Analysis of Urban Flood Inundation Patterns According to Rainfall Intensity Using a Rainfall Simulator in the Sadang Area of South Korea

: An urban ﬂood in the Sadang area located in South Korea was reproduced using a rainfall simulator. The rainfall simulator was developed to be able to demonstrate the rainfall intensity in range of 80–200 mm / h, and the artiﬁcial rainfall was created using 42 full cone type nozzles in the urban model. The uniformity coe ﬃ cient of the rainfall distribution was 89.5%, which indicates the rainfall simulator achieved the high requirements for spatial uniformity. The ﬂood experiments in the 1 / 200 scale model of the Sadang area were conducted using the rainfall simulator, and the ﬂood patterns were investigated by changing the rainfall intensity. The rainwater mainly accumulated in the lowland of the crossroad where the entrances to the subway station are located. The ﬂow velocity and the inundation depth were sharply increased until the rainfall intensity became 160 mm / h. Furthermore, the unstable human activities based on the moment and the friction instabilities also occurred from 160 mm / h. These results suggest that the study area requires ﬂood damage mitigation facilities considering a rainfall intensity exceeding 160 mm / h.


Introduction
Rapid increase of urbanization and high-intensity rainfall due to climate change cause an increase in flood damages in urban areas. Seoul is the capital city of South Korea and damages from a big flood originated due to intense rainfall during 26-29 July 2011. In this flood event, the maximum rainfall intensity was recorded as 86 mm/h in the Seocho-dong and 113 mm/h in the Namhyeon-dong. To prevent severe damages in the future, it is necessary to study vulnerabilities from flood events in the Sadang areas. However, essential data to analyze flood patterns such as flow velocity and inundation depth was not measured in the urban areas. Numerical models were used to reproduce the flood events [1], but it is difficult to do a model validation due to the lack of measurements. Thus, experimental studies are required to reproduce the flood events and provide data for model validations.
Studies to reproduce artificial rainfall have been conducted using a rainfall simulator. Roberts and Klingeman [2] developed a rainfall simulator generated by using seven nozzles arranged in a row, and flood runoff experiments were conducted in a model of a river basin. The rainfall simulator was used for field studies to investigate soil crusting and erosion, and portable rainfall simulators were designed to move the device in the study area [3][4][5]. Thus, the devices were limited to generating a rainfall intensity of around 100 mm/h. After that, a rainfall simulator that can reproduce a 180 mm/h rainfall intensity was designed to conduct soil erosion studies [6]. This rainfall simulator also can be used to investigate the transport of non-point sources induced by the urban runoff [7]. For urban flood experiments, Isidoro et al. [8] adopted a rainfall simulator to investigate the wind-driven rainfall effects to the distribution of flood runoff in a scale model of high-rise buildings. From previous studies, a rainfall simulator is useful to demonstrate the rainfall-runoff process in scale models and field studies. Thus, in this study, a rainfall simulator was designed to demonstrate urban inundation, and a case study was conducted in the Sadang area.
In this study, the research objectives can be summarized as: (1) design of rainfall simulator and validation of uniformity of artificial rainfall distributions; (2) demonstration of flood events in the Sadang area and analysis of flood characteristics from runoff velocity and inundation depth; (3) analysis of vulnerabilities of human activities during flood events in the Sadang area. The rainfall simulator was designed to reproduce the rainfall intensity exceeding the maximum rainfall intensity of the Sadang area for considering extreme cases. The spatial variability of rainfall was examined from the uniformity tests of nozzles. After finishing the validations, flood experiments were conducted in the scaled urban model, and the flood patterns were analyzed according to the rainfall intensity. From the measurements of the runoff velocity and the inundation depth, the flood vulnerabilities were investigated from the moment and the friction instabilities.

Design of Rainfall Simulator
The rainfall simulator was designed to generate uniformly distributed precipitation over a 6 m × 6 m area using serially arranged nozzles as shown in Figure 1. The experimental device consisted of a water supply tank, pipe network to convey a constant flowrate, and nozzles. The artificial rainfall was sprayed from a nozzle arranged on a pipeline placed at 6 m height. For uniform distribution, 7 nozzles were placed on a line at 0.75 m intervals and six lines were arranged at 0.75 m distance after conducting a uniformity test. Not only the arrangements of nozzles but also the selection of the nozzle type affect to the uniform distribution. In this study, the full cone spray nozzle (Model No. 3/8F JUP 03 S303) manufactured by the Ikeuchi was used to design the equipment. Water supply to the nozzle was maintained at a constant pressure and flowrate while the experiments were conducted.
Appl. Sci. 2020, 10, x FOR PEER REVIEW 2 of 13 were designed to move the device in the study area [3][4][5]. Thus, the devices were limited to generating a rainfall intensity of around 100 mm/h. After that, a rainfall simulator that can reproduce a 180 mm/h rainfall intensity was designed to conduct soil erosion studies [6]. This rainfall simulator also can be used to investigate the transport of non-point sources induced by the urban runoff [7]. For urban flood experiments, Isidoro et al. [8] adopted a rainfall simulator to investigate the wind-driven rainfall effects to the distribution of flood runoff in a scale model of high-rise buildings. From previous studies, a rainfall simulator is useful to demonstrate the rainfall-runoff process in scale models and field studies. Thus, in this study, a rainfall simulator was designed to demonstrate urban inundation, and a case study was conducted in the Sadang area.
In this study, the research objectives can be summarized as: (1) design of rainfall simulator and validation of uniformity of artificial rainfall distributions; (2) demonstration of flood events in the Sadang area and analysis of flood characteristics from runoff velocity and inundation depth; (3) analysis of vulnerabilities of human activities during flood events in the Sadang area. The rainfall simulator was designed to reproduce the rainfall intensity exceeding the maximum rainfall intensity of the Sadang area for considering extreme cases. The spatial variability of rainfall was examined from the uniformity tests of nozzles. After finishing the validations, flood experiments were conducted in the scaled urban model, and the flood patterns were analyzed according to the rainfall intensity. From the measurements of the runoff velocity and the inundation depth, the flood vulnerabilities were investigated from the moment and the friction instabilities.

Design of Rainfall Simulator
The rainfall simulator was designed to generate uniformly distributed precipitation over a 6 m × 6 m area using serially arranged nozzles as shown in Figure 1. The experimental device consisted of a water supply tank, pipe network to convey a constant flowrate, and nozzles. The artificial rainfall was sprayed from a nozzle arranged on a pipeline placed at 6 m height. For uniform distribution, 7 nozzles were placed on a line at 0.75 m intervals and six lines were arranged at 0.75 m distance after conducting a uniformity test. Not only the arrangements of nozzles but also the selection of the nozzle type affect to the uniform distribution. In this study, the full cone spray nozzle (Model No. 3/8F JUP 03 S303) manufactured by the Ikeuchi was used to design the equipment. Water supply to the nozzle was maintained at a constant pressure and flowrate while the experiments were conducted.

Uniformity Tests of Rainfall Distribution
The uniformity of distributed rainfall from nozzles was tested by using rain gauges as shown in Figure 2. First, a rainfall distribution from a single nozzle (Figure 2a) was measured by arranging rain gauges as shown in Figure 2c, in which nineteen rain gauges were placed under a nozzle. The tests were conducted for 42 nozzles installed on the rainfall simulator, and the measurements were repeated four times for 10 min. The measurement data along Sec. A-A , B-B , and C-C were plotted in Figure 3a-c. When the rainfall intensity at the center point was 111.0 mm/h, the rainfall intensity at the gauge between the center point and the outer point was in the range of 25.3-27.1 mm/h, and the results show a range of 1.9-2.1 mm/h at the outer points. Thus, the tests for a single nozzle show an isotropic rainfall distribution, and the repeatability of same rainfall intensity was maintained about 90% for a single nozzle.
rainfall intensity for all nozzles shows the superposition of rainfall distribution for a single nozzle that shows nearly a Gaussian distribution. Thus, the falling limbs were smoothed by the arrangement of nozzles, but a perfect uniformity was not achieved in the entire area. From the rainfall distribution shown in Figure 3d, the spatial uniformity was quantified using the Christiansen's Uniformity Coefficient (CUC) defined as follows [8].
where n is the number of rain gauge, i R is depth measured in each rain gauge, and R is the average of i R . Utility of the CUC was recommended to test the uniformity of rainfall, and the value of CUC is required to be higher than 85% for high uniformity [9]. In this study, the calculation result of CUC was 89.2% which achieved the recommended requirements for experiments.  The rainfall distribution under the rainfall simulator was measured using 59 gauges as shown in Figure 2d. Figure 3d shows the spatial distribution of the rainfall intensity. The distribution of the rainfall intensity for all nozzles shows the superposition of rainfall distribution for a single nozzle that shows nearly a Gaussian distribution. Thus, the falling limbs were smoothed by the arrangement of nozzles, but a perfect uniformity was not achieved in the entire area. From the rainfall distribution shown in Figure 3d, the spatial uniformity was quantified using the Christiansen's Uniformity Coefficient (CUC) defined as follows [8].
where n is the number of rain gauge, R i is depth measured in each rain gauge, and R is the average of R i . Utility of the CUC was recommended to test the uniformity of rainfall, and the value of CUC is required to be higher than 85% for high uniformity [9]. In this study, the calculation result of CUC was 89.2% which achieved the recommended requirements for experiments.

Inundation Simulations in the Sadang Area
In this study, the Sadang station area in Seoul, South Korea, which was flooded due to intensive rainfall in 2011, was selected to reproduce urban flood events. Figure 4 shows the aerial photo of the Sadang station which is located at the foot of mountains and is a densely populated area. In this area, 14 entrances to the subway station as marked in Figure 4a are located around the crossroad, and the estimated inundation depth is about 0.8-1.0 m from the pictures taken during the flood event. The scale of the target area was determined as 1/200 for reproducing the inundation depth over 1 m in a 800 m × 800 m area. The urban model size shown in Figure 4b was a 4 m × 4 m area that was appropriate to place within the range of artificial rainfall. Bottom slopes of every road and mountain hills were totally reproduced following the design of the city. In the construction of the buildings and roads in the model, there are some limitations to demonstrate the real city environment. Roads less than 5 m wide between buildings were neglected in the urban model to eliminate errors induced by the surface tension, and buildings around the roads were grouped as a block. The blocks had the same height and flat roofs to simplify the model. Furthermore, the rainfall infiltration system in both buildings and roads was not considered, because the flood event occurred due to the exceeded capacity of the system. On account of the aforementioned limitations, however, inundation depth would be overestimated by accumulated runoff of the flow area and storages in a building.

Inundation Simulations in the Sadang Area
In this study, the Sadang station area in Seoul, South Korea, which was flooded due to intensive rainfall in 2011, was selected to reproduce urban flood events. Figure 4 shows the aerial photo of the Sadang station which is located at the foot of mountains and is a densely populated area. In this area, 14 entrances to the subway station as marked in Figure 4a are located around the crossroad, and the estimated inundation depth is about 0.8-1.0 m from the pictures taken during the flood event. The scale of the target area was determined as 1/200 for reproducing the inundation depth over 1 m in a 800 m × 800 m area. The urban model size shown in Figure 4b was a 4 m × 4 m area that was appropriate to place within the range of artificial rainfall. Bottom slopes of every road and mountain hills were totally reproduced following the design of the city. In the construction of the buildings and The pressurized water supply device manipulated the rainfall intensity on the model, and thus, the rainfall intensity was defined from the pressure values. As described in Table 1, the runoff from the model was measured under a constant pressure and the rainfall intensity was calculated for the prototype. When the pressure changed from 1.0 bar to 3.0 bar, which is the possible range of the water supply system, the rainfall intensity was in range of 80-200 mm/h. The range of rainfall intensity in the model is possible to reproduce the rainfall event in 2011 and extraordinary, extreme flood cases. Under the rainfall conditions, inundated patterns were observed by measuring the runoff velocity and the inundation depth.  The pressurized water supply device manipulated the rainfall intensity on the model, and thus, the rainfall intensity was defined from the pressure values. As described in Table 1, the runoff from the model was measured under a constant pressure and the rainfall intensity was calculated for the prototype. When the pressure changed from 1.0 bar to 3.0 bar, which is the possible range of the water supply system, the rainfall intensity was in range of 80-200 mm/h. The range of rainfall intensity in the model is possible to reproduce the rainfall event in 2011 and extraordinary, extreme flood cases. Under the rainfall conditions, inundated patterns were observed by measuring the runoff velocity and the inundation depth.

Measurements of Flood Characteristics
The flood patterns in the Sadang station were analyzed by measuring flow velocity. The rainfall intensity for the flood simulations followed the conditions of Table 1. Even under the maximum rainfall intensity, the maximum inundation depth in the urban model was less than 1.5 cm. Thus, a contact-type measurement equipment is not appropriate to measure velocity. Furthermore, a measuring system under artificial rainfall can be disturbed by rainfall distributions. For these reasons, the flow characteristics on roads were measured using LSPIV (Large-Scale Particle Image Velocimetry), which is one of the non-contact type measurement methods. A high-frequency camera was used for the LSPIV analysis, and the camera was installed on the roof of the rainfall simulator. 1920 × 1080 size images were captured in 60 frames per second, and each image contained the whole area of the urban model. From the aforementioned method, surface velocity of the model was

Measurements of Flood Characteristics
The flood patterns in the Sadang station were analyzed by measuring flow velocity. The rainfall intensity for the flood simulations followed the conditions of Table 1. Even under the maximum rainfall intensity, the maximum inundation depth in the urban model was less than 1.5 cm. Thus, a contact-type measurement equipment is not appropriate to measure velocity. Furthermore, a measuring system under artificial rainfall can be disturbed by rainfall distributions. For these reasons, the flow characteristics on roads were measured using LSPIV (Large-Scale Particle Image Velocimetry), which is one of the non-contact type measurement methods. A high-frequency camera was used for the LSPIV analysis, and the camera was installed on the roof of the rainfall simulator. 1920 × 1080 size images were captured in 60 frames per second, and each image contained the whole area of the urban model. From the aforementioned method, surface velocity of the model was analyzed using Dynamic Studio developed by Dantec Dyanamics. The software was used for several research projects to analyze flow velocity [10][11][12]. Figure 5a shows the velocity vector analyzed using the Dynamic Studio software. The inundation depth in the model was measured using a tape ruler attached to a 2 m long rod as shown in Figure 5b. Using the equipment, the inundation depth could be measured by minimizing disturbances in the rainfall distribution. The measurement points for the inundation depth were described in Figure 4b. research projects to analyze flow velocity [10][11][12]. Figure 5a shows the velocity vector analyzed using the Dynamic Studio software. The inundation depth in the model was measured using a tape ruler attached to a 2 m long rod as shown in Figure 5b. Using the equipment, the inundation depth could be measured by minimizing disturbances in the rainfall distribution. The measurement points for the inundation depth were described in Figure 4b. These results indicate that the measurements contain about 14%-33% errors even though the exact comparisons were not available due to the lack of field records. The discrepancies against to the observations through the pictures seems to be induced by the aforementioned limitations of the urban model.

Runoff Descriptions
The runoff patterns against rainfall intensities were analyzed from the runoff velocity and the inundation depth. Every measured data was converted to real scale values based on the Froude similitude defined as where Fr r is the Froude number ratio defined as 1; r v is the velocity ratio; r h is the length scale defined as 1/200 in this study. Figure 6 shows time-averaged contours of the flow velocity according to rainfall intensity. The slope of the target area gradually decreased toward the north from the Namtaeryeong hill in the south. Thus, the flow accumulated in relatively low lands where the crossroad, Road A (Covered road over the Sadang-cheon), and Road B (Dongjak-daero) are located. The rainwater from the southern hill was rushed to the crossroad which has eight entrances to the underground space of Sadang station, and the velocity increased especially on the east side of the crossroad. The flood water running off the crossroad divided onto Road A and Road B. The rainwater from the residential areas also flowed to these roads. Thus, the flow velocity locally increased near These results indicate that the measurements contain about 14%-33% errors even though the exact comparisons were not available due to the lack of field records. The discrepancies against to the observations through the pictures seems to be induced by the aforementioned limitations of the urban model.

Runoff Descriptions
The runoff patterns against rainfall intensities were analyzed from the runoff velocity and the inundation depth. Every measured data was converted to real scale values based on the Froude similitude defined as where Fr r is the Froude number ratio defined as 1; v r is the velocity ratio; h r is the length scale defined as 1/200 in this study. Figure 6 shows time-averaged contours of the flow velocity according to rainfall intensity. The slope of the target area gradually decreased toward the north from the Namtaeryeong hill in the south. Thus, the flow accumulated in relatively low lands where the crossroad, Road A (Covered road over the Sadang-cheon), and Road B (Dongjak-daero) are located. The rainwater from the southern hill was rushed to the crossroad which has eight entrances to the underground space of Sadang station, and the velocity increased especially on the east side of the crossroad. The flood water running off the crossroad divided onto Road A and Road B. The rainwater from the residential areas also flowed to these roads. Thus, the flow velocity locally increased near the confluence of the main roads and the residential areas. The elevation on Road C is relatively higher than other areas, and the flow velocity was not observed because the inundation depth on this road was not high enough to transport particles for the LSPIV analysis. The aforementioned flow characteristics can be clearly observed according to increase of rainfall intensity.
abruptly decreased the flow onto Road B from the crossroad. In addition, a structure of the entrance of the Sadang station near point 2 further decreased the flow area, and the runoff velocity increased more than another region of Road B. Point 3 is at the bottom of the mountain hill and the relatively steep slope in the crossroad caused the increase of the runoff velocity. The velocity at point 3 rarely increased when the rainfall intensity was over than 160 mm/h because the inundation depth sharply rose.
(a) (b) (c) (d)  Figure 7 shows distributions of the measured inundation depth according to the rainfall intensity. From the velocity measurement results, one can know that most flood accumulated in the crossroad and Roads A and B. The inundation depth also increased in these three regions. The eastern The maximum velocity on Roads A and B occurred at the points depicted in Figure 6a. Point 1 is a confluence of Road A and a small street connected from the residential area. The flow direction between the two roads have an acute angle, and thus the flow velocity was more accelerated than other confluences. In case of point 2, the point is located where the width of the corridor for rainwater abruptly decreased the flow onto Road B from the crossroad. In addition, a structure of the entrance of the Sadang station near point 2 further decreased the flow area, and the runoff velocity increased more than another region of Road B. Point 3 is at the bottom of the mountain hill and the relatively steep slope in the crossroad caused the increase of the runoff velocity. The velocity at point 3 rarely increased when the rainfall intensity was over than 160 mm/h because the inundation depth sharply rose. Figure 7 shows distributions of the measured inundation depth according to the rainfall intensity. From the velocity measurement results, one can know that most flood accumulated in the crossroad and Roads A and B. The inundation depth also increased in these three regions. The eastern part of the crossroad was more inundated than the western region. The depth on Road A was higher than that on Road B due to the narrower road width. Previous research conducting numerical simulations in the Sadang area also show that the inundation depth increased through the crossroad and Roads A and B [1]. They concluded that the flood in the crossroad was caused by the rainwater flowing from the mountain hill and insufficient sewer system capacity. The depth slowly increased between 80 mm/h and 130 mm/h. When the rainfall intensity exceeded 160 mm/h, the inundation depth in the crossroad and Road A noticeably increased, and then the patterns turned to a slow rise again. part of the crossroad was more inundated than the western region. The depth on Road A was higher than that on Road B due to the narrower road width. Previous research conducting numerical simulations in the Sadang area also show that the inundation depth increased through the crossroad and Roads A and B [1]. They concluded that the flood in the crossroad was caused by the rainwater flowing from the mountain hill and insufficient sewer system capacity. The depth slowly increased between 80 mm/h and 130 mm/h. When the rainfall intensity exceeded 160 mm/h, the inundation depth in the crossroad and Road A noticeably increased, and then the patterns turned to a slow rise again.

Analysis of Flood Vulnerabilities
The inundation depth was compared at three points, which were depicted in Figure 6a. The measured depth and the runoff velocity at the same points was plotted in Figure 8. As can be seen in the inundation depth distributions, the depth shows a small increment in range of 80-130 mm/h. When the rainfall intensity was above 160 mm/h, the inundation depth significantly increased, and the depth slowly increased again. These flooding patterns affect the runoff velocity, and there were small increments in the velocity in the range of 160-200 mm/h. From these results, the threshold rainfall intensity increased flood damage due to a rapid increase of inundation depth and runoff velocity. Especially, the inundated properties of point C in the crossroad were more sensitive to

Analysis of Flood Vulnerabilities
The inundation depth was compared at three points, which were depicted in Figure 6a. The measured depth and the runoff velocity at the same points was plotted in Figure 8. As can be seen in the inundation depth distributions, the depth shows a small increment in range of 80-130 mm/h. When the rainfall intensity was above 160 mm/h, the inundation depth significantly increased, and the depth slowly increased again. These flooding patterns affect the runoff velocity, and there were small increments in the velocity in the range of 160-200 mm/h. From these results, the threshold rainfall intensity increased flood damage due to a rapid increase of inundation depth and runoff velocity. Especially, the inundated properties of point C in the crossroad were more sensitive to changes of rainfall intensity than other points. Thus, the inundation depth at each the subway station entrance located in the crossroad was compared in Figure 9 according to the rainfall intensity. The results show that the inundation depth at entrance No. 1 shows the largest variations and the deepest depth caused by the increase of the rainfall intensity. Entrance No. 14, located in the eastern part of the crossroad, also shows large increments in the inundation depth when the rainfall intensity was 160 mm/h. The eastern part of the crossroad has a relatively low bed elevation, and the region was severely flooded by the flow runoff from the mountain hill.
changes of rainfall intensity than other points. Thus, the inundation depth at each the subway station entrance located in the crossroad was compared in Figure 9 according to the rainfall intensity. The results show that the inundation depth at entrance No. 1 shows the largest variations and the deepest depth caused by the increase of the rainfall intensity. Entrance No. 14, located in the eastern part of the crossroad, also shows large increments in the inundation depth when the rainfall intensity was 160 mm/h. The eastern part of the crossroad has a relatively low bed elevation, and the region was severely flooded by the flow runoff from the mountain hill.   The vulnerability from the flood events was evaluated using the moment instability ( c hv ) and the friction instability ( 2 c hv ) as follows [13].

cos
where m and L is the mass and height of standard adult male, respectively; α is the person's angle to flowing direction; D C is the drag coefficient; B is the body width exposed normal to the flow; ρ is the density of water; M C is the moment coefficient; μ is the friction coefficient; F C is the friction coefficient. From Equations (3) and (4) [14]) were calculated by changing α (0-90°) and plotted in Figure 10. In Figure 10, the measurement points shown in Figures 8 and 9 were also plotted to evaluate the human instability from floods in the study area. A symbol marked over the instability boundary indicates that a person at the point is in danger to be toppled or sliding due to runoff. As can see in the figure, point 1 on Road B was the most vulnerable because the data was plotted in the unstable area when the rainfall intensity exceeded 160 mm/h that is relatively lower than other areas. In other cases, points 2 and 3 were included in the unstable condition when the rainfall intensity is over than 185 mm/h and 200 mm/h, respectively. Among the subway station entrances, only entrance No. 1 was marked above the boundary when the rainfall intensity was 200 mm/h. From these results, it can be said that instabilities for human activities during flood events would mainly occur on Road B. Furthermore, Road B is a densely populated area, which is occupied by parking lots and business buildings. Therefore, complementary facilities such as the underground storage and drainage system capacities in this area are required to be designed to endure over at least 160 mm/h. The vulnerability from the flood events was evaluated using the moment instability (hv c ) and the friction instability (hv 2 c ) as follows [13].
hv c = 2mg cos αL where m and L is the mass and height of standard adult male, respectively; α is the person's angle to flowing direction; C D is the drag coefficient; B is the body width exposed normal to the flow; ρ is the density of water; C M is the moment coefficient; µ is the friction coefficient; C F is the friction coefficient. From Equations (3) and (4), threshold values of runoff velocity (v c ) and inundation depth (h c ) for human safety can be achieved when hv c equals to hv 2 c as follow.
The threshold values (h c , v c ) in conditions of standard adult male in South Korea who has L = 174 cm, m = 76 kg, C D = 1.1 and B = 0.4 m and on a concrete covered road (µ = 0.5 [14]) were calculated by changing α (0-90 • ) and plotted in Figure 10. In Figure 10, the measurement points shown in Figures 8 and 9 were also plotted to evaluate the human instability from floods in the study area. A symbol marked over the instability boundary indicates that a person at the point is in danger to be toppled or sliding due to runoff. As can see in the figure, point 1 on Road B was the most vulnerable because the data was plotted in the unstable area when the rainfall intensity exceeded 160 mm/h that is relatively lower than other areas. In other cases, points 2 and 3 were included in the unstable condition when the rainfall intensity is over than 185 mm/h and 200 mm/h, respectively. Among the subway station entrances, only entrance No. 1 was marked above the boundary when the rainfall intensity was 200 mm/h. From these results, it can be said that instabilities for human activities during flood events would mainly occur on Road B. Furthermore, Road B is a densely populated area, which is occupied by parking lots and business buildings. Therefore, complementary facilities such as the underground storage and drainage system capacities in this area are required to be designed to endure over at least 160 mm/h.