p–ISSN: 2723 - 6609 e-ISSN: 2745-5254
Vol. 5, No. 11, November 2024 http://jist.publikasiindonesia.id/
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5142
The Capacity Evaluation and Storage Strategy of Tami
Weir's Sludge Bag for Irrigation Water Demand
Winarno1*, Mujiati2, Dewi Ana Rusim3, Bahtiar4, Harmonis Rante5
Universitas Cenderawasih, Indonesia
Email: [email protected]1*, [email protected]2,
[email protected]3, [email protected]4,
[email protected]5
ABSTRACT
Tami Weir is one of the weirs that has a vital role in human
life. Sandtraps have an essential role in the operation of Tami
bending. The objective of the evaluation and strategy for
holding the Tami Weir sandtrap for irrigation water needs is
to know the capacity of the Tami Weir sandtrap, the
operation of the Tami Weir sandtrap, and the performance
of the Tami Weir sandtrap. The method and technique for
collecting data in this research is that data analysis is carried
out after all the data has been collected. The results are
adjusted to the purpose of writing and presented as
conclusions. The results of this research are the capacity of
the sandtrap during the flushing period, namely that a
sediment volume of 73,134 m3 was obtained with a flushing
time of fourteen (14) days. During deposition in mud
pockets, the water speed will increase, and the deposition
process will begin to decrease; at that time, the sediment will
enter the channel. To overcome this situation, the sandtrap
must be drained. The performance of the sandtrap at Tami
Dam has decreased, where there is much alluvial sediment.
The performance sandtrap at Tami Weir cannot operate
correctly due to the large number of sediment deposits,
which are as high as the drain gate's threshold, making
hydraulic draining impossible.
Keywords: Tami weir,
sandtrap, performance.
Introduction
The water quality at the Tami Dam is very cloudy (unclear). It contains fine
sediment (kite) that can settle on irrigation canals. To prevent this sediment from settling
throughout the irrigation canal, a mud bag (sandtrap) is made. (SHABRI, 2019). The mud
bag building is at the primary channel's beginning and behind the intake door. The mud
bag building is a complementary or part of the main building. The function of the mud
bag is to precipitate sediment of the kite, especially the sand fraction with a diameter of
± 0.06 – 0.07 mm and larger so that it does not enter the irrigation network. The Tami
dam has a bag of mud that can irrigate the land + 5000 Ha. (Suharto & Indarti, 2019).
Vol. 5, No. 11, November 2024 http://jist.publikasiindonesia.id/
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5142
The Capacity Evaluation and Storage Strategy of Tami
Weir's Sludge Bag for Irrigation Water Demand
Winarno1*, Mujiati2, Dewi Ana Rusim3, Bahtiar4, Harmonis Rante5
Universitas Cenderawasih, Indonesia
Email: [email protected]1*, [email protected]2,
[email protected]3, [email protected]4,
[email protected]5
ABSTRACT
Tami Weir is one of the weirs that has a vital role in human
life. Sandtraps have an essential role in the operation of Tami
bending. The objective of the evaluation and strategy for
holding the Tami Weir sandtrap for irrigation water needs is
to know the capacity of the Tami Weir sandtrap, the
operation of the Tami Weir sandtrap, and the performance
of the Tami Weir sandtrap. The method and technique for
collecting data in this research is that data analysis is carried
out after all the data has been collected. The results are
adjusted to the purpose of writing and presented as
conclusions. The results of this research are the capacity of
the sandtrap during the flushing period, namely that a
sediment volume of 73,134 m3 was obtained with a flushing
time of fourteen (14) days. During deposition in mud
pockets, the water speed will increase, and the deposition
process will begin to decrease; at that time, the sediment will
enter the channel. To overcome this situation, the sandtrap
must be drained. The performance of the sandtrap at Tami
Dam has decreased, where there is much alluvial sediment.
The performance sandtrap at Tami Weir cannot operate
correctly due to the large number of sediment deposits,
which are as high as the drain gate's threshold, making
hydraulic draining impossible.
Keywords: Tami weir,
sandtrap, performance.
Introduction
The water quality at the Tami Dam is very cloudy (unclear). It contains fine
sediment (kite) that can settle on irrigation canals. To prevent this sediment from settling
throughout the irrigation canal, a mud bag (sandtrap) is made. (SHABRI, 2019). The mud
bag building is at the primary channel's beginning and behind the intake door. The mud
bag building is a complementary or part of the main building. The function of the mud
bag is to precipitate sediment of the kite, especially the sand fraction with a diameter of
± 0.06 – 0.07 mm and larger so that it does not enter the irrigation network. The Tami
dam has a bag of mud that can irrigate the land + 5000 Ha. (Suharto & Indarti, 2019).
The Capacity Evaluation and Storage Strategy of Tami Weir's Sludge Bag for Irrigation
Water Demand
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5143
Erosion and sedimentation are two interrelated problems. Sediment transport in
river networks is generally the final product of erosion. The losses caused by the
sedimentation process are much greater than the benefits obtained. Materials that have
settled in the mud bag are then cleaned periodically (periodically) (Hermawan & Afiato,
2021). Cleaning usually uses a torrent of water to wash the sediment back into the river.
In some instances, cleaning can be done in other ways, namely by rinsing or dredging.
The period of sediment flushing in mud bags is only determined twice a year. The flushing
is not based on evaluating the capacity of the sludge bag, which has been filled by
sediment or the required discharge. (Budiman, 2018). The presence of sediment makes
the flowing water discharge unable to meet the discharge needs. Sediment deposition in
mud bags in full conditions can lead to a decrease in the volume of the reservoir. As for
finding out the effective flushing period, "Evaluation of the Carrying Capacity of Tami
Dam Mud Bags against the Flushing/Dredging Period." This is done to find out the
flushing period for the Tami Dam mud bag in a year based on capacity.
Research Methods
The location of this research was the Tami Dam in Koya, Jayapura, Papua. This
research method is the steps or methods of scientifically researching a problem, case,
behavior, or phenomenon to produce a rational answer. The research method is used as
the basis for sequential steps based on the research objectives and is a tool used to
conclude so that the expected completion can be obtained to achieve research success.
The method carried out in the data collection technique is with the following
activities:
1. Primary Data
Primary data is the collection of data from the results of direct reviews in the field,
which are as follows:
a. Documentation of the research location,
b. Measuring the capacity of existing sludge bags
2. Secondary data
Secondary data is obtained by comparing various literature and related agencies where
the author can take all aspects and theories from the necessary formulations. The
secondary data in this thesis are :
a. Rainfall data,
b. Temperatur rata-rata (t)
c. Relative Humidity (RH)
d. Average angina velocity (u)
e. Average solar irradiation (n/N)
Results and Discussion
Existing Condition of Mud Bags
The mud pockets on the Tami weir do not function optimally because the sediment
downstream of the drain door is as high as the threshold of the drain door, so hydraulic
Water Demand
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5143
Erosion and sedimentation are two interrelated problems. Sediment transport in
river networks is generally the final product of erosion. The losses caused by the
sedimentation process are much greater than the benefits obtained. Materials that have
settled in the mud bag are then cleaned periodically (periodically) (Hermawan & Afiato,
2021). Cleaning usually uses a torrent of water to wash the sediment back into the river.
In some instances, cleaning can be done in other ways, namely by rinsing or dredging.
The period of sediment flushing in mud bags is only determined twice a year. The flushing
is not based on evaluating the capacity of the sludge bag, which has been filled by
sediment or the required discharge. (Budiman, 2018). The presence of sediment makes
the flowing water discharge unable to meet the discharge needs. Sediment deposition in
mud bags in full conditions can lead to a decrease in the volume of the reservoir. As for
finding out the effective flushing period, "Evaluation of the Carrying Capacity of Tami
Dam Mud Bags against the Flushing/Dredging Period." This is done to find out the
flushing period for the Tami Dam mud bag in a year based on capacity.
Research Methods
The location of this research was the Tami Dam in Koya, Jayapura, Papua. This
research method is the steps or methods of scientifically researching a problem, case,
behavior, or phenomenon to produce a rational answer. The research method is used as
the basis for sequential steps based on the research objectives and is a tool used to
conclude so that the expected completion can be obtained to achieve research success.
The method carried out in the data collection technique is with the following
activities:
1. Primary Data
Primary data is the collection of data from the results of direct reviews in the field,
which are as follows:
a. Documentation of the research location,
b. Measuring the capacity of existing sludge bags
2. Secondary data
Secondary data is obtained by comparing various literature and related agencies where
the author can take all aspects and theories from the necessary formulations. The
secondary data in this thesis are :
a. Rainfall data,
b. Temperatur rata-rata (t)
c. Relative Humidity (RH)
d. Average angina velocity (u)
e. Average solar irradiation (n/N)
Results and Discussion
Existing Condition of Mud Bags
The mud pockets on the Tami weir do not function optimally because the sediment
downstream of the drain door is as high as the threshold of the drain door, so hydraulic
Winarno, Mujiati, Dewi Ana Rusim, Bahtiar, Harmonis Rante
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5144
draining cannot be done. The intake door is never operated and always open, even during
floods, so sediment enters the channel excessively (NINGRUM, 2020).
Figure 1
Mud bags that do not function normally (Source: doc, 2024)
Hydrological Analysis
1. Data Climatology
Based on data obtained from the Jayapura Doc II Meteorology, Climatology, and
Geophysics Agency, the climatological conditions recorded at the Jayapura Doc II
Meteorological Station are described as follows:
a. Rainfall Data
Annual rainfall from 2013 to 2023 ranges from 85.1 to 248.8 mm with an average
of 150 mm/year, while the number of rainy days ranges from 153 to 214 days/year with
an average of 179.5 rainy days per year. Maximum daily rainfall ranges from 16.2 to
248.8 mm/day, while average monthly rainfall ranges from 49.3 mm to 108.5 mm.
Table 1
Annual Rainfall from 2013 to 2023 Doc II Jayapura
Rainfall Data
Year Month Total Maks
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
2013 177.1 65.5 134 48.2 113.7 91.8 38.6 73 42 24.2 91 93.5 992.6 177.1
2014 59.4 248.8 48 190.5 20.4 67.6 21.4 101.9 37.3 72.1 57.1 50 974.5 248.8
2015 90.7 126.7 115.3 58.4 42.7 65.3 24 70.3 68 46.5 35.7 71.1 814.7 126.7
2016 174.2 101 53.8 38.3 80.8 60.8 63 71.7 133.7 46.8 39.9 73.2 937.2 174.2
2017 79.9 65.8 16.8 65.3 50.1 82.7 62.1 85.1 50.4 83.8 61.7 32.2 735.9 85.1
2018 85.8 108.8 138.2 42.1 59 100.1 60.9 27.2 107.3 29.4 48 138.5 945.3 138.5
2019 155.2 91.1 169.1 48.2 29.2 35.8 61.4 19 83.1 71.2 16.2 84 863.5 169.1
2020 45.3 111.3 19.8 86.1 24.5 29.6 43.4 41.3 41.5 67.6 89.7 33.9 634 111.3
2021 36.5 51.5 22.3 81.4 116.6 42.3 70 22.3 28.6 161.7 50.9 97.2 781.3 161.7
2022 135.4 162.4 62.6 41.8 31.7 16.5 51.1 53.4 32 26.3 28 53.2 694.4 162.4
2023 28 61.1 36.5 56.6 59.1 28.7 95.6 81 54.7 28.3 24.5 26.2 580.3 95.6
Rata" 97.0 108.5 74.2 68.8 57.1 56.5 53.8 58.7 67.9 59.8 49.3 68.5 796.1
Source: BMKG, Jayapura Dock II Meteorological Station (2024)
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5144
draining cannot be done. The intake door is never operated and always open, even during
floods, so sediment enters the channel excessively (NINGRUM, 2020).
Figure 1
Mud bags that do not function normally (Source: doc, 2024)
Hydrological Analysis
1. Data Climatology
Based on data obtained from the Jayapura Doc II Meteorology, Climatology, and
Geophysics Agency, the climatological conditions recorded at the Jayapura Doc II
Meteorological Station are described as follows:
a. Rainfall Data
Annual rainfall from 2013 to 2023 ranges from 85.1 to 248.8 mm with an average
of 150 mm/year, while the number of rainy days ranges from 153 to 214 days/year with
an average of 179.5 rainy days per year. Maximum daily rainfall ranges from 16.2 to
248.8 mm/day, while average monthly rainfall ranges from 49.3 mm to 108.5 mm.
Table 1
Annual Rainfall from 2013 to 2023 Doc II Jayapura
Rainfall Data
Year Month Total Maks
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
2013 177.1 65.5 134 48.2 113.7 91.8 38.6 73 42 24.2 91 93.5 992.6 177.1
2014 59.4 248.8 48 190.5 20.4 67.6 21.4 101.9 37.3 72.1 57.1 50 974.5 248.8
2015 90.7 126.7 115.3 58.4 42.7 65.3 24 70.3 68 46.5 35.7 71.1 814.7 126.7
2016 174.2 101 53.8 38.3 80.8 60.8 63 71.7 133.7 46.8 39.9 73.2 937.2 174.2
2017 79.9 65.8 16.8 65.3 50.1 82.7 62.1 85.1 50.4 83.8 61.7 32.2 735.9 85.1
2018 85.8 108.8 138.2 42.1 59 100.1 60.9 27.2 107.3 29.4 48 138.5 945.3 138.5
2019 155.2 91.1 169.1 48.2 29.2 35.8 61.4 19 83.1 71.2 16.2 84 863.5 169.1
2020 45.3 111.3 19.8 86.1 24.5 29.6 43.4 41.3 41.5 67.6 89.7 33.9 634 111.3
2021 36.5 51.5 22.3 81.4 116.6 42.3 70 22.3 28.6 161.7 50.9 97.2 781.3 161.7
2022 135.4 162.4 62.6 41.8 31.7 16.5 51.1 53.4 32 26.3 28 53.2 694.4 162.4
2023 28 61.1 36.5 56.6 59.1 28.7 95.6 81 54.7 28.3 24.5 26.2 580.3 95.6
Rata" 97.0 108.5 74.2 68.8 57.1 56.5 53.8 58.7 67.9 59.8 49.3 68.5 796.1
Source: BMKG, Jayapura Dock II Meteorological Station (2024)
The Capacity Evaluation and Storage Strategy of Tami Weir's Sludge Bag for Irrigation
Water Demand
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5145
Figure 2 Average Monthly Rainfall of Dock II Jayapura
(Source: BMKG, Jayapura Dock II Meteorological Station, 2024)
b. Air Temperature Data,
Monthly average air temperature data based on data from BMKG, Jayapura Dok II
Meteorological Station, range from 29.13 to 29.89 oC, with an average of 29,421 oC.
Figure 3 Monthly Average Air Temperature of Dock II Jayapura
(Source: BMKG, Jayapura Dock II Meteorological Station, 2024)
c. Air Humidity Data
Monthly average relative humidity data based on data from BMKG, Dok II
Jayapura Meteorological Station ranges from 89.83 to 93.50% with an average of 92.21%.
Air Temperature Data
Rainfall Data
Water Demand
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5145
Figure 2 Average Monthly Rainfall of Dock II Jayapura
(Source: BMKG, Jayapura Dock II Meteorological Station, 2024)
b. Air Temperature Data,
Monthly average air temperature data based on data from BMKG, Jayapura Dok II
Meteorological Station, range from 29.13 to 29.89 oC, with an average of 29,421 oC.
Figure 3 Monthly Average Air Temperature of Dock II Jayapura
(Source: BMKG, Jayapura Dock II Meteorological Station, 2024)
c. Air Humidity Data
Monthly average relative humidity data based on data from BMKG, Dok II
Jayapura Meteorological Station ranges from 89.83 to 93.50% with an average of 92.21%.
Air Temperature Data
Rainfall Data
Winarno, Mujiati, Dewi Ana Rusim, Bahtiar, Harmonis Rante
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5146
Figure 4 Monthly Average Air Humidity Doc II Jayapura
(Source: BMKG, Jayapura Dock II Meteorological Station, 2024)
d. Wind Velocity Data,
Monthly average wind speed data based on data from BMKG, Dok II Jayapura
Meteorological Station ranges from 6,966 to 8,748 knots (3,583 – 4.5 m/s) with an
average of 7,776 m/s (4 knots).
Gambar 5 Kecepatan Angin Rata-Rata Bulanan Dok II Jayapura
(Sumber: BMKG, Stasiun Meteorologi Dok II Jayapura, 2024)
e. Data Penyinaran Matahari
Data lamanya penyinaran matahari rata-rata bulanan berdasarkan data dari BMKG,
Stasiun Meteorologi Dok II Jayapura berkisar antara 8.65 hingga 9.61 jam/hari dengan
rata-rata 9.145 jam/hari.
Air Humidity Data
Wind Velocity Data
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5146
Figure 4 Monthly Average Air Humidity Doc II Jayapura
(Source: BMKG, Jayapura Dock II Meteorological Station, 2024)
d. Wind Velocity Data,
Monthly average wind speed data based on data from BMKG, Dok II Jayapura
Meteorological Station ranges from 6,966 to 8,748 knots (3,583 – 4.5 m/s) with an
average of 7,776 m/s (4 knots).
Gambar 5 Kecepatan Angin Rata-Rata Bulanan Dok II Jayapura
(Sumber: BMKG, Stasiun Meteorologi Dok II Jayapura, 2024)
e. Data Penyinaran Matahari
Data lamanya penyinaran matahari rata-rata bulanan berdasarkan data dari BMKG,
Stasiun Meteorologi Dok II Jayapura berkisar antara 8.65 hingga 9.61 jam/hari dengan
rata-rata 9.145 jam/hari.
Air Humidity Data
Wind Velocity Data
The Capacity Evaluation and Storage Strategy of Tami Weir's Sludge Bag for Irrigation
Water Demand
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5147
Gambar 6 Lamanya Penyinaran Matahari Dok II Jayapura
(Sumber: BMKG, Stasiun Meteorologi Dok II Jayapura, 2024)
2. Analisis Ketersediaan Air
Analisa ketersediaan debit diperoleh dari hasil analisis curah hujan regional
mengingat dilokasi DAS Tami belum ada pencatatan debit. Dalam analisa ketersediaan
air permukaan akan digunakan sebagai acuan adalah debit andalan (dependable flow).
Debit andalan adalah suatu besaran debit pada suatu titik kontrol (titik tinjau) di suatu
sungai dimana debit tersebut merupakan gabungan antara limpasan langsung dan aliran
dasar (Akbar, 2007).
Tabel 2
Mock Bendung Tami
No Descriptio
n Unit Month
Jan Feb Marc Apryl Mei Jun Jul Augt Sep Oct Nov Des
1 Rainfall
(Rh20%) P 195.5
0 85.50 115.0
0 91.00 106.0
0 44.50 42.50 41.00 51.00 65.50 128.0
0
130.0
0
2 Rainy Day n 19.00 15.00 15.00 18.00 18.00 20.00 18.00 17.00 22.00 11.00 26.00 16.00
Limited Evapotranspiration
3 Evapotrans
piration Ep 49.15 33.52 41.13 43.81 56.57 46.94 54.54 67.98 53.38 60.01 49.05 57.67
4 Exposed
Surfaced m% 45,00
0
50.00
0
55,00
0
50,00
0
55,00
0
55,00
0
65,00
0
75,00
0
80.00
0
70.00
0
45,00
0
45,00
0
5 (m/20)*(1
8-n) % 0.023 0.075 0.083 0.000 0.000 0.055 0.000 0.038 0.160 0.245 0.180 0.045
6
dE =
(m/20)*(1
8-n)*Ep
1.106 2,514 3,394 0.000 0.000 2,582 0.000 2,549 8,541 14,70
2 8,828 2,595
7 Et =Ep-dE (3 6) 48.04
4
31,00
5
37,74
1
43.81
2
56,57
1
44,36
1
54,54
1
65,42
6
44,83
9
45,30
6
40.21
7
55,07
5
Water Balance
8
Runoff
Storm (Rs)
=P-Et
(1-7) 147,4
56
54,49
5
77,25
9
47.18
8
49,42
9 0.139 0.000 0.000 6,161 20.19
4
87,78
3
74,92
5
Water Demand
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5147
Gambar 6 Lamanya Penyinaran Matahari Dok II Jayapura
(Sumber: BMKG, Stasiun Meteorologi Dok II Jayapura, 2024)
2. Analisis Ketersediaan Air
Analisa ketersediaan debit diperoleh dari hasil analisis curah hujan regional
mengingat dilokasi DAS Tami belum ada pencatatan debit. Dalam analisa ketersediaan
air permukaan akan digunakan sebagai acuan adalah debit andalan (dependable flow).
Debit andalan adalah suatu besaran debit pada suatu titik kontrol (titik tinjau) di suatu
sungai dimana debit tersebut merupakan gabungan antara limpasan langsung dan aliran
dasar (Akbar, 2007).
Tabel 2
Mock Bendung Tami
No Descriptio
n Unit Month
Jan Feb Marc Apryl Mei Jun Jul Augt Sep Oct Nov Des
1 Rainfall
(Rh20%) P 195.5
0 85.50 115.0
0 91.00 106.0
0 44.50 42.50 41.00 51.00 65.50 128.0
0
130.0
0
2 Rainy Day n 19.00 15.00 15.00 18.00 18.00 20.00 18.00 17.00 22.00 11.00 26.00 16.00
Limited Evapotranspiration
3 Evapotrans
piration Ep 49.15 33.52 41.13 43.81 56.57 46.94 54.54 67.98 53.38 60.01 49.05 57.67
4 Exposed
Surfaced m% 45,00
0
50.00
0
55,00
0
50,00
0
55,00
0
55,00
0
65,00
0
75,00
0
80.00
0
70.00
0
45,00
0
45,00
0
5 (m/20)*(1
8-n) % 0.023 0.075 0.083 0.000 0.000 0.055 0.000 0.038 0.160 0.245 0.180 0.045
6
dE =
(m/20)*(1
8-n)*Ep
1.106 2,514 3,394 0.000 0.000 2,582 0.000 2,549 8,541 14,70
2 8,828 2,595
7 Et =Ep-dE (3 6) 48.04
4
31,00
5
37,74
1
43.81
2
56,57
1
44,36
1
54,54
1
65,42
6
44,83
9
45,30
6
40.21
7
55,07
5
Water Balance
8
Runoff
Storm (Rs)
=P-Et
(1-7) 147,4
56
54,49
5
77,25
9
47.18
8
49,42
9 0.139 0.000 0.000 6,161 20.19
4
87,78
3
74,92
5
Winarno, Mujiati, Dewi Ana Rusim, Bahtiar, Harmonis Rante
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5148
9
Run Off
Storm 5%
Rs
7,373 2,725 3,863 2,359 2,471 0.007 0.000 0.000 0.308 1,010 4,389 3,746
10 Soil
Storage (8-9) 140.0
83
51,77
0
73,39
6
44,82
9
46,95
8 0.132 0.000 0.000 5,853 19,18
4
83,39
4
71,17
8
11
Soil
Moisture(S
MC=150)
150.0
00
130.4
33
91.30
3
63.91
2
54,43
2
50.40
3
48,69
1
47,96
3
47,65
4
47,52
2
47,46
6
47,42
2
12 Water
Surplus (8-10) 7,373 2,725 3.863 2.359 2,471 0.000 0.000 0.000 0.000 0.000 4,389 3,746
Runoff and ground Water Storage.
13 Initial
Storage
50%S
MC
75,00
0
65.21
7
45,65
2
31.95
6
27.21
6
25.20
2
24.34
6
23,98
2
23,82
7
23,76
1
23.73
3
23.71
1
14 Inflitration
= I'Ws 0.3
(11*0
.3)
45,00
0
39,13
0
27.39
1
19.17
4
16.33
0
15.12
1
14,60
7
14,38
9
14,29
6
14,25
7
14,24
0
14,22
7
15
0,5x
(1+k)x
(baris13)
71,25
0
61,95
6
43.36
9
30.35
8
25.85
5
23.94
1
23.12
8
22.78
2
22.63
6
22.57
3
22,54
6
22.52
5
16 V(n-1) 64.12
5
121.8
38
165,4
14
187.9
05
196,4
37
200.0
63
201.6
04
202.2
59
202.5
37
202.6
55
202.7
05
202.7
27
17
Storage
Volume
(Vn)
(14 +
15)
135.3
75
183.7
93
208.7
83
218.2
63
222.2
92
224.0
04
224,7
32
225.0
41
225.1
73
225.2
28
225.2
52
225.2
52
18 dVn Vn
V(n-1) 0.000 48.41
8
24.99
0 9,480 4.029 1.712 0.728 0.309 0.132 0.056 0.024 0.000
19 Base Flow (13
17)
45.00
0 0.000 2,401 9.694 12.30
1
13,40
9
13.87
9
14.08
0
14,16
5
14,20
1
14,21
6
14.22
6
20 Direct
Runoff
(11-
14)
105.0
00
91.30
3
63.91
2
44.73
9
38.10
2
35.28
2
34.08
4
33.57
4
33.35
8
33.26
5
33.22
6
33.19
5
21 Runoff (18
19)
150.0
00
91.30
3
66.31
3
54,43
2
50.40
3
48.69
1
47.96
3
47.65
4
47.52
2
47,46
6
47.44
2
47,42
2
22 Catchment
Area m² 9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
23 Debit
(m3/bln)
(20*2
1)
1.35E
+08
8.22E
+07
5.97E
+07
4.90E
+07
4.54E
+07
4.38E
+07
4.32E
+07
4.29E
+07
4.28E
+07
4.27E
+07
4.27E
+07
4.27E
+07
24 Debit (m
S/det)
50.40
3
30.68
0
22.28
3
18.29
0
16.93
7
16.36
1
16.11
7
16.01
3
15.96
9
15.95
0
15.94
2
15.93
5
Source: Data Analytics (2024)
Table 3
Availability of Irrigation Water for the Tami River
No. Month
Debit Andal (m3/sec)
Tami River
Availability
1 Jan 50.403
2 Feb 30.680
3 March 22.283
4 Apr 18.290
5 May 16.937
6 June 16.361
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5148
9
Run Off
Storm 5%
Rs
7,373 2,725 3,863 2,359 2,471 0.007 0.000 0.000 0.308 1,010 4,389 3,746
10 Soil
Storage (8-9) 140.0
83
51,77
0
73,39
6
44,82
9
46,95
8 0.132 0.000 0.000 5,853 19,18
4
83,39
4
71,17
8
11
Soil
Moisture(S
MC=150)
150.0
00
130.4
33
91.30
3
63.91
2
54,43
2
50.40
3
48,69
1
47,96
3
47,65
4
47,52
2
47,46
6
47,42
2
12 Water
Surplus (8-10) 7,373 2,725 3.863 2.359 2,471 0.000 0.000 0.000 0.000 0.000 4,389 3,746
Runoff and ground Water Storage.
13 Initial
Storage
50%S
MC
75,00
0
65.21
7
45,65
2
31.95
6
27.21
6
25.20
2
24.34
6
23,98
2
23,82
7
23,76
1
23.73
3
23.71
1
14 Inflitration
= I'Ws 0.3
(11*0
.3)
45,00
0
39,13
0
27.39
1
19.17
4
16.33
0
15.12
1
14,60
7
14,38
9
14,29
6
14,25
7
14,24
0
14,22
7
15
0,5x
(1+k)x
(baris13)
71,25
0
61,95
6
43.36
9
30.35
8
25.85
5
23.94
1
23.12
8
22.78
2
22.63
6
22.57
3
22,54
6
22.52
5
16 V(n-1) 64.12
5
121.8
38
165,4
14
187.9
05
196,4
37
200.0
63
201.6
04
202.2
59
202.5
37
202.6
55
202.7
05
202.7
27
17
Storage
Volume
(Vn)
(14 +
15)
135.3
75
183.7
93
208.7
83
218.2
63
222.2
92
224.0
04
224,7
32
225.0
41
225.1
73
225.2
28
225.2
52
225.2
52
18 dVn Vn
V(n-1) 0.000 48.41
8
24.99
0 9,480 4.029 1.712 0.728 0.309 0.132 0.056 0.024 0.000
19 Base Flow (13
17)
45.00
0 0.000 2,401 9.694 12.30
1
13,40
9
13.87
9
14.08
0
14,16
5
14,20
1
14,21
6
14.22
6
20 Direct
Runoff
(11-
14)
105.0
00
91.30
3
63.91
2
44.73
9
38.10
2
35.28
2
34.08
4
33.57
4
33.35
8
33.26
5
33.22
6
33.19
5
21 Runoff (18
19)
150.0
00
91.30
3
66.31
3
54,43
2
50.40
3
48.69
1
47.96
3
47.65
4
47.52
2
47,46
6
47.44
2
47,42
2
22 Catchment
Area m² 9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
9.00E
+08
23 Debit
(m3/bln)
(20*2
1)
1.35E
+08
8.22E
+07
5.97E
+07
4.90E
+07
4.54E
+07
4.38E
+07
4.32E
+07
4.29E
+07
4.28E
+07
4.27E
+07
4.27E
+07
4.27E
+07
24 Debit (m
S/det)
50.40
3
30.68
0
22.28
3
18.29
0
16.93
7
16.36
1
16.11
7
16.01
3
15.96
9
15.95
0
15.94
2
15.93
5
Source: Data Analytics (2024)
Table 3
Availability of Irrigation Water for the Tami River
No. Month
Debit Andal (m3/sec)
Tami River
Availability
1 Jan 50.403
2 Feb 30.680
3 March 22.283
4 Apr 18.290
5 May 16.937
6 June 16.361
The Capacity Evaluation and Storage Strategy of Tami Weir's Sludge Bag for Irrigation
Water Demand
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5149
7 July 16.117
8 Aug 16.013
9 Sept 15.969
10 Oct 15.950
11 Nov 15.942
12 Des 15.935
Average 20.907
Source: Data Analytics (2024)
Figure 7 Reliable Discharge of Tami Dam Water Availability
(Source: Data Analytics, 2024)
3. Water Demand Analysis
Most of the water demand for irrigation comes from surface water sources. Several
variables affect this demand: weather, soil, cropping pattern, water availability, irrigated
area, irrigation efficiency, planting method, planting schedule, and crop coefficient.
(Gultom, 2021). Several factors are considered when determining DR for irrigation,
including evapotranspiration, percolation, effective rainfall contribution, water
requirement for tillage, water layer replacement, crop water requirement, and overall
irrigation canal efficiency. In planning, the total area of agricultural land can be multiplied
by the irrigation water requirement per hectare.
Table 4
Results of Calculation of Irrigation Water Demand
Year DR
Lt/dt/ha
2013 0.45
2014 1.31
2015 0.63
2016 1.99
2017 0.95
2018 0.67
2019 0.86
2020 0.80
2021 0.56
Tami River
Water Demand
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5149
7 July 16.117
8 Aug 16.013
9 Sept 15.969
10 Oct 15.950
11 Nov 15.942
12 Des 15.935
Average 20.907
Source: Data Analytics (2024)
Figure 7 Reliable Discharge of Tami Dam Water Availability
(Source: Data Analytics, 2024)
3. Water Demand Analysis
Most of the water demand for irrigation comes from surface water sources. Several
variables affect this demand: weather, soil, cropping pattern, water availability, irrigated
area, irrigation efficiency, planting method, planting schedule, and crop coefficient.
(Gultom, 2021). Several factors are considered when determining DR for irrigation,
including evapotranspiration, percolation, effective rainfall contribution, water
requirement for tillage, water layer replacement, crop water requirement, and overall
irrigation canal efficiency. In planning, the total area of agricultural land can be multiplied
by the irrigation water requirement per hectare.
Table 4
Results of Calculation of Irrigation Water Demand
Year DR
Lt/dt/ha
2013 0.45
2014 1.31
2015 0.63
2016 1.99
2017 0.95
2018 0.67
2019 0.86
2020 0.80
2021 0.56
Tami River
Winarno, Mujiati, Dewi Ana Rusim, Bahtiar, Harmonis Rante
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5150
2022 1.18
Source: Data Analytics (2024)
Figure 8 Schematic of Existing Irrigation Network
(Source: Secondary Data Analysis, 2024)
Irrigation service area = 4573.90 ha. Then, the irrigation water requirement is:
Water requirement: Service Area x DRmax
Irrigation Water Requirement: 4573.90 x 1.31
: 5991.81 lt/dt = 5.992 m3/dt
4. Plan Discharger Analysis
Flood discharge analysis can be done using rational, empirical methods (Haspers,
Weduwen, and Melchoir) or synthetic unit hydrographs (Nakayasu, Gama I, ITB, SCS,
etc.). In this hydrological analysis, the rational method, the empirical method (Haspers,
Weduwen, and Melchoir), and the HSS Nakayasu method are used. The following is the
calculation results. (Tarigan & Amalia, 2022).
Table 5
Recapitulation of Planned Flood Discharge Calculation
Re-Period
(Year)
Flood Discharge Plan (m3/dt)
Rational Der Weduwen Haspers Melchoir HSS Nakayasu
2 803,52 399,22 187,03 249,02 694,53
5 1.140,11 607,70 265,37 385,59 1.220,78
10 1.362,96 755,94 317,24 482,02 1.569,20
25 1.644,52 954,15 382,78 609,57 2.131,59
50 1.853,41 1.108,74 431,39 707,88 2.586,13
100 2.060,75 1.268,31 479,65 808,24 3.029,99
Analysis Sedimen
The observation/tracing of several rivers flowing in the Tami watershed, namely at
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5150
2022 1.18
Source: Data Analytics (2024)
Figure 8 Schematic of Existing Irrigation Network
(Source: Secondary Data Analysis, 2024)
Irrigation service area = 4573.90 ha. Then, the irrigation water requirement is:
Water requirement: Service Area x DRmax
Irrigation Water Requirement: 4573.90 x 1.31
: 5991.81 lt/dt = 5.992 m3/dt
4. Plan Discharger Analysis
Flood discharge analysis can be done using rational, empirical methods (Haspers,
Weduwen, and Melchoir) or synthetic unit hydrographs (Nakayasu, Gama I, ITB, SCS,
etc.). In this hydrological analysis, the rational method, the empirical method (Haspers,
Weduwen, and Melchoir), and the HSS Nakayasu method are used. The following is the
calculation results. (Tarigan & Amalia, 2022).
Table 5
Recapitulation of Planned Flood Discharge Calculation
Re-Period
(Year)
Flood Discharge Plan (m3/dt)
Rational Der Weduwen Haspers Melchoir HSS Nakayasu
2 803,52 399,22 187,03 249,02 694,53
5 1.140,11 607,70 265,37 385,59 1.220,78
10 1.362,96 755,94 317,24 482,02 1.569,20
25 1.644,52 954,15 382,78 609,57 2.131,59
50 1.853,41 1.108,74 431,39 707,88 2.586,13
100 2.060,75 1.268,31 479,65 808,24 3.029,99
Analysis Sedimen
The observation/tracing of several rivers flowing in the Tami watershed, namely at
The Capacity Evaluation and Storage Strategy of Tami Weir's Sludge Bag for Irrigation
Water Demand
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5151
several observation/sampling points in S. Skanto, are as follows:
1. At the coordinates of 0476679 Northern, 9698807 Eastern, or on the S. Skanto bridge
near the Company 571 Dormitory, the river spring is turbid (the sediment load is
relatively high), with a concentration of elevated sediment load of 5.0326 gr/ltr.
2. At the coordinates of 0467446 Northern, 9691403 Eastern, or on the S. Skanto bridge
between Arso 9 and Arso 7, the level of turbidity is relatively the same as above, with
a concentration of 2.6574 gr/ltr of elevated sediment.
3. At the coordinates 0459719 Northern, 9683467 Eastern, or on the S. Skanto bridge in
Arso 5, the turbidity level is relatively lower than in the previous two places above,
with the concentration of the kite's sediment charge at 0.9653 gr/ltr.
4. The turbidity level is also relatively high in K. Keruh (S. Sangarum W). An example
is taken at the coordinates 0458828 Northern, 9694973 Eastern, namely at the K.
Muruh bridge in Arso 3, about 100 m upstream from the mouth of K. Jernih (the
meeting of K. Jernih with K. Kemur, at the coordinates 0458913 Northern, 9695008
Eastern), with a sediment load concentration of 2.665895 gr/ltr.
5. From observation/sampling at S. Tami (Asoro W) around the PIR 4 bridge, namely at
coordinates 0477000 Northern, 9671292 Eastern, it is not too cloudy to the naked eye,
with a concentration of sediment load of 0.3728 gr/ltr.
6. In S. Tami's son, who carved near the Arso Kota market, which was observed at the
coordinates of 0474947 Northern, 9677785 Eastern, with a concentration of sediment
load of 1.8275 gr/ltr.
Then the amount of sediment = 5.0326 + 2.6574 + 0.9653 + 2.665895 + 0.3728 +
1.8275
= 13,521 gr/ltr. In determining the magnitude of the sediment volume, it is necessary to
calculate the sediment discharge (Qsm) first with several parameters, namely:
Constant values (K) = 0.0864
Plan debit (Qn) = 5.992 m3/dtk
Sediment concentration value (Cs) = 13,521 gr/lt = 13521.5 mg/lt
Sediment content weight (ɣs) = 1.34 gr/cm3
Then, it is analyzed with the formula:
Qsm = k x Cs x Q
= 0.0864 x 13521.5 x 5.992
= 6.999 ton/hr
The discharge is worth 4.096 tons/day then divided by the weight of the sediment
content (ɣs = 1.34 gr/cm3), then it is obtained:
Qsm = 6.999 / 1,34
= 5.224 m3/hr
So, the sediment discharge in the Tami Dam Irrigation Area is 5,224 m3 /hr.
Analisis Volume Sedimen
Based on the Irrigation Planning Criteria (KP) – 02, the amount of sediment volume
acquisition is recommended to pay attention to the interval between the flushing time
Water Demand
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5151
several observation/sampling points in S. Skanto, are as follows:
1. At the coordinates of 0476679 Northern, 9698807 Eastern, or on the S. Skanto bridge
near the Company 571 Dormitory, the river spring is turbid (the sediment load is
relatively high), with a concentration of elevated sediment load of 5.0326 gr/ltr.
2. At the coordinates of 0467446 Northern, 9691403 Eastern, or on the S. Skanto bridge
between Arso 9 and Arso 7, the level of turbidity is relatively the same as above, with
a concentration of 2.6574 gr/ltr of elevated sediment.
3. At the coordinates 0459719 Northern, 9683467 Eastern, or on the S. Skanto bridge in
Arso 5, the turbidity level is relatively lower than in the previous two places above,
with the concentration of the kite's sediment charge at 0.9653 gr/ltr.
4. The turbidity level is also relatively high in K. Keruh (S. Sangarum W). An example
is taken at the coordinates 0458828 Northern, 9694973 Eastern, namely at the K.
Muruh bridge in Arso 3, about 100 m upstream from the mouth of K. Jernih (the
meeting of K. Jernih with K. Kemur, at the coordinates 0458913 Northern, 9695008
Eastern), with a sediment load concentration of 2.665895 gr/ltr.
5. From observation/sampling at S. Tami (Asoro W) around the PIR 4 bridge, namely at
coordinates 0477000 Northern, 9671292 Eastern, it is not too cloudy to the naked eye,
with a concentration of sediment load of 0.3728 gr/ltr.
6. In S. Tami's son, who carved near the Arso Kota market, which was observed at the
coordinates of 0474947 Northern, 9677785 Eastern, with a concentration of sediment
load of 1.8275 gr/ltr.
Then the amount of sediment = 5.0326 + 2.6574 + 0.9653 + 2.665895 + 0.3728 +
1.8275
= 13,521 gr/ltr. In determining the magnitude of the sediment volume, it is necessary to
calculate the sediment discharge (Qsm) first with several parameters, namely:
Constant values (K) = 0.0864
Plan debit (Qn) = 5.992 m3/dtk
Sediment concentration value (Cs) = 13,521 gr/lt = 13521.5 mg/lt
Sediment content weight (ɣs) = 1.34 gr/cm3
Then, it is analyzed with the formula:
Qsm = k x Cs x Q
= 0.0864 x 13521.5 x 5.992
= 6.999 ton/hr
The discharge is worth 4.096 tons/day then divided by the weight of the sediment
content (ɣs = 1.34 gr/cm3), then it is obtained:
Qsm = 6.999 / 1,34
= 5.224 m3/hr
So, the sediment discharge in the Tami Dam Irrigation Area is 5,224 m3 /hr.
Analisis Volume Sedimen
Based on the Irrigation Planning Criteria (KP) – 02, the amount of sediment volume
acquisition is recommended to pay attention to the interval between the flushing time
Winarno, Mujiati, Dewi Ana Rusim, Bahtiar, Harmonis Rante
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5152
(ΔT) and the flushing time between seven to fourteen days. Thus, the sediment volume
(Vs) can be calculated by:
V = Debit sedimen x T
It is planned to flush once every fourteen (14) days, then the volume of sediment is
calculated:
Vs = 5.22 m3/hr x 14 days
= 73.134 m3
A sediment volume of 73,134 m3 was obtained with a flushing time of every fourteen
(14) days.
Performance Evaluation of the Tami Dam Mud Bag
At this stage, the researcher identified the problem of the performance of the mud
bag at the Tami Dam by conducting direct interviews with informants. The performance
of the mud bags at the Tami Dam has decreased, where there are many alluvial sediments.
The performance of the mud bag at the Tami Dam can be said to be unable to operate
correctly due to the large amount of sediment deposits, which is as high as the drain's
threshold, making hydraulic draining impossible. (KURNIAWAN, 2023).
Based on the observations and interviews conducted, the analysis of the
performance of mud bags at the Tami Dam can be described as follows:
Table 6
Results of Mud Bag Performance Analysis Interview Results
A crane was planned to transport the
wood material around the dam, but this
has not been implemented. Currently,
the OP that is carried out only transports
periodically after the flood subsides by
manual means.
Sedimentary material is dominated by alluvial
sediments sourced from the river's upper
reaches. This condition affects the
performance of the sandtrap building, which
is currently no longer functional.
The sludge bag does not function
optimally because the sediment downstream
of the drain door is as high as the threshold of
the drain door, so hydraulic draining cannot be
done. The intake door is never operated; it is
always open, even during floods, so sediment
enters the channel excessively.
Making a drainage building two
downstream of the central canal, but
this effort is also not optimal because
the position of the downstream launch
channel of the drainage door that is
perpendicular to the flow of the Tami
River has been covered by sediment
from the Tami River.
OP's activities, such as dredging sediment in
mud bags and channels (OP costs Rp 2
billion/year), cannot compensate for the
incoming sediment.
Most of the buildings and canals in the
irrigation area system are still good.
Due to the malfunction of the mud bags,
sedimentation entered the network, filling
irrigation canals and tapped buildings.
Source: Data Analytics (2024)
SWOT Analysis of Mud Bag Problems
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5152
(ΔT) and the flushing time between seven to fourteen days. Thus, the sediment volume
(Vs) can be calculated by:
V = Debit sedimen x T
It is planned to flush once every fourteen (14) days, then the volume of sediment is
calculated:
Vs = 5.22 m3/hr x 14 days
= 73.134 m3
A sediment volume of 73,134 m3 was obtained with a flushing time of every fourteen
(14) days.
Performance Evaluation of the Tami Dam Mud Bag
At this stage, the researcher identified the problem of the performance of the mud
bag at the Tami Dam by conducting direct interviews with informants. The performance
of the mud bags at the Tami Dam has decreased, where there are many alluvial sediments.
The performance of the mud bag at the Tami Dam can be said to be unable to operate
correctly due to the large amount of sediment deposits, which is as high as the drain's
threshold, making hydraulic draining impossible. (KURNIAWAN, 2023).
Based on the observations and interviews conducted, the analysis of the
performance of mud bags at the Tami Dam can be described as follows:
Table 6
Results of Mud Bag Performance Analysis Interview Results
A crane was planned to transport the
wood material around the dam, but this
has not been implemented. Currently,
the OP that is carried out only transports
periodically after the flood subsides by
manual means.
Sedimentary material is dominated by alluvial
sediments sourced from the river's upper
reaches. This condition affects the
performance of the sandtrap building, which
is currently no longer functional.
The sludge bag does not function
optimally because the sediment downstream
of the drain door is as high as the threshold of
the drain door, so hydraulic draining cannot be
done. The intake door is never operated; it is
always open, even during floods, so sediment
enters the channel excessively.
Making a drainage building two
downstream of the central canal, but
this effort is also not optimal because
the position of the downstream launch
channel of the drainage door that is
perpendicular to the flow of the Tami
River has been covered by sediment
from the Tami River.
OP's activities, such as dredging sediment in
mud bags and channels (OP costs Rp 2
billion/year), cannot compensate for the
incoming sediment.
Most of the buildings and canals in the
irrigation area system are still good.
Due to the malfunction of the mud bags,
sedimentation entered the network, filling
irrigation canals and tapped buildings.
Source: Data Analytics (2024)
SWOT Analysis of Mud Bag Problems
The Capacity Evaluation and Storage Strategy of Tami Weir's Sludge Bag for Irrigation
Water Demand
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5153
SWOT analysis is an analysis of an organization's internal and external conditions,
which is then used as a basis for designing strategies and work programs (Situmorang et
al., 2019). Based on the problems that exist in the Mud Bags at the Tami Dam in Jayapura
City, a SWOT analysis can be carried out to obtain an optimization strategy for handling
mud bags at the Tami Dam Jayapura City.
Table 7
SWOT Analysis of Sludge Bag Performance
Strenght
(Kekuatan) Weakness (Kelemahan) Opportunity
(Peluang) Threat (Ancaman)
• Most of the
buildings and
canals in the
irrigation area
system are still
good, even
though the
sludge bags are
no longer
functioning.
• The existence of
2 drainage
buildings to help
overcome the
sedimentation
problem.
• Sediment accumulated
along the main channel
from Mud Bag Building
1 to Mud Bag 2 and First
Partition Building.
• the existence of the Tami
dam during the flood
caused an
inundation/backwater
effect and flooding
upstream, especially at
the confluence of the
river.
• The existing OP
personnel are not optimal
and have not yet been
incorporated into the
P3A farmer group.
• Absence of OP manuals
in operations and
maintenance of both
weirs and networks.
• The lack of OP Officers
compared to the volume
of activities is
inadequate.
• Lack of cost and
maintenance in operation
and maintenance and the
participation of the
farming community
(P3A) in the involvement
of OP activities.
• The existence
of PUPR
Office of the
irrigation
section
handles
explicitly the
problem of
mud bags and
other irrigation
networks.
• Irrigation
channels that
are still good
so that they can
support food
security for the
community.
• The existence of
materials sourced
from the upstream of
the river that carry
materials in the form
of alluvial sediment
and wood sediment
overflowing the
landmark and
alluvial sediment
that enters the main
channel due to
damage to the intake
door.
• The change of land
(land use change)
into a pond affects
the distribution of
water, the
downstream part
does not receive
water because the
upstream part is
used for ponds.
• The existence of the
Tami tributary is
indicated to produce
alluvial sediment
due to the
characteristics of the
river cliffs and
changes in river
geometry due to
sedimentation
Source: Data Analytics (2024)
Strategies for Handling Mud Bag Problems
From the results of the SWOT analysis above, the resulting strategy to overcome
the problems that are obstacles to the mud bags at the Tami Dam, Jayapura City are as
follows:
1. Rehabilitation of intake doors at Tami Dam,
Water Demand
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5153
SWOT analysis is an analysis of an organization's internal and external conditions,
which is then used as a basis for designing strategies and work programs (Situmorang et
al., 2019). Based on the problems that exist in the Mud Bags at the Tami Dam in Jayapura
City, a SWOT analysis can be carried out to obtain an optimization strategy for handling
mud bags at the Tami Dam Jayapura City.
Table 7
SWOT Analysis of Sludge Bag Performance
Strenght
(Kekuatan) Weakness (Kelemahan) Opportunity
(Peluang) Threat (Ancaman)
• Most of the
buildings and
canals in the
irrigation area
system are still
good, even
though the
sludge bags are
no longer
functioning.
• The existence of
2 drainage
buildings to help
overcome the
sedimentation
problem.
• Sediment accumulated
along the main channel
from Mud Bag Building
1 to Mud Bag 2 and First
Partition Building.
• the existence of the Tami
dam during the flood
caused an
inundation/backwater
effect and flooding
upstream, especially at
the confluence of the
river.
• The existing OP
personnel are not optimal
and have not yet been
incorporated into the
P3A farmer group.
• Absence of OP manuals
in operations and
maintenance of both
weirs and networks.
• The lack of OP Officers
compared to the volume
of activities is
inadequate.
• Lack of cost and
maintenance in operation
and maintenance and the
participation of the
farming community
(P3A) in the involvement
of OP activities.
• The existence
of PUPR
Office of the
irrigation
section
handles
explicitly the
problem of
mud bags and
other irrigation
networks.
• Irrigation
channels that
are still good
so that they can
support food
security for the
community.
• The existence of
materials sourced
from the upstream of
the river that carry
materials in the form
of alluvial sediment
and wood sediment
overflowing the
landmark and
alluvial sediment
that enters the main
channel due to
damage to the intake
door.
• The change of land
(land use change)
into a pond affects
the distribution of
water, the
downstream part
does not receive
water because the
upstream part is
used for ponds.
• The existence of the
Tami tributary is
indicated to produce
alluvial sediment
due to the
characteristics of the
river cliffs and
changes in river
geometry due to
sedimentation
Source: Data Analytics (2024)
Strategies for Handling Mud Bag Problems
From the results of the SWOT analysis above, the resulting strategy to overcome
the problems that are obstacles to the mud bags at the Tami Dam, Jayapura City are as
follows:
1. Rehabilitation of intake doors at Tami Dam,
Winarno, Mujiati, Dewi Ana Rusim, Bahtiar, Harmonis Rante
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5154
2. Rehabilitasi pintu penguras bendung
3. Rehabilitation of drain and sludge bag door 1:
a. Repair of mud bag doors to the main channel and towards the river,
b. Extend the door pillar towards the river and extend the tidal pool.
4. Deepen the Main channel with the Settling Pond and make a channel towards the
sandtrap one launcher channel (downstream of the Olakan pond)
5. Make a sediment-settling pond with a combination of regulating doors (inlet and
outlet) along the main channel next to the main channel.
6. Construct a Siltdam building near the downstream floodway confluence.
Conclusion
Based on the research conducted, namely, the Evaluation and Strategy of the Tami
Dam Mud Bag Capacity and Irrigation Water demands, it can be concluded as follows:
1.) Mud bag capacity of the flushing period is obtained sediment volume of 73,134 m3
with a flushing time for 14 days. 2.) During the deposition in the mud bag, the water
velocity will increase, and the deposition process begins to decrease. At that time, the
sediment will begin to enter the channel. To overcome this situation, the sludge bag must
be drained. 3.) The performance of the mud bags at Tami Weir has decreased, where there
is much alluvial sediment. The performance of the mud bag at Tami Dam can already be
said to be unable to operate correctly due to the large number of sediment deposits, which
are as high as the drain door's threshold, making hydraulic draining impossible. To
overcome the problems that become obstacles to mud bags at the Tami Dam in Jayapura
City, the following steps are needed: a. Rehabilitation of the intake door at Tami Weir, b.
Rehabilitation of the weir's drain door, c. Rehabilitation of the drain and mud bag door 1:
1. Repair the mud bag door to the main channel and towards the river 2. Extend the door
pillar towards the river and extend the olak pool, d. Deepen the main channel with the
main pool. Deepen the main channel with a settling pond and channel towards the
sandtrap launcher channel 1 (downstream of the Olakan pond)., e. Make a sediment-
settling pond d. Deepen the main channel with a settling pond and channel towards the
sandtrap launcher channel 1 (downstream of the Olakan pool). e. Make a sediment-
settling pond with a combination of regulating doors (inlet and outlet) along the main
channel next to the main channel. f. Build a Siltdam building near the downstream
floodway confluence
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5154
2. Rehabilitasi pintu penguras bendung
3. Rehabilitation of drain and sludge bag door 1:
a. Repair of mud bag doors to the main channel and towards the river,
b. Extend the door pillar towards the river and extend the tidal pool.
4. Deepen the Main channel with the Settling Pond and make a channel towards the
sandtrap one launcher channel (downstream of the Olakan pond)
5. Make a sediment-settling pond with a combination of regulating doors (inlet and
outlet) along the main channel next to the main channel.
6. Construct a Siltdam building near the downstream floodway confluence.
Conclusion
Based on the research conducted, namely, the Evaluation and Strategy of the Tami
Dam Mud Bag Capacity and Irrigation Water demands, it can be concluded as follows:
1.) Mud bag capacity of the flushing period is obtained sediment volume of 73,134 m3
with a flushing time for 14 days. 2.) During the deposition in the mud bag, the water
velocity will increase, and the deposition process begins to decrease. At that time, the
sediment will begin to enter the channel. To overcome this situation, the sludge bag must
be drained. 3.) The performance of the mud bags at Tami Weir has decreased, where there
is much alluvial sediment. The performance of the mud bag at Tami Dam can already be
said to be unable to operate correctly due to the large number of sediment deposits, which
are as high as the drain door's threshold, making hydraulic draining impossible. To
overcome the problems that become obstacles to mud bags at the Tami Dam in Jayapura
City, the following steps are needed: a. Rehabilitation of the intake door at Tami Weir, b.
Rehabilitation of the weir's drain door, c. Rehabilitation of the drain and mud bag door 1:
1. Repair the mud bag door to the main channel and towards the river 2. Extend the door
pillar towards the river and extend the olak pool, d. Deepen the main channel with the
main pool. Deepen the main channel with a settling pond and channel towards the
sandtrap launcher channel 1 (downstream of the Olakan pond)., e. Make a sediment-
settling pond d. Deepen the main channel with a settling pond and channel towards the
sandtrap launcher channel 1 (downstream of the Olakan pool). e. Make a sediment-
settling pond with a combination of regulating doors (inlet and outlet) along the main
channel next to the main channel. f. Build a Siltdam building near the downstream
floodway confluence
The Capacity Evaluation and Storage Strategy of Tami Weir's Sludge Bag for Irrigation
Water Demand
Indonesian Journal of Social Technology, Vol. 5, No. 11, November 2024 5155
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Akbar, A. A. (2007). Konspirasi di balik lumpur lapindo: Dari aktor hingga strategi
kotor. Galangpress Group.
Budiman, R. (2018). Simulasi transpor sedimen sungai progo di sekitar intake kamijoro.
Gultom, R. Y. (2021). Evaluasi Efektivitas Pelaksanaan Strategi Sanitasi Kota (SSK)
Kota Pekanbaru Di Kecamatan Tampan. Universitas Islam Riau.
Hermawan, A., & Afiato, E. N. (2021). Analisis Angkutan Sedimen Dasar (Bed Load)
Pada Saluran Irigasi Mataram Yogyakarta. Teknisia, 20–30.
KURNIAWAN, A. (2023). Evaluasi Pembangkit Listrik Tenaga Sampah Menggunakan
Metode Gasifikasi Di Benowo Surabaya Jawa Timur. Universitas Islam Sultan
Agung.
NINGRUM, F. (2020). Optimasi Pengelolaan Sumberdaya Air Waduk Gempol (Studi
Kasus: Daerah Irigasi GONDANG-UPT Lamongan). Universitas Bhayangkara.
SHABRI, K. (2019). Analisa Total Angkutan Sedimen Dasar (Bed Load) Di Sungai Kumu
Desa Rambah Hilir. Universitas Pasir Pengaraian Kabupaten.
Situmorang, W., Anwar, N., & Sidharti, T. S. (2019). Evaluasi kinerja penyediaan air
baku embung sei gesek dengan pendekatan balanced scorecard. Jurnal Manajemen
Teori Dan Terapan, 12(1), 18–29.
Suharto, S., & Indarti, R. E. (2019). Analisis Angkutan Sedimen Kali Progo. Teras, 9(4),
59–72.
Tarigan, E. M., & Amalia, A. (2022). Penyimpanan Limbah Bahan Berbahaya dan
Beracun B3 (Studi Kasus Pengolahan, Penampungan, Penjernihan dan Distribusi
Air Bersih CV X). Indonesian Journal of Applied Science and Technology, 3(2),
57–66.