p–ISSN: 2723 - 6609 e-ISSN: 2745-5254
Vol. 5, No. 12, Desember 2024 http://jist.publikasiindonesia.id/
Indonesian Journal of Social Technology, Vol. 5, No. 12, Desember 2024 5568
The Widyatama Campus Environmental Planning Study
refers to the Law of the Republic of Indonesia Number 26 of
2007 About Spatial Planning for Flood Discharge.
Bambang Eko Widyanto
1*
, Asep Setiawan
2
, Yanyan Agustian
3
Universitas Widyatama, Indonesia
Email: [email protected]
1*
2
,
3
*Correspondence
ABSTRACT
Keywords: campus space
arrangement;
flood discharge
management;
Law 26 of 2007.
Sustainable development in an area often causes land use
changes that have a domino impact, especially in water
resource management and flood discharge control. In the
spirit of development, important aspects such as runoff
management are often overlooked. This study aims to
analyze the management of runoff water in the Widyatama
campus area by referring to the Law of the Republic of
Indonesia Number 26 of 2007 concerning Spatial Planning.
The research method uses secondary data in the form of
rainfall from the Bandung Climatology Station and manual
surveys for land use and topographic analysis. The results
showed that the intensity of rain at the 2-year recurrence
period (I2) was 127.56 mm. Rainfall intensity is also
calculated for 5, 10, 20, 25, 50, and 100-year recurrences.
Based on this analysis, land modification or innovation is
needed, one of which is the construction of a detention pond
that functions to restore the amount of flow to the river
according to the zero run-off concept. With a study area of
3.61 Ha, a detention pond is needed for rainfall over 5 years
with a storage capacity of 240 m³. The implementation of
this innovation is expected to reduce flood risk and improve
water management in the study area.
Introduction
Continuous development carried out in an area can result in land use changes that
have a domino impact. With the spirit of development in many places, sometimes we
forget other essential things such as water resource management, flood discharge control,
and others, especially if we do not conduct an in-depth study of how an area must manage
runoff water that occurs in the wall (Wismarini & Ningsih, 2010). The city of Bandung
is a big city located in the highlands, with a high spirit of growth in the city of Bandung,
there is a phenomenon where there are still areas or places that do not take into account
run-off control in the area that is built (Sidi, 2018). The government made arrangements
through Law Number 26 of 2007 in Article 29 paragraph 2 which states that the
Indonesian Journal of Social Technology, Vol. 5, No. 12, Desember 2024 5569
proportion of green open space in the city area is at least 30 percent of the area of the city
area. As for the construction of the Building, according to the Bandung Mayor Regulation
Number 1023 of 2016, it is stated that additional green open space is needed at least 10%
to 20% of the minimum RTH. This means that in an area where there are tall buildings,
30% of the area is needed plus (10% to 20%) x 30% of the land area. The application of
this regulation has a significant influence on hydrological studies because, with the
addition of green open space, it can reduce the runoff coefficient (Composite C value) in
an area. The reduction of runoff discharge can help in reducing discharge in rivers or
channels that are the estuaries of an area that is built (Irvana, Johanies, & Supriyan, 2021).
In 2008, Government Regulation No. 26 of 2008 concerning the National Spatial
Plan appeared, where in Article 106 paragraph 1 it is necessary to zone a groundwater
recharge area by paying attention to the limited use of space for unbuilt cultivation
activities that have a high ability to withstand rainwater runoff, the provision of
infiltration wells and/or reservoirs on existing built land and the application of the
principle of zero delta Q policy in every field activity The building power that the permit
is proposed. (Sanit, 2018). Delta Q policy is a must so that each building must not result
in an increase in water discharge to the drainage system or river flow system, meaning
that an area that is developing must be able to innovate in reducing its flood discharge so
that the peak discharge can remain the same as the condition before it was built. This
regulation needs to be implemented in congested areas because in general congested areas
do not have adequate catchment areas. (Arisanty et al., 2024).
The hydrological analysis is one part of the initial analysis in the design of hydraulic
buildings. (Fauziyyah, 2016). Hydrological data is a very important information material
in the implementation of an inventory of potential water resources, the proper utilization
and management of water resources, and the rehabilitation of natural resources such as
water, soil, and forests that have been damaged. (Samosir, 2020). Hydrological
phenomena such as magnitude: rainfall, temperature, evaporation, duration of solar
irradiation, wind speed, river discharge, river water level, flow velocity, and river
sediment concentration will always change with time.
Method
Place and Time of Research
This research was carried out on the campus of Widyatama University, Jalan Cikura
no 204A, Bandung City. In this study, the limit condition used is that the flood water level
at the outlet is considered freefall and is not affected by the rise and fall of the water level
in the river.
Data and Data Sources
This research method uses secondary data in the form of rainfall data taken from
the Bandung Climatology Station, while land use and topographic analysis are obtained
by conducting a manual survey in the research area. The Bandung climatology station is
5.66 km straight from the study location and is considered to have an influence on the
study location.
Bambang Eko Widyanto, Asep Setiawan, Yanyan Agustian
Indonesian Journal of Social Technology, Vol. 5, No. 12, Desember 2024 5570
Flow Diagram
The following is the method of implementing this PKM activity:
d
Gambar 1 Diagram Alir
Begin
Preparation
Data and Tool
Preparation
Literature
Studies
Coordination
with Local
Agencies
Data Collection
Finish
Hydrological
and Hydraulic
Analysis
Topography
Analysis
Land Use
Analysis
Validati
on
Micro Scale
Land Use
Proposal
Indonesian Journal of Social Technology, Vol. 5, No. 12, Desember 2024 5571
Cost Budget Plan
Tabel 1
Anggara Biaya
No
Description
Unit
Volume
Unit Price
(Rp)
Sum
(Rp)
1
Topographic
Measurements
1
Ls
3.500.000
3.500.000
2
Secondary Data
Procurement
Year
10
270.000
2.700.000
3
Journal Publication Fee
bh
1
1.000.000
1.000.000
4
Consumption
pax
10
30.000
300.000
Total Amount
7,500,000
Results and Discussion
Maximum Daily Rainfall Data
Referring to the Bandung Climatology Station, it was found that the maximum daily
rainfall at the study site was as follows:
Table 2
Curah Hujan Harian Maksimum
No
Tahun
Curah
Hujan
Max
Hari
Hujan
Jumlah
Curah
Hujan
1
2001
54
176
2430.6
2
2002
82.4
128
1910.7
3
2003
76
143
1865.2
4
2004
70.2
142
1910.4
5
2005
85
173
2303.8
6
2006
94.3
134
1687.5
7
2007
69.5
152
2161.8
8
2008
67.8
148
1964.2
9
2009
88.9
144
2076.3
10
2010
122.9
224
3674.2
11
2011
73.5
145
1769.3
12
2012
83
150
2486.7
13
2013
68.4
161
2276
14
2014
62
140
1940.8
15
2015
77.7
112
1902.3
16
2016
112.6
212
3385.8
17
2017
73.5
160
2206.7
18
2018
85.2
143
2172.1
19
2019
83.3
139
2013.9
20
2020
160
146
2342.4
21
2021
76.8
162
2165.9
Bambang Eko Widyanto, Asep Setiawan, Yanyan Agustian
Indonesian Journal of Social Technology, Vol. 5, No. 12, Desember 2024 5572
The conditions of existing and built land use can be seen in the comparison table
below.
Table 3
Land Use
It
Types of Land
Use
Existing Land Use
Built Land Use
1
Green Open Area
3.56 hectares
0.13 Ha
2
Building Area and
Impervious
0
3.43 hectares
TOTAL
3.56 hectares
3.56 hectares
Referring to SNI 2415 of 2016 concerning Procedures for Calculating Planned
Flood Discharge, a runoff coefficient table is obtained with the details of the table below.
Table 4 Runoff Coefficients
Referring to the data above, we can analyze the peak flood discharge at each time
referring to the data of the runoff coefficient and planned rainfall. (Eato, Rengkung, &
Van Rate, 2017).
Conditions Before Waking Up
The condition of the green open area is 3.56 Ha, the condition of the building area is 0
Ha, C Composite is 0.25. Referring to Kirpich in SNI 2415 2016, it is known that the way
to calculate tc is:
tc=0.0195 L0.77
S-0.385
With the caption:
Tc = time (minutes)
L = Length of slope or area
Indonesian Journal of Social Technology, Vol. 5, No. 12, Desember 2024 5573
S = Slope or area
In the study area, it is known that L is 181 m and S is 0.012
tc = 0.0195 x 1810.77 x 0.012-0.385
= 5.86 minutes
= 0.097 Hours
Precipitation intensity based on the Mononobe equation:
The following is a calculation of the intensity of rain during the 2nd anniversary
R
24
= 78 mm
tc = 0.097 Jam
Based on the above data, it was obtained that the intensity of rain at the 2-year reage
or I2 was 127.56 mm, in the same way, the rain intensity was obtained at the 2-year, 5-
year, 10-year, 20-year, 25-year, 50-year, and 100-year repetitions.
Table 5
Rekapitulasi Intensitas Hujan
No
Rain Again
Thick Rainfall
Rain Intensity
1
R2
78.04
127.55
2
R5
97.29
159.02
3
R10
112.42
183.75
4
R20
128.80
210.53
5
R25
134.41
219.70
6
R50
153.03
250.13
7
R100
173.72
283.95
Based on the intensity of the rain above, a follow-up analysis was carried out to find
the potential for peak discharge that occurred in the area.
Qp = 0.00278 CIA
C = Runoff coefficient
I = Rainfall Intensity (mm/h)
A = Area (Ha)
Bambang Eko Widyanto, Asep Setiawan, Yanyan Agustian
Indonesian Journal of Social Technology, Vol. 5, No. 12, Desember 2024 5574
In Qp for 2 years, you get:
Qp2 = 0.00278 x 0.25 x 127.55 mm x 3.56 Ha
= 0.32 m3/s
In the same way, the following is the recapitulation for the other repetitions:
Table 6
Rekapitulasi Intensitas Hujan dan Debit Puncak
No
Rain
Again
Thick Rainfall
Rain Intensity
Qp (m3/s)
1
R2
78.04
127.55
0.32
2
R5
97.29
159.02
0.39
3
R10
112.42
183.75
0.45
4
R20
128.80
210.53
0.52
5
R25
134.41
219.70
0.54
6
R50
153.03
250.13
0.62
7
R100
173.72
283.95
0.70
Conditions After Waking Up
The condition of the green open area is 0.13 Ha, and the condition of the building
area and other impermeable areas is 3.43 Ha, C Composite = ((0.13 x 0.25) + (3.43 x
0.9))/3.56 = 0.88.
Referring to Kirpich in SNI 2415 2016, it is known that the way to calculate tc is:
tc=0.0195 L0.77
S-0.385
With the caption:
Tc = time (minutes)
L = Length of slope or area
S = Slope or area
In the study area, it is known that L is 181 m and S is 0.012
tc = 0.0195 x 181
0.77
x 0.012
-0.385
= 5.86 minute
= 0.097 Hours
Precipitation intensity based on the Mononobe equation:
Berikut ini perhitungan intensitas hujan kala ulang 2 Tahun
R
24
= 78 mm
tc = 0.097 Jam
Indonesian Journal of Social Technology, Vol. 5, No. 12, Desember 2024 5575
Based on the above data, it was obtained that the intensity of rain at the 2-year reage
or I2 was 127.56 mm, in the same way, the rain intensity was obtained at the 2-year, 5-
year, 10-year, 20-year, 25-year, 50-year, and 100-year repetitions.
Table 7
Recapitulation of Rain Intensity
No
Rain Again
Thick Rainfall
Rain Intensity
1
R2
78.04
127.55
2
R5
97.29
159.02
3
R10
112.42
183.75
4
R20
128.80
210.53
5
R25
134.41
219.70
6
R50
153.03
250.13
7
R100
173.72
283.95
Based on the intensity of the rain above, a follow-up analysis was carried out to find
the potential for peak discharge that occurred in the area.
Qp = 0.00278 CIA
C = Runoff coefficient
I = Rainfall Intensity (mm/h)
A = Area (Ha)
In Qp for 2 years, you get:
Qp2 = 0.00278 x 0.88 x 127.55 mm x 3.56 Ha
= 1.11m3/s
In the same way, the following is the recapitulation for the other repetitions:
Table 8
Recapitulation of Rainfall Intensity and Peak Discharge
No
Rain Again
Thick Rainfall
Rain
Intensity
Qp (m3/s)
1
R2
78.04
127.55
1.11
2
R5
97.29
159.02
1.38
3
R10
112.42
183.75
1.59
4
R20
128.80
210.53
1.83
5
R25
134.41
219.70
1.91
6
R50
153.03
250.13
2.17
7
R100
173.72
283.95
2.46
Referring to the calculation above, it can be seen that there is a peak discharge
difference that must be reduced, a recap of the peak discharge difference reduction can
be seen in the analysis below.
Table 9
Recapitulation of Peak Discharge Difference
No
Rain Again
Qp Before
Construction
Qp After
Construction
Qp Selisih
(m3/s)
1
R2
0.32
1.11
0.79
Bambang Eko Widyanto, Asep Setiawan, Yanyan Agustian
Indonesian Journal of Social Technology, Vol. 5, No. 12, Desember 2024 5576
2
R5
0.39
1.38
0.99
3
R10
0.45
1.59
1.14
4
R20
0.52
1.83
1.31
5
R25
0.54
1.91
1.37
6
R50
0.62
2.17
1.55
7
R100
0.70
2.46
1.76
A graph of the change in peak and differential discharge data can be seen in the figure
below.
Figure 2 Graph of increased rainfall and the difference between initial and built
conditions
Referring to these conditions, innovations are needed that can adjust the field
conditions to by
Government Regulation No. 26 of 2008 concerning the National
Spatial Plan. This was taken because adding 30% RTH was not considered to be
the maximum to reduce flood discharge that entered the pond. Therefore, a
storage area with a door that can be adjusted is needed so that the discharge issued
is according to the regulations mentioned above. The peak discharge that occurs
is calculated by assuming that the peak discharge occurs for 4 hours, therefore it
can be seen that the difference in the graph for each flood discharge can be seen.
According to (Abdussalam, 2020), the maximum discharge occurs during the
concentration-time, namely after the flow from the farthest place with the flow
from other parts together to the measurement place and the flow immediately
decreases again after the rain stops. The following is the graph data per minute
Indonesian Journal of Social Technology, Vol. 5, No. 12, Desember 2024 5577
with units per m3/s along with the difference and recommended incubation pond
needs.
Figure 3 Discharge Chart Comparison of Discharge During Rain
In this condition, the peak discharge occurs for 4 hours with the required
pond volume of 200 m3
5th Anniversary
The following is a comparison chart of the debits that come out at the 5-year
repetition time along with the difference. (Suryanta & Nahib, 2016).
Figure 4 Discharge Chart Comparison of Discharge During Rain
Bambang Eko Widyanto, Asep Setiawan, Yanyan Agustian
Indonesian Journal of Social Technology, Vol. 5, No. 12, Desember 2024 5578
In this condition, the peak discharge occurs for 4 hours with the required
pond volume of 240 m3
10th Anniversary
The following is a comparison chart of the debits that come out at the 10-
year repetition time and the difference.
Figure 5 Discharge Chart Comparison of Discharge During Rain
In this condition, the peak discharge occurs for 4 hours with the required
pond volume of 280 m3
20th Anniversary
The following is a comparison chart of the debits that come out at the 20-
year reage period along with the difference.
Indonesian Journal of Social Technology, Vol. 5, No. 12, Desember 2024 5579
Figure 6 Discharge Chart Comparison of Discharge During Rain
In this condition, the peak discharge occurs for 4 hours with the required
pond volume of 320 m3
25th Anniversary
The following is a comparison chart of the debits that come out at the 25-
year range along with the difference.
Figure 7
Discharge Chart Comparison of Discharge During Rain
Bambang Eko Widyanto, Asep Setiawan, Yanyan Agustian
Indonesian Journal of Social Technology, Vol. 5, No. 12, Desember 2024 5580
In this condition, the peak discharge occurs for 4 hours with the required
pond volume of 330 m3
50th Anniversary
The following is a comparison chart of the debits that come out at the 50-
year reage period along with the difference.
Figure 8 Discharge Chart Comparison of Discharge During Rain
In this condition, the peak discharge occurs for 4 hours with the required
pond volume of 380 m3.
100th Anniversary
The following is a comparison chart of the debits that come out at the 100-
year reage period along with the difference. (Juwono & Subagiyo, 2017).
Indonesian Journal of Social Technology, Vol. 5, No. 12, Desember 2024 5581
Figure 9 Discharge Comparison Chart During Rain
In this condition, the peak discharge occurs for 4 hours with the required
pond volume of 425 m3.
Conclusion
Referring to the analysis carried out, there needs to be modifications or innovations
related to land conditions in the study area. The innovation can be in the form of a
detention pond that functions to restore the amount of flow to the river in accordance with
the zero run-off concept. The size of the detention pond needed varies according to the
amount of rainfall analyzed. With an area of 3.61 Ha, the rainfall used is 5-year periodic
rainfall with a storage requirement of 240 m3.
Bambang Eko Widyanto, Asep Setiawan, Yanyan Agustian
Indonesian Journal of Social Technology, Vol. 5, No. 12, Desember 2024 5582
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