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ARTICLE
FLOOD INUNDATION EVALUATION AND USING THE EPA
SWMM 5.
2 APPLICATION IN SETRO TENGAH SURABAYA
Ariya Dafa Praduta* & Faradlillah Saves Universitas 17 Agustus 1945 Surabaya.
Indonesia E-mail: ariyadafa@gmail.
Article History Received: 15 November 2025 Accepted: 15 December 2025 Published: 29 December 2025 Abstract Flood inundation is a recurring issue in the Setro Tengah area of Surabaya, particularly during the rainy season.
This condition is influenced by inadequate drainage capacity, sedimentation, channel narrowing, and high rainfall intensity.
This study aims to evaluate the capacity of the existing drainage channels, analyze the causes of inundation, and propose mitigation alternatives using the EPA SWMM 5.
2 application.
The research method includes rainfall data collection, hydrological analysis, hydraulic analysis.
SWMM modeling, and the assessment of planned channel dimensions.
The evaluation results indicate that several drainage channels along Setro Tengah Street are unable to accommodate the design discharge due to reduced flow capacity, excessive sediment, and dimensions that do not meet the The SWMM simulation shows that some channels overflow, causing inundation at several points.
The proposed solutions include improving channel dimensions, increasing capacity, conducting routine cleaning, and redesigning the drainage network based on the modeling outcomes.
This study is expected to serve as a reference for flood inundation mitigation efforts in urban residential areas.
Keywords: Drainage.
Flood inundation.
EPA SWMM 5.
Surabaya.
Hydrology.
AU INTRODUCTION
Surabaya is the second-largest metropolitan city in Indonesia with rapid population growth and development, particularly in East Surabaya (Setyawati et al.
, 2.
Population growth and residential development have led to land use changes, from water catchment areas to densely populated residential areas.
This has reduced catchment areas and increased the risk of flooding and inundation, particularly in the Setro Tengah area (Putra et al.
, 2.
The problems of inundation and flooding in Setro Tengah are caused by several factors, including a suboptimal drainage system, high rainfall, changes in land use, and a lack of maintenance and public awareness of water channel cleanliness.
Inadequate drainage channels prevent rainwater from draining properly, resulting in runoff and surface pooling.
Furthermore, the accumulation of garbage and sediment in the channels, along with the small dimensions of the channels, exacerbates these conditions (Kartiko et al.
, 2.
High rainfall is also a major contributing factor to inundation (Sulaiman et al.
, 2.
Rainfall is the amount of rainwater collected on the ground surface over a specific period of time and is usually expressed in millimeters .
(Latief et al.
, 2.
If the drainage system is unable to accommodate the volume of water due to high rainfall, inundation and flooding are inevitable (Yunianta et al.
, 2.
To address these issues, a comprehensive evaluation of the existing drainage system and appropriate, data-based management planning are required (Aisiyah N, 2.
One software http://jurnaldialektika.
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tool that can be used to analyze and design urban drainage systems is EPA SWMM 5.
(Environmental Protection Agency Storm Water Management Mode.
(Pakaenoni et al.
This application is capable of simulating rainwater flow, designing pipe networks, controlling flooding, and evaluating the impact of land use changes on drainage systems (Fiani & Pribadi, 2.
This study aims to evaluate the condition of existing drainage channels, analyze the causes of inundation, and formulate management solutions using EPA SWMM 5.
2 in the Setro Tengah area of AUSurabaya.
The research results are expected to provide applicable technical recommendations to improve the performance of drainage systems, reduce the risk of flooding, and support better and more sustainable urban environmental management.
AU LITERATURE REVIEW
Urban Drainage System Theory Urban drainage system theory explains that drainage is a system designed to drain excess surface water quickly and safely to prevent ponding and flooding (Yunianta & Setiadji.
This system includes a network of channels, control structures, and supporting elements that work in an integrated manner to ensure efficient flow (Santoso et al.
, 2.
the context of urban areas, channel capacity must be adjusted to accommodate land-use changes that increase surface runoff (Prasetiani et al.
, 2.
Dimensional inconsistencies, sedimentation, and channel narrowing are often the main causes of drainage system failure to accommodate runoff (Hegemur M, 2.
Therefore, evaluating hydraulic capacity is a critical component in identifying the channel's inability to optimally channel the design flow.
Indicators:
A Adequate channel capacity A Physical condition of the channel .
edimentation, narrowing, damag.
A Suitability of channel dimensions to the planned discharge A Connectivity function between channel segments A Availability of maintenance structures .
anholes, inlets, outlet.
Urban Hydrology Theory Urban hydrology theory studies the relationship between rainfall, catchment area characteristics, and surface runoff in urban environments with low permeability (Suprayogi et , 2.
In densely built-up areas, changes in land cover from infiltration areas to impermeable surfaces lead to an increase in the runoff coefficient (Abinow A, 2.
This condition significantly increases the volume and peak flood discharge during heavy rainfall Basic calculations such as rainfall intensity, time of concentration, and design discharge form the basis for designing drainage capacity (Indriatmoko R, 2.
Thus, hydrology theory provides a comprehensive framework for assessing whether an existing drainage system is capable of accommodating runoff from rainfall with a specific return period (Lufira & Asri, 2.
Indicators:
A Rainfall intensity A Runoff coefficient (C) A Time of concentration (T.
A Design flood discharge (Q) A Catchment area size and characteristics Hydrologic-Hydraulic Modeling Theory (EPA SWMM) Hydraulic-hydraulic modeling theory explains that computer simulations such as EPA SWMM are used to model the response of stormwater runoff to drainage networks under various rainfall scenarios (Al Amin M, 2.
This model allows for in-depth analysis of http://jurnaldialektika.
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flow behavior, surcharge potential, ponding, and flooding points at each node or channel.
incorporating hydrologic and hydraulic parameters, the model can predict existing channel capacity and assess the effectiveness of alternative designs (Nuzul M, 2.
The use of modeling is crucial for visualizing system conditions dynamically, rather than relying solely on static calculations (Fitriyani S, 2.
Therefore, this theory underlies simulation-based drainage network evaluation and redesign methods.
Indicators:
A Accuracy of hydrological input .
ainfall, runoff coefficien.
A Accuracy of hydraulic input .
hannel dimensions, slope.
Manning's .
A Identification of problematic nodes and conduits A Results of surcharge/ponding/flooding simulations A Effectiveness of alternative designs after modeling AU RESEARCH METHODOLOGY Research Location The research location is on Jalan Setro Tengah.
Surabaya City.
This location was selected based on the consideration that it has characteristics that align with the research objectives, thus allowing for more in-depth analysis.
Figure 1.
Research Location Source: (Data processed by researcher, 2.
Survey and interview results indicate that flooding in Setro Tengah.
Surabaya, was caused by high rainfall and non-optimal functioning of existing drainage channels, resulting in stagnant water runoff.
Observations also found that water flow remained high even when there was no rain.
This study aims to provide an effective solution to prevent flooding and evaluate the condition of the drainage channels.
Using EPA SWMM 5.
2 software, the drainage system was redesigned to be more optimal, sustainable, and able to improve the community's quality of life.
Successful implementation depends heavily on collaboration between the community and relevant parties.
Research Data http://jurnaldialektika.
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The data used in this study are both primary and secondary.
The data required include:
Primary Data Primary data is data obtained directly through observations, measurements, interviews, or field surveys by researchers, which serve as the primary source for analyzing drainage The following is the primary data required by the researcher:
AAU Channel dimension data AAU Drainage channel conditions Secondary data Secondary data is data obtained from existing sources, such as government agencies, research institutions, or literature, used to support drainage channel analysis without the need for field observations and measurements.
The following is the secondary data required by researchers: Rainfall data 2015 Ae 2024 AAUTopographic map AAUCatchment area map Analysis Method Hydrological Analysis Regional Average Rainfall Rainfall analysis uses the arithmetic method.
This method is performed by adding the data from the three closest rainfall stations and then dividing by the number of stations.
Because this method does not consider geographic location or the area affected by each station, the arithmetic method is most suitable for flat areas and where the distribution of rainfall stations is relatively even.
Frequency Distribution Probability distribution calculations are performed using previously calculated data, namely average rainfall.
The Log Pearson Type i distribution is used in frequency analysis.
The selection of the probability distribution can be adjusted based on the previously calculated basic parameter values.
This initial stage of statistical parameter calculation is important before determining the distribution used, as each parameter has different Therefore, each hydrological data set must be tested for its suitability to its statistical properties to avoid errors in selecting a distribution method.
Data Fit Test To test the fit between the sample data distribution and the hypothesized theoretical probability distribution function, statistical parameter testing analysis is required.
The data is tested using the Smirnov-Kolmogorov method to determine the probability distribution that best fits the observed rainfall data.
Rainfall Intensity Rainfall intensity is calculated using the Mononobe method.
This calculation process aims to determine rainfall intensity.
The data used is derived from the planned rainfall values AUobtained in the previous calculation stage.
The results of this calculation then produce a rainfall intensity value in mm/hour.
ycI ya = .
c yc.
ycu Where:
AAU I = rainfall intensity .
m/hou.
AAU R = planned rainfall .
AAU t = rainfall duration .
AAU a and n = constants based on empirical analysis Design Flood Discharge Calculation http://jurnaldialektika.
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The design flood discharge calculation is performed using the results of previous calculations, namely rainfall intensity in mm/hour.
At this stage, the rational method is used, which produces design flood discharge values AUfor return periods of 2 years, 5 years, and 10 ycE = 0, 278UIyaUIyaUIya Where:
AAU Q = peak discharge .
A/se.
AAU C = surface runoff coefficient AAU I = rainfall intensity .
m/hou.
AAU A = catchment area .
Hydraulic Analysis Hydraulic analysis is the study of water flow behavior in open or closed channels, such as rivers, drainage channels, or irrigation networks, taking into account factors such as discharge, flow velocity, water depth, channel bed slope, and flow energy.
The primary objective of this analysis is to design a channel with adequate capacity to optimally channel water without causing ponding or flooding.
Calculating the drainage channel's capacity aims to determine the maximum capacity of the existing channel to convey water discharge.
The first step is to determine the wetted cross-sectional area (A) and wetted perimeter (P).
The calculation is then performed using the Manning formula, which relates flow velocity (V) to the channel roughness coefficient .
, and includes the hydraulic radius (R) and channel bed slope (S).
The resulting capacity calculation will then serve as a benchmark for comparison against the previously calculated design flood discharge (Qhydrologi.
If Qhydrologic is less than Qhydrologic, the drainage channel is unable to accommodate the design flood discharge, requiring improvements or normalization of the channel dimensions.
To calculate the discharge capacity, the Manning formula is used as follows.
ycO = 2 yci yayc Description:
AAU V = flow velocity .
AAU n = Manning's roughness coefficient AAU R = hydraulic radius = A/P .
AAU i = channel bed slope AAU A = wetted cross-sectional area .
A) AAU P = wetted perimeter .
In this study, the channel discharge was calculated using the rational method, which is stated as follows:
Q=VxA Description:
Q = channel flow discharge .
V = average channel velocity .
A = wetted channel cross-section .
EPA SWMM 5.
2 Modeling Hydrological and hydraulic modeling was performed using EPA SWMM 5.
2 software to simulate flow behavior in the drainage system on Jalan Setro Tengah.
Modeling began with the creation of subcatchments based on catchment boundaries, area, slope, runoff coefficient, and percentage of impervious surface.
Each subcatchment was connected by junctions and conduits representing existing drainage channels.
Hydraulic parameters such as channel http://jurnaldialektika.
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length, diameter or cross-sectional width.
Manning's roughness value, and bed slope were entered based on field survey results.
Furthermore, design rainfall data from the hydrological analysis was used as input for the rainfall simulation.
The simulation was conducted to assess channel performance against design discharges, including identifying points experiencing surcharge, ponding, or flooding in the drainage The modeling results showed the system's response to specific rainfall levels and highlighted channels that were unable to accommodate runoff.
SWMM output, such as hydrographs, flow profiles, and channel capacity reports, identified segments requiring This information served as the basis for developing technical recommendations for increasing the capacity and improving the drainage network.
In general, the flow of this research can be seen in Figure 2.
Figure 2.
Research Flowchart Source: (Data processed by researcher, 2.
AU RESULT AND DISCUSSION Hydrological Analysis The hydrological analysis in this study was conducted to determine the magnitude of the planned flood discharge in the study area.
The analysis process began with processing rainfall data from Kedung Cowek Station using arithmetic methods to obtain the regional average Next, a frequency analysis was performed using the Log Pearson Type i distribution to determine the planned rainfall based on a specific return period.
Before use, this distribution was tested for its suitability using the SmirnovAeKolmogorov test to ensure that the observed data matched the theoretical distribution used.
The test results showed that http://jurnaldialektika.
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the rainfall data conformed to this distribution, thus the calculation results were considered The rainfall values AUwere then used to calculate the time of concentration (T.
, rainfall intensity, and runoff coefficient (C), which reflect the land use characteristics of each Once all parameters were obtained, the planned flood discharge was calculated using the Rational method, which combines rainfall intensity, runoff coefficient, and catchment area.
The calculation results for each subwatershed are presented in Table 1, showing the planned flood discharge for various return periods.
A summary of these calculation results is shown in Table 3.
The combination of the planned flood discharge and wastewater discharge produces the total planned discharge, which serves as the basis for evaluating existing drainage channels.
The total discharge value for each sub-watershed is shown in Table 4, illustrating the contribution of runoff from each area to the potential for flooding on Jalan Setro Tengah.
Surabaya.
Designed Flood Discharge (Q) Table 1.
Summary of Designed Flood Discharge Calculations SubDAS Return (Yea.
Flow Rainfall Intensity Area (Km.
(C) SubDAS 1
SubDAS 2
SubDAS 3
SubDAS 4
SubDAS 5
SubDAS 6
SubDAS 7
SubDAS 8
(I)
(A)
72,55
0,511
85,20
0,02
92,21
100,79
0,189
118,36
128,10
84,90
0,243
99,71
0,05
107,91
86,58
0,043
101,68
0,02
110,05
85,05
0,055
99,89
108,10
84,90
0,112
99,71
0,05
107,91
86,58
0,062
101,68
0,05
110,05
85,05
0,041
99,89
0,02
108,10
Source: (Data processed by researchers, 2.
(Design m3/se.
0,5074 0,2422 0,2621 0,5288 0,6210 0,6721 0,2872 0,3372 0,3650 0,0208
0,0244
0,0264
0,1298
0,1524
0,1650
0,1332
0,1552
0,1680
0,0745
0,0875
0,0947
0,0196
0,0230
0,0249
Example calculation for Sub-Watershed 1 with a 2-year return period:
Q = 0.
278 x C x I x A = 0.
278 x 0.
511 x 72.
55 x 0.
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= 0.
5074 m3/second Hydraulic Analysis Channel capacity calculations were performed for each Sub-Watershed based on existing dimensional data.
The calculation results included the wetted cross-sectional area (A), hydraulic radius (R), flow velocity (V), and discharge (Q).
These are shown in Table 2 below.
Table 2.
Summary of Hydraulic Analysis Channel Channels length .
87,46 No.
Channel Channe l length Elv.
hulu Elv, hilir Channel Channel Manning .
31,377 31,34 0,81 0,42 0,014 31,585 31,47 0,60 0,42 0,014
31,34
0,69
0,16
0,025
31,451
31,12
0,35
0,21
0,014
31, 411
31,101
0,51
0,21
0,025
31,446
31,256
1,53
0,73
0,014
31,609
31,172
0,57
0,14
0,025
31,711
31,514
1,53
0,73
0,014
Source: (Data processed by researchers, 2.
Table 3.
Summary of Hydraulic Analysis Wet Wet Hydrauli Hydrauli cross-se circumferenc c radius c radius ) .
) .
(A) (P) (R) (S) 0,34 2,04 0,167 0,00037 .
0,25 1,62 0,156 0,00115 0,11 1,54 0,072 0,00260 0,07 0,91
0,081
0,00331
0,11
1,23
0,087
0,00310
87,46
1,12
3,79
0,295
0,00217
0,08
1,28
0,062
0,00437
1,12
3,79
0,2952
0,00197
Channel .
0,00037 0,00115 0,00260 0,00331 0,00310 0,00217 0,00437 0,00197 Flow .
/se.
(V) 0,4162 0,7006 0,3519 0,7678 0,4375 1,4743 0,4157 1,4039 (Q.
0,1416 0,1766 0,0389 0,0564 0,0469 1,6467 0,0332 1,5681 Source: (Data processed by researchers, 2.
After obtaining the hydraulic analysis results, the next step is to compare the planned flood discharge (Qhydrolog.
with the existing channel capacity (Qhydrolog.
to assess the http://jurnaldialektika.
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channel's ability to accommodate runoff.
If the channel capacity (Qhydrolog.
is greater than Qhydrology, the channel is considered inadequate and at risk of flooding.
Conversely, if the channel capacity is greater than the planned flood discharge, the channel is considered safe.
The results of this comparison are used as a basis for evaluating the drainage system and determining priorities for handling potential flooding.
The following is a comparison of Qhydrology and Qhydrology, as seen in Table 3.
Table 4.
Summary of Comparison of Qhydrology and Qhydrology No.
Channels Qhifrologi Qhidrolika Rephrase M3/Sec M3/Sec 0,5070 0,1416 0,1740 0,1890 0,2070 0,2430 0,2630 0,0430 0,0510 0,0550 0,0950 0,1120 0,1210 0,0530 0,0620 0,0670 0,0410 0,0490 0,0530 0,052 0,062 0,069 0,092 0,10,8 http://jurnaldialektika.
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Information Qhidrologi < Qhidrolika
Flood
Flood
0,1766
Flood
Flood
0,0389
Flood
0,0564
No Flood
Flood
0,0469
Flood
1,6467
Flood
0,0332
Flood
Flood
1,5681
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0,117
Source: (Data processed by researchers, 2.
EPA-SWMM 5.
2 Modeling Drainage system modeling was conducted to simulate the response to rainwater runoff in the study area.
This model consists of three main components: channel network configuration, hydrological parameters, and hydraulic characteristics.
The choice of recurrence period in drainage channel planning is adjusted to the channel's function and the catchment area.
Using this hydraulic analysis.
EPA-SWMM can calculate and present important information, including the water level elevation at the channel cross-section when a certain discharge flows through it.
Data Input To run the modeling using EPA-SWMM, researchers first input data from field surveys and previous calculations.
The data entered into the EPA-SWMM software includes information such as elevation, channel dimensions, hourly rainfall intensity, channel roughness coefficient, and flow coefficient.
Figure 3.
Land Use Flow Coefficient Input Source: (Data processed by researchers, 2.
Figure 4.
Elevation Data Input at the Junction http://jurnaldialektika.
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Source: (Data processed by researchers, 2.
Figure 5.
Channel Dimension Data Input Source: (Data processed by researchers, 2.
Figure 6.
Input Channel Length on Conduit Source: (Data processed by researchers, 2.
EPA SWMM 5.
2 Running Results In the EPA-SWMM simulation using existing conditions, it was found that several channel segments with 100-meter intervals were unable to accommodate the resulting rainfall This simulation used a 10-year return period as the basis for the analysis.
Although the model visualizations for each return period appear similar, the resulting runoff volume varies depending on the rainfall intensity during each return period.
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Figure 7.
Conduit Running Results Source: (Data processed by researchers, 2.
Figure 7 shows that the channel experienced maximum flow in the second hour.
In the following hour, runoff discharge began to subside due to decreasing rainfall intensity.
Figure 8.
Node Flooding Summary Report Results for 10-Year Return Period Source: (Data processed by researchers, 2.
The node flooding summary shows flooding at nodes J11.
J12.
J14.
J15.
J21, and J25, while no overflow occurred at other nodes.
Therefore, the nodes requiring additional channel depth and width are J11.
J12.
J14.
J15.
J21, and J25.
The largest flood volume was at node J14 with 3,393 m3, and the smallest volume was at J12 and J20 with 0,000 m3.
The flood duration column, in the hours flooded column, showed the longest duration at node J14 at 54 hours.
Existing Channel Profile in EPA SWMM 5.
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After running the program, longitudinal channel profile data was obtained, showing all the locations where flooding occurred.
To further understand the details, a profile plot was created, resulting in the following image:
Figure 9.
Existing Channel Profile J12AeJ11 Source: (Data processed by researchers, 2.
Figure 10.
Existing Channel Profile J16AeJ15 Source: (Data processed by researchers, 2.
Figure 11.
Existing Channel Profile J13AeJ14 Source: (Data processed by researchers, 2.
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Figure 12.
Existing Channel Profile J20AeJ21 Source: (Data processed by researchers, 2.
Figure 13.
Existing Channel Profile J25AeJ13 Source: (Data processed by researchers, 2.
Figures 9-13 show that the existing drainage channel is full, indicating it is unable to accommodate the discharge.
This is due to inadequate channel dimensions and sedimentation.
This results in the channel being unable to accommodate the discharge, causing water to overflow in the area.
The results of the running simulation for the 2-, 5-, and 10-year return periods can be seen in Table 4.
Summary of Running Simulation Results.
No.
Channels Table 5.
Summary of Running Simulation Results Channel Type Birthday period Rectanguler Flood Flood Rectanguler Flood Flood Rectanguler Flood Flood Rectanguler Flood Flood Rectanguler Flood Flood Rectanguler Flood Flood Rectanguler Flood Flood Rectanguler Flood Flood http://jurnaldialektika.
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Banjir Banjir Banjir Banjir Banjir Tidak Banjir Banjir Tidak Banjir Jurnal DIALEKTIKA: Jurnal Ilmu Sosial.
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Source: (Data processed by researchers, 2.
AU CONCLUSION From the existing rectangular channel analysis, six channels were observed to experience flooding at nodes J11.
J12.
J14.
J15.
J21, and J25, while no overflows were observed at other This indicates the need for further management at these points, either through dimension improvement, normalization, or increasing channel capacity.
Meanwhile, channels at other nodes have proven effective in channeling runoff discharge, thus minimizing the risk of flooding.
By conducting this evaluation, we can identify which channel sections need immediate repair or enlargement to address flooding and prevent flooding.
REFERENCE