30-day rainfall of Tangnaihai basin in the measured phase and the next 50 years (2011–2060).Figure 7
Frequency curves of maximum 60-day rainfall of Tangnaihai basin in the measured phase and the next 50 years (2011–2060).As shown in Figures5–7, the frequency curves of annual maximum rainfall in different durations (15 d, 30 d, and 60 d) for the next 50 years are completely higher than that of the measured phase. It indicates that the annual maximum rainfall in different duration would increase with a certain degree due to climate change.To quantitatively evaluate the impact of climate change on rainfall extreme, the design values of annual maximum in different duration for the measured phase and that for the next 50 year were calculated, and the corresponding results are listed in Table5. As Table 5 shows, the change rates of design of 15 d, 30 d, and 60 d annual maximum rainfall, for the given probabilities (1%, 2%, 5% and 10%), are 2%-3%, 1%–3%, and 5%-6%, respectively. It indicates that the climate change has impacts on the rainfall extremes in the all durations (15 d, 30 d, and 60 d) of the Tangnaihai basin, and the change rates vary from 1% to 6%, but the influence degree of the rainfall extremes in study duration is slight.Table 5
Quantitative evaluation results of impact of climate change on annual rainfall extremes for several given probabilities.
Duration (d)
Items
Exceeding probability
1%
2%
5%
10%
15
Design value of observed series (mm)
126
119
110
102
Design value of forecast series (mm)
128
122
113
105
Change rate (%)
2
2
3
3
30
Design value of observed series (mm)
200
190
175
163
Design value of forecast series (mm)
201
192
179
168
Change rate (%)
1
1
2
3
60
Design value of observed series (mm)
316
302
281
264
Design value of forecast series (mm)
332
318
297
280
Change rate (%)
5
5
6
6(2) Evaluation of Impact of Climate Change on Extreme Events of Given Probabilities. What is the extreme event? There is no universal definition. According to the fourth assessment report of the IPCC [25], the climatic event with occurrence probability < 10% is defined as the extreme event. Inspired by the IPCC, the hydrologic event with occurrence probability < 10% is defined as the extreme event in the paper. To quantitatively evaluate the impact of climate change on extreme events, the number of extreme events exceeding the given probabilities (5%, 10%, and 20%) can be obtained according to the results of hydrologic frequency analysis and observed or predicted rainfall of different duration (Table 6).Table 6
Number of extreme events exceeding given probabilities for the measured phase and the next 50 years.
Duration (d)
Time range
⁢Exceeding probability
5%
10%
20%
15
1960–2010
1
3
11
2011–2060
4
5
8
30
1960–2010
1
4
9
2011–2060
2
4
11
60
1960–2010
0
5
11
2011–2060
5
7
13The results of Table6 show the following:(1)
For 15-day rainfall, 4 extreme events exceed the given probability of 5% for the next 50 years, accounting for 80% of extreme events exceeding 5% in the whole period (measured phase and the next years, 1960–2060), while 8 extreme events exceed the given probability of 10% for the next 50 years, accounting for 63% of extreme events exceeding 20% in the whole period.(2)
For 30-day rainfall, 2 extreme events exceed the given probability of 5% for the next 50 years, accounting for 67% of extreme events exceeding 5% in the whole period, while 11 extreme events exceed the given probability of 10% for the next 50 years, accounting for 50% of extreme events exceeding 10% in the whole period.(3)
For 60-day rainfall, 5 extreme events exceed the given probability of 5% for the next 50 years, accounting for 100% of extreme events exceeding 5% in the whole period, while 13 extreme events exceed the given probability of 10% for the next 50 years, accounting for 58% of extreme events exceeding 10% in the whole period. Generally, the number of extreme events exceeding given probability in the next 50 years is more than that in the measured phase. In other words, the probability of extreme events would increase with different degree in the next 50 years.On this basis, probability density function of the number of extreme events can be obtained in pattern of the Poisson distribution. Figures8 and 9 show the diagrams of probability density function of the number of extreme events for the measured phase and the next 50 years. It indicates that the number of extreme events exceeding smaller probability will increase while that exceeding larger probability would decrease. In other words, the extreme events will be more frequent in the next 50 years.Figure 8
Probability density diagram of the precipitation exceeding probability of 5% for the measured phase and the next 50 years of the Tangnaihai basin.Figure 9
Probability density diagram of the rainfall extreme event exceeding probability of 20% for the measured phase and the next 50 years of Tangnaihai basin.


## 4.3. Impact of Climate Change on Flood Volume Extreme with Different Durations

### 4.3.1. Model Calibration and Validation

(1) Model Construction. The Tangnaihai basin was divided into 27 subbasins according to the DEM data; on this basis, the basin was divided into 105 HRUs further according to the land use and soil distribution. The subbasins of the Tangnaihai are shown in Figure 10.Figure 10
Subbasins of Tangnaihai basin.(2) Model Calibration and Validation. In the paper, the observed streamflows for the period of 1995–2004 were used for calibration, and those from 2005 to 2007 were used for the validation of the SWAT model. According to the simulated results of these runoff process mentioned above, the Nash-Sutcliffe coefficient (NS) and deterministic coefficient (R2) which denote the accuracy of model can be obtained. The NS and R2 are 0.76 and 0.80, respectively, in the calibration period while they are 0.75 and 0.80, respectively, in the validation period. It indicates that the SWAT model built is of good accuracy and can be adopted to simulate the rainfall-runoff in the study area. Taking several runoff processes as an example, Figures 11 and 12 show the simulation results.Figure 11
Observed and simulated hydrographs of Tangnaihai cross section in calibration period.Figure 12
Observed and simulated hydrographs of Tangnaihai cross section in validation period.


### 4.3.2. Design Rainfall in Different Durations Deduced for Next 50 Years

Long duration rainfall extremes of certain given probabilities (1%, 2%, 5%, and 10%) of the Tangnaihai basin for the next 50 years were deduced in Section4.2.2. However, the results are not enough to meet the requirements for deducing long duration flood volume extremes by SWAT, and the design rainfall process is also needed. Therefore, the design rainfall process should be deduced firstly.The basic idea and procedure to deduce design rainfall process in different given probabilities are as follows: (1) selecting one typical storm process with certain principles; (2) magnifying it according to the design rainfall value and keeping the maximum rainfall of given duration and probability of magnified typical storm process equal to the design rainfall of corresponding duration and probability. In the paper, the storm process that occurred from 28/5/1989 to 26/7/1989 was selected as the typical storm. According to the magnified method, design rainfall process of different return periods (100 a, 50 a, 20 a, and 10 a) can be obtained. Taking return period of 100 a as an example, Figure13 shows the process of rainfall.Figure 13
The process of 100-year design rainfall of Tangnaihai basin for the next 50 years.Similarly, design rainfall process of different return periods (100 a, 50 a, 20 a, and 10 a) for the measured phase can be obtained. Taking return period of 100 a as an example, Figure14 shows the process of rainfall.Figure 14
The process of 100-year design rainfall of Tangnaihai basin for the measured phase.


### 4.3.3. Design Flood Volume in Different Durations Deduced for Next 50 Years

According to the design rainfall process of given probability, the flood hydrography of corresponding probability was deduced, respectively, by running the SWAT. On this basis, the long duration flood volume of different probabilities for the next 50 years can be obtained. The results are listed in Table7.Table 7
Long duration flood volume of different probabilities for the next 50 years of Tangnaihai basin.
Duration (d)
Return period (a)
100
50
20
10
15
126
119
110
102
30
200
190
175
163
60
316
302
281
264


### 4.3.4. Discussion on Impact of Climate Change on Flood Volume Extreme

Taking the design rainfall process in different probability as input condition for SWAT, the design flood process in corresponding probability can be obtained by running the model. In the paper, design flood process of different return period including 100 a, 50 a, 20 a, and 10 a was simulated. Figures15–18 show the design hydrographs which are of four return periods (100 a, 50 a, 20 a, and 10 a) for the measured phase and the next 50 years, respectively.Figure 15
100-year flood hydrograph for the measured phase and the next 50 years of Tangnaihai basin.Figure 16
50-year flood hydrograph for the measured phase and the next 50 years of Tangnaihai basin.Figure 17
20-year flood hydrograph for the measured phase and the next 50 years of Tangnaihai basin.Figure 18
10-year flood hydrograph for the measured phase and the next 50 years of Tangnaihai basin.According to Figures15–18, it is obvious that the design flood hydrograph is higher for the next 50 years than that of the measured phase. It indicates that the flood volume extremes show an increasing trend in the Tangnaihai basin. To take a close investigation into the rising trend and make a quantitative estimation, change rates of flood volume in different durations of four kinds of probabilities (1%, 2%, 5%, and 10%) are calculated and listed in Table 8.Table 8
Change rates of design flood volume in different durations of given probabilities (%).
Duration (d)
Return period (a)
100
50
20
10
15
3
3
3
1
30
3
2
3
1
60
3
5
6
5According to Table8, the increasing rates of 15-day flood volume for different return period vary from 1% to 3%; the increasing rates of 30-day flood volume for different return period vary from 1% to 3%; and the increasing rates of 60-day flood volume for different return period vary from 3% to 6%. It indicates that the increasing rates of long duration flood volume of Tangnaihai basin is less than 10%. In other words, the flood volume extremes in long duration of Tangnaihai basin increase slightly in the next 50 years.


## 4.3.1. Model Calibration and Validation

(1) Model Construction. The Tangnaihai basin was divided into 27 subbasins according to the DEM data; on this basis, the basin was divided into 105 HRUs further according to the land use and soil distribution. The subbasins of the Tangnaihai are shown in Figure 10.Figure 10
Subbasins of Tangnaihai basin.(2) Model Calibration and Validation. In the paper, the observed streamflows for the period of 1995–2004 were used for calibration, and those from 2005 to 2007 were used for the validation of the SWAT model. According to the simulated results of these runoff process mentioned above, the Nash-Sutcliffe coefficient (NS) and deterministic coefficient (R2) which denote the accuracy of model can be obtained. The NS and R2 are 0.76 and 0.80, respectively, in the calibration period while they are 0.75 and 0.80, respectively, in the validation period. It indicates that the SWAT model built is of good accuracy and can be adopted to simulate the rainfall-runoff in the study area. Taking several runoff processes as an example, Figures 11 and 12 show the simulation results.Figure 11
Observed and simulated hydrographs of Tangnaihai cross section in calibration period.Figure 12
Observed and simulated hydrographs of Tangnaihai cross section in validation period.


## 4.3.2. Design Rainfall in Different Durations Deduced for Next 50 Years

Long duration rainfall extremes of certain given probabilities (1%, 2%, 5%, and 10%) of the Tangnaihai basin for the next 50 years were deduced in Section4.2.2. However, the results are not enough to meet the requirements for deducing long duration flood volume extremes by SWAT, and the design rainfall process is also needed. Therefore, the design rainfall process should be deduced firstly.The basic idea and procedure to deduce design rainfall process in different given probabilities are as follows: (1) selecting one typical storm process with certain principles; (2) magnifying it according to the design rainfall value and keeping the maximum rainfall of given duration and probability of magnified typical storm process equal to the design rainfall of corresponding duration and probability. In the paper, the storm process that occurred from 28/5/1989 to 26/7/1989 was selected as the typical storm. According to the magnified method, design rainfall process of different return periods (100 a, 50 a, 20 a, and 10 a) can be obtained. Taking return period of 100 a as an example, Figure13 shows the process of rainfall.Figure 13
The process of 100-year design rainfall of Tangnaihai basin for the next 50 years.Similarly, design rainfall process of different return periods (100 a, 50 a, 20 a, and 10 a) for the measured phase can be obtained. Taking return period of 100 a as an example, Figure14 shows the process of rainfall.Figure 14
The process of 100-year design rainfall of Tangnaihai basin for the measured phase.


## 4.3.3. Design Flood Volume in Different Durations Deduced for Next 50 Years

According to the design rainfall process of given probability, the flood hydrography of corresponding probability was deduced, respectively, by running the SWAT. On this basis, the long duration flood volume of different probabilities for the next 50 years can be obtained. The results are listed in Table7.Table 7
Long duration flood volume of different probabilities for the next 50 years of Tangnaihai basin.
Duration (d)
Return period (a)
100
50
20
10
15
126
119
110
102
30
200
190
175
163
60
316
302
281
264


## 4.3.4. Discussion on Impact of Climate Change on Flood Volume Extreme

Taking the design rainfall process in different probability as input condition for SWAT, the design flood process in corresponding probability can be obtained by running the model. In the paper, design flood process of different return period including 100 a, 50 a, 20 a, and 10 a was simulated. Figures15–18 show the design hydrographs which are of four return periods (100 a, 50 a, 20 a, and 10 a) for the measured phase and the next 50 years, respectively.Figure 15
100-year flood hydrograph for the measured phase and the next 50 years of Tangnaihai basin.Figure 16
50-year flood hydrograph for the measured phase and the next 50 years of Tangnaihai basin.Figure 17
20-year flood hydrograph for the measured phase and the next 50 years of Tangnaihai basin.Figure 18
10-year flood hydrograph for the measured phase and the next 50 years of Tangnaihai basin.According to Figures15–18, it is obvious that the design flood hydrograph is higher for the next 50 years than that of the measured phase. It indicates that the flood volume extremes show an increasing trend in the Tangnaihai basin. To take a close investigation into the rising trend and make a quantitative estimation, change rates of flood volume in different durations of four kinds of probabilities (1%, 2%, 5%, and 10%) are calculated and listed in Table 8.Table 8
Change rates of design flood volume in different durations of given probabilities (%).
Duration (d)
Return period (a)
100
50
20
10
15
3
3
3
1
30
3
2
3
1
60
3
5
6
5According to Table8, the increasing rates of 15-day flood volume for different return period vary from 1% to 3%; the increasing rates of 30-day flood volume for different return period vary from 1% to 3%; and the increasing rates of 60-day flood volume for different return period vary from 3% to 6%. It indicates that the increasing rates of long duration flood volume of Tangnaihai basin is less than 10%. In other words, the flood volume extremes in long duration of Tangnaihai basin increase slightly in the next 50 years.


## 5. Conclusions

To study the impact of climate change on hydrologic extremes in the Tangnaihai basin which locates in the upstream of Yellow River, the BCC-CSM-1.1 released by IPCC 5 was used to forecast rainfall in the next 50 years (2011–2060). On this basis, according to the observed hydrologic data series, the evolution law of long duration hydrologic extremes of Tangnaihai basin is revealed. Main conclusions can be achieved as follows.(1)
It indicates that the values of long duration (15 d, 30 d, and 60 d) rainfall extremes of Tangnaihai basin will rise by slightly increasing rate in the next 50 years. According to analysis results of rainfall extremes in different durations, 15-day design rainfall of given probabilities (1%, 2%, 5%, and 10%) will increase by 2%-3%; similarly, 30-day design rainfall will increase by 1%–3% and 60-day design rainfall will increase by 5%-6%, respectively. It is obvious that the increasing rates of rainfall extremes in given probabilities are less than 10%; in other words, the rainfall extremes of the Tangnaihai basin would increase with a slight degree.(2)
It indicates that the number of extreme events exceeding smaller probability will increase for the next 50 years. According to the analysis of number of extreme events exceeding given probability, it is obvious that the extreme events of long duration rainfall exceeding given probabilities (5%, 10%, and 20%) will get more frequent.(3)
It indicates that the values of long duration (15 d, 30 d, and 60 d) flood volume extremes of Tangnaihai basin will rise by slightly increasing rate in the next 50 years. On the hypothesis that rainfall of given frequency could generate the flood of the same frequency, SWAT model was used to deduce design flood with the import of design rainfall for the next 50 years, and the long flood volume extremes were achieved. According to the analysis of results of flood volume extremes in different duration, 15-day design flood volume of given probabilities (1%, 2%, 5%, and 10%) is increasing by 1%–3% based on BCC-CSM-1.1; similarly, 30-day design flood volume is increasing by 1%–3% and 60-day design flood volume is increasing by 3%–6%, respectively. It obvious that the increasing rate of flood volume extremes in given probability is less than 10%, in other words, the flood volume extremes of the Tangnaihai basin would increase with a slight degree.Generally, the long duration hydrologic extremes of the Tangnaihai basin in Yellow River basin would increase by a slight degree in the next 50 years. The conclusions were addressed on the basis of BCC-CSM-1.1. However, if several more suitable climate change model products were adopted, the conclusions on impact of climate change in study area will be more reliable. To improve the study, we will try more GCM outputs and continue in-depth studies on the same theme in the future.



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*Source: 1404290-2016-05-29.xml*