http://journal.uir.ac.id/index.php/JGEET E-ISSN : 2541-5794 P-ISSN : 2503-216X Journal of Geoscience, Engineering, Environment, and Technology Vol 8 No 1 2023 62 Travis, K., et al./ JGEET Vol 8 No 1/2023 RESEARCH ARTICLE Analysis of Land Subsidence in Peatlands in the Awareness Area of Pekanbaru, Riau, Indonesia Kevin Travis 1,*, Izzati Nazra1, John Thor1, William Adam1 1 Department of Environmental, University of the Sunshine Coast, Australia * Corresponding author : traviskvn01@gmail.com Tel.:+61-491-570-110 Received: Oct 1, 2022; Accepted: March 20, 2023. DOI: 10.25299/jgeet.2023.8.1.13461 Abstract This study area is administratively located in Parit Indah District, Bukit Raya District, Pekanbaru City, Riau Province. Geographically, the research area is located at coordinates 0° 28' 30.92" N 101° 28' 9.45" E N 0° 27' 25.63" - 101° 29' 47.30" E. The aim of this study was to find out the effect of peat soil types on subsidence. The data collection method in this study was carried out using sieve analysis, water content analysis, specific gravity, subsidence analysis, and soil testing in the laboratory. The effect of peat soil on subsidence has a significant effect between the type of peat and subsidence, the higher the maturity level of the peat, the lower the level of subsidence on peat soil. Based on the results of the study, the soil consolidation test with a depth of 75cm-3m had a soil settlement value of 0.467. It is recommended to do this to reduce the impact of subsidence in the land area such as the research area so that it does not have too much impact on the construction which i s carried out by hardening the location using the vertical wick drain method, as well as for building foundations it can be done using chicken claw foundation. Keywords: Characteristics, Peat Soil, Subsidence, Consolidation Test 1. Introduction The area of Indonesian peatlands is estimated to range from 17-21 million hectares (Soil Research Institute, 2011), and Riau is one of the provinces in Indonesia located on the island of Sumatra which has an area of approximately 8.7 million hectares, of which 3.9 million hectares is peat land. Fibrous peat soils have poor physical and technical properties, namely high water content and void ratio, low specific gravity and carrying capacity, and large and uneven compression. Peatlands that are dry and no longer store water which then causes subsidence or subsidence. There are two types of subsidence, namely endogenic subsidence and exogenic subsidence. Endogenic subsidence is caused by natural forces from within the earth such as plate movements, folding and faulting of the earth's surface and earthquakes. Exogenic subsidence is caused by human activities such as underground mining, excess groundwater extraction, oil and gas drilling activities and changes in soil composition. The construction of a housing complex which carried out in the research area is the basis for research to be able to calculate the impact of peatland subsidence and solutions to inhibit peatland subsidence. 2. Study Area Administratively the research area is located in a conscious housing area in the awareness area of Tangkerang Labuai Village, Marpoyan Damai District, Pekanbaru City, Riau Province. "- 101° 29' 47.30" E. Stratigraphically, the study area is composed of rocks which are surface deposits, namely Old Surface Deposits (Qp) based on Clarke, M.C.G et al., 1982. Geological Map of Pekanbaru Sheet, Riau. F i g 1. Research area i n Pekanbaru City ( Source : BAPPEDA Kota Pekanbaru ) 3. Methodology 3.1 Research Object To carry out all the research methodology, we summarize all the research steps as 1. Sampling by hand auger method 2. Sieve analysis, is an analysis of filtering a soil sample through a set of sieve 3. Liquid Limit is a certain water content where the behavior changes from plastic to liquid. Plastic limit is defined as the water content in a position between plastic and semi-solid. 4. The relationship between the Atterberg Limit and Soil Properties is useful for estimating the properties and knowing the type of soil The water content in the soil is the ratio between the weight of the water contained in http://journal.uir.ac.id/index.php/JGEET mailto:traviskvn01@gmail.com Travis, K., et al./ JGEET Vol 8 No 1/2023 63 the soil and the weight of the soil grains, and is expressed in percent. 5. Specific gravity is the ratio between the weight of soil and the weight of water using the same volume. 6. Consolidation Analysis 3.2 Sieve Analysis The use of Sieve Analysis is to find out the physical properties of the soil to be tested. While the purpose of Sieve Analysis is to find out a soil to be tested, whether it is poorly graded, uniformly graded or well graded, as well as to determine grain size. The results of the sieve analysis are generally depicted on semi-logarithmic paper, which is known as the grain size distribution curve. The parameters of the grain size distribution curve include; 1. The effective size is the diameter in the grain size distribution curve corresponding to the finer 10% (passes the sieve), 2. The uniformity coefficient is a coefficient that shows the uniform properties of the soil. If : Cu = D60/D10. The value of Cu and Cz = 1, then the soil grains are the same size. Cu value > 5, the soil grains are increasingly non-uniform. Cu value < 3, then the soil grains are more uniform. 3. The Coefficient of Gradation is a coefficient that shows the distribution of grain size variations If: Cz < 5 graded well, if value Cz> 5 graded badly. 4. Sorting Cooeficient So = √D75/D25 If : So < 2.5, then the sorting is good. So 2.5 – 4, then the sorting is moderate. So > 4, then the sorting is bad 3.3 Moister Content (Content of Water in Soil) The water content in the soil is the amount of water in the pore space between the soil grains which is dried using an oven. This analysis is carried out to determine the amount of water in the soil expressed as a percent – the age of dry soil mass. The following is the formula for calculating the water content in the soil Weight of Water = W2 – W3 Dry Soil Weight = W3 – W1 Moisture Content (%) = (W2 – W3 / W3 – W1) x 100% Note: W1 is the weight of the container. W2 is wet soil sample + container. W3 is dry soil sample + container. Table 1. Calculation Table of Moisture Content Number of Treatment Per.01 Per.02 Per.03 Wet Ground Mass + Cup 𝑚2 gr Dry Ground Mass + Cup 𝑚3 gr Cup Mass 𝑚1 gr Water Mass 𝑚2 − 𝑚3 gr Dry Ground Mass 𝑚3 − 𝑚1 gr F. 𝑚 2 − 𝑚3 x 100% 𝑚 3 − 𝑚 1 Water content in the ground % If: The water content in the soil is 20% - 100%, then the soil is normal. The water content in the soil is > 100%, then the soil is saturated with water. The water content in the soil is <20%, then the soil is dry. 3.4 Consolidation Test The consolidation test is used to determine the compression properties of a soil sample, namely the nature of the change in contents and the process of water escaping from the soil due to axial pressure acting on the soil. 4. Result and Discussion 4.1 Hand Auger In the drilling that has been carried out in the study area (Figure 2), there is 1 log out of 10 drilled holes, this is because all types of peat in all drill holes in the study area are the same physically, namely: Figure 2. The sampling process using the hand auger method 4.1.1 Bore Hole 06 Pada Lubang Bor 06 dengan koordinat N 00°27'12.74'' E 101°28'49.85'' dengan kedalaman 3 meter ditemukan 2 jenis In Bore Hole 06 with coordinates N 00°27'12.74'' E 101°28'49.85'' with a depth of 3 meters, 2 types of lithology were found, namely clay (soil stockpile) and peat. This lithology is found at different depths as can be seen in Figure 3. The following drill hole 06 logs have been made: Figure 3. Borehole Log 06 4.2 Sieve Analysis In the study area, the soil types in this study area were dominated by fibrous soils or peat soils, so that sieve analysis was used to determine the grain size distribution of the soil. Cz = (𝐷30) 𝐷60 𝑥 𝐷10 64 Travis, K., et al./ JGEET Vol 8 No 1/2023 The following is the result of sieve analysis in the laboratory from the drill hole 6 sample: 4.2.1 Bore Hole 06 (Depth :75 cm – 3m) Total unit weight: 79.23 grams Table 2. Data from Bore Hole Sieve Analysis Results 06 Depth 0.75 – 3 m Sieve Size Individual Retained ( Gram ) Cumulative Retained ( Gram ) Percent Retained ( % ) Percent Passing ( % ) Inch Mm # 4 4.75 14.75 14.75 18.62 81.38 # 10 2.00 17.23 31.98 40.36 59.64 # 20 0.850 19.42 51.40 64.87 35.13 # 40 0.425 5.94 57.34 72.37 27.63 # 60 0.250 2.94 60.28 76.08 23.92 # 140 0.106 5.85 66.13 83.47 16.53 # 200 0.075 1.15 67.28 84.92 15.08 Fig 4. Graph of bore hole 06 sieve analysis Dealing with the data in Figure 4, it can be seen that the smaller the size of the filter hole, the less sample is filtered. For example, with a sieve size of 4.75, 81.38% of the sample was filtered out, which is the largest filter hole size and the number of samples that pass through the filter is also the largest. On a 2.00 mm sieve hole size, the less the sample passes the sieve, which is as much as 59.64%. At the smallest sieve size of 0.075 mm, the least filtered sample is 15.08 mm. Figure 4 can be seen that the sieve analysis graph shows that the sample contains fine sand to medium gravel material. After obtaining the above data, it is then plotted onto a sieve analysis diagram to find out the grain distribution of the Bore Hole 06 sample with a depth of 75cm – 3m, and the following calculations are also obtained: a. Sorting Coefficient(So) 𝑆𝑜 = √(𝑑75/𝑑25) 𝑆𝑜 = √(6𝑚𝑚/0,5𝑚𝑚) 𝑆𝑜 = 3,4mm Dealing with the results of Figure 4, it can be concluded that in bore hole 06 with a depth of 75cm – 3 m, the grain size distribution of fine sand is obtained. However, the data cannot be determined for the Cu and Cz calculation values because the value of 𝐷10 is not known. Because the sample has stopped on the 200 sieve with a larger presentation than 10%, but Cu and Cz can still be known through the curve graph of the sieve analysis results above where the sample curve is in the type of fine sand to medium gravel, with sand in the size of 0.7mm – 2mm and graval from 2mm – 9mm, which means that the sample in the study area is non-uniform and well graded, and from the calculation results obtained So = 3.4, which means moderate sorting. 4.3 Water Content in Soil The water content in the soil in the study area is very influential on the consistency of the soil, and the suitability of the soil for cultivation in the study area. Because the amount of peat water in the study area has a big effect on the soil derivatives that will occur. The following are the results of the analysis of soil water content from the bore hole samples: Table 3. Data from Analysis of Water Content in Soil Data Unit Mass Cup Weight+wet ground gr 48,03 Cup Size+dry ground gr 18.54 Cup Weight gr 8,5 Water weight gr 29.49 Berat dry ground gr 10,04 Water content % 293,73 Regarding to he soil water content test experiments in this study, the experimental results were obtained as follows: W = M2−M1 M3−M1 𝑥100 W = 48,03 gram −18,54 gram 18.54 gram −8.5 gram 𝑥100 W = 29,49 gram 10,04 gram 𝑥100 W = 293,73 W = Moisture Content 𝑚1 = Weight of Cup 𝑚2 = Weight of Cup + Wet Soil 𝑚3 = Large Cup + Dry Soil Based on the data that has been analyzed above, the percentage of water content in peat soil at a depth of 0.75-3 meters is 293.37%, which means that the type of peat soil in this study area is water saturated. The water content in the soil in the study area is influenced by the organic content in the soil. Dry soil has a low organic content while water-saturated soil has a high organic content. Evidenced by the discovery of many roots and stems of plants. Fig 5. An example of an organic content in the soil in the study area 4.4 Test of Atterberg Limit The Atterberg Limit test is divided into two tests, namely: 4.4.1 Liquid Limit Test The following is an analysis of the results of the liquid limit test in the laboratory, namely: Liquid Limit Test Bore Hole 01 Depth 75cm-3m The following is a table of the results of the liquid limit test for soil samples and a graph of the relationship between the Travis, K., et al./ JGEET Vol 8 No 1/2023 65 number of knocks and the liquid limit for soil samples at a depth of 75 cm to 3 meters. Table 4. Results of the Liquid Limit Test for Soil Samples at a Depth of 75 cm – 3 m Water Limit Test (Soil Type: Sand) Cup Number 1 2 3 4 Cup Weight Gram Non Plastic Cup Weight + Wet ground Gram Cup Weight + Dry ground Gram Weight of Wet ground Gram Weight of Dry ground Gram Water weight Gram Water content (LL) % Number of Hit Kali Soil samples at a depth of 0.75 – 3 m cannot be tested for liquid limit values because the type of soil at this depth is sandy soil, where sand is semi-solid and dense or because the liquid limit is the boundary between a semi-liquid and semi-plastic state, so the type of soil that is The only liquid limit test that can be tested is clay soil, silt soil, or sandy soil containing a mixture of clay, in other words, soil that has a mixture of plastic materials, so that soil samples at a depth of 0.75 to 3 meters cannot be tested. . 4.4.2 Plastic Limit The plastic limit is defined as the water content in the soil between the plastic and semi-solid phases. If the water content in the soil decreases, the soil becomes harder and has the ability to withstand deformation. The plastic limit test is intended to determine the amount of water content in the soil sample when the soil changes from the plastic phase to the semi-solid phase or vice versa. Plastic Limits of Soil Samples at a Depth of 0.75cm – 3M The following is the result of the plasticity limit test for soil samples at a depth of 75cm – 3m which has a sandy soil type. Table 5. Results of the Plastic Limit Test for Soil Samples at a depth of 75 cm – 3m Plastic Limit Test (Soil Type : Sand) Cup Number 1 2 3 4 Cup Weight Gram Non Plastic Cup Weight + Wet ground Gram Cup Weight + Dry ground Gram Berat Wet ground Gram Berat Dry ground Gram Water weight Gram Water content (LL) % Average Plastic Limit (PL) % Soil samples at a depth of 0.75 – 3 meters cannot be tested for plastic limit values because the type of soil at this depth is sand, where sand is semi-solid and dense or because the plastic limit is the boundary between a plastic and semi-solid state, so the only soil type can be tested the liquid limit is clay soil, silt soil, or sandy soil containing a mixture of clay, in other words the soil at a depth of 0.75 – 3 meters has almost no plasticity. 4.5 Spesific Gravity Tests Specificgravity or specific gravity is the ratio between the grain weight of the soil and the grain volume at a certain temperature. The soil referred to here is the grain weight of the soil itself without water or air (without pores). While the volume of soil referred to in this case is the volume of soil without containing pores. Following are the results of the specific gravity analysis on drill hole 06 in the study area: Table 6. Data from the Specific Grafity Analysis Data Unit Mass Pignimeter gr 162.0 Sand Weight gr 102.3 Pigno weight + water gr 659.4 Cup Weight + water + dry ground gr 692.9 Weight of dry ground gr 33.5 gr 68.8 Spesific gravity gr 1.487 In the table above, the W2 value or sand weight is 102.3gr and the dry weight or W6 is 68.8gr. Following are the results of specific calculations from the soil samples in the study area: GS = W2 W6 GS = 102,3 68,8 GS = 1,487 Description: W1 = Pignimeter W2 = Sand Weight W3 = Piqno Weight + Water W4 = Cup Weight + Water + Dry Resistant W5 = Weight of Dry Soil The results of calculating specific gravity analysis data in the study area, a specific gravity of 1,487 grams was obtained, which means that in the study area the type of soil is peat soil/organic soil because the distance ranges from 1.25-1.80. The research area is included in the low specific gravity where it will be easier to decrease. Figure 6. One of the SPGR Test Process Documentations 4.6 Consolidation Test Consolidation is divided into two, namely direct consolidation and gradual consolidation. In this analysis, gradual consolidation is used. The following are the results of the study area consolidation analysis: 4.6.1 Consolidation Coefficient (CV) The consolidation coefficient states the speed of the consolidation process of a soil and this analysis is used to determine the velocity of water flow in the vertical direction in the soil. The following results of calculating the CV value can be seen from the table below: Table 7. Data from Consolidated Coefficient Analysis Results Pkpa Cv 50.00 0.16667 100.00 0.36259 200.00 0.48006 400.00 0.37581 In the table above, we can see that at a minimum pressure of 50.00 Kpa, there is a decrease in speed of 0.16667. When the pressure is increased to 100.00 Kpa, the decreasing speed also experiences a greater change, namely 0.36359. At a pressure of 200.00 Kpa, the greatest decreasing speed is 0.48006. However, at the maximum pressure of 400.00 Kpa, the decrease speed is 0.37581 which is smaller than the pressure of 200.00. For more details, see the CV chart below: 66 Travis, K., et al./ JGEET Vol 8 No 1/2023 Fig 7. Data Graph of Consolidated Coefficient Analysis Results From the results of the consolidation coefficient (CV) above, we can see that peat has a relatively high increase in CV. This is because peat soil has high permeability properties, so it is easily penetrated by water. Due to the nature of high permeability when pressure is applied, water will flow out of the soil quickly so that the soil subsidence that occurs is also greater and the faster it reaches a stable layer of soil when it has run out of compressed pore water. The land will continue to decrease until it is in a stable position. 4.6.2 Compression Coefficien (CC) Compression Coefficien or compression index is used to calculate the amount of settlement that occurs in the study area, as a result of consolidation can be determined from the curve that shows the relationship between pore and pressure. More details can be seen in Table 8 of the compression index calculation results in the study area: Table 8. Compression Coefficien Analysis Result Data Pkpa Voidratio 50.00 4.130 100.00 3.942 200.00 3.797 400.00 3.700 From the table above, the relationship between void ratio and effective pressure shows that the void ratio decreases in proportion to the increase in the applied pressure. This decrease indicates a reduction in the number of existing soil pores, thereby reducing the size of the void ratio. It can be seen in the table above that at a pressure of 50.00 it produces a void ratio of 4.130 Kpa, the greater the pressure, the smaller the void ratio. For example, the maximum pressure of 400.00 Kpa produces the smallest void ratio, namely 3,700. the additional load only occurred three times because the consolidation test sample had reached its maximum settlement so that it was unable to accept any additional load. This is due to the very high water content of the peat soil consolidation test sample. From the table above we can calculate: CC = e1−e2 log p2−log p1 CC = 4.130−3.700 log 400−log 50 CC = 0.43 0.91 CC = 0,472 Description: CC = Compression Coefficient e1 = Largest CC value e2 = Smallest CC value W4 = Cup Weight + Water + Dry Resistant W5 = Weight of Dry Soil For more details, see the picture below; Fig 8. Graph of Compression Coefficien Analysis Results From the graph above, we can see that the greater the pressure, the smaller the pores in the soil. This is caused by the release of pore water contained in the soil due to pressure. Based on the analysis that has been carried out starting from sieve analysis, soil water content analysis, soil consolidation tests in the study area have grain distribution ranging from sand to gravel with uniform soil grains. poorly graded (soil having uneven grain sizes from large to small grain sizes) and uniform sorting or sorting of grains (medium sorting). Furthermore, having a water content in the soil is dominated by water-saturated soil with a moisture content of > 100%. The water content in the soil in the study area is influenced by the organic content in the soil which is quite high. The following are the general results from the research area in the conscious residential area, awareness walk, beautiful ditch, namely: Table 9. Data Analysis Results NO ANALYSIS RESULT 1. Sieve Analysis Size of sand grain until gravel 2. Uniformity Good 3. Gradation Bad 4. Sortation Medium 5. Water content in the soil Water Saturated Soil 6. Atterberg Limit - 7. Gs 1,487 8. Consolidation 0,476 After carrying out all of the above analysis, the conscious area has decreased, this decline continues depending on the weight of the load and the water content in the soil until the soil is compressed. This primary decline will slowly damage the uilding infrastructure above it, such as bumpy ground or cracks in the house, as shown below: Fig 9. One of the Documentations in the Research Area House Travis, K., et al./ JGEET Vol 8 No 1/2023 67 Fig 10. One of the documentation of building damage due to land subsidence On the soil in the research area is not too good for building construction. But there are several ways that can be done to reduce the impact of subsidence on land areas such as research areas so that they don't have too much of an impact on the development being carried out. There are several efforts that can be made before building construction on peat soil for the peat soil road paving process itself. It will go through several stages. The first thing to do is to repair the existing peat area. The repair process can be done by digging or peeling. Then the part excavated will be filled with soil or sand in better condition. The excavated peat soil will be compacted by applying a load on the surface, either with soil or sand, for a certain period of time. In order for the soil compaction process to take place more quickly, you can use a vertical sand drain which must be installed at a certain distance. Then another way can be by using synthetic materials where the installation is vertical. This method is known as vertical wick drain. In the vertical wick drain method itself can also be done by adding a vacuum pump. The goal is for the soil to solidify faster. Later the water and air in each layer of soil will come out. Fig 11. Example of Vertical Wick Drain Modeling However, if the peatland area is not too large like the research area, then the method can be done by using a chicken claw foundation. After the foundation has been installed, the top layer can be loaded with soil or sand for compaction. Then later the peat road paving construction can be built on the top surface. Besides that, there is also a way that costs quite affordable, namely by using dolken or known as bamboo. In addition, you can use geo-textile which has a light weight but has great traction when receiving loads on it and the price is also not expensive. Figure 12. Example of chicken claw foundation modeling For the type of pavement on peat soil itself, the most recommended is to use a flexible construction pavement. On peat soils, this type of pavement is more suitable because it is lighter. If you use a rigid pavement then the results are actually not good. Stiff pavement on peat soil pavement will cause the pavement to crack. This is because rigid pavements tend to be heavier in nature. Before peat soil is processed, it is necessary to carry out a stabilization process. For peatlands, this process takes longer because they have to use conventional methods. The term is also known as pre-loading. The soft and organic nature of peat makes it more difficult to move than normal soil. Many say that peat land is unfavorable land to use for the development process. That is what then makes the pavement process more complicated. 5. Conclusion Dealing with the results of the analysis and calculation of land subsidence in conscious housing, the Pekanbaru awareness road which was carried out on drill 6, it can be concluded that: 1. Regarding to the results of the sieve analysis, it can be concluded that the grain size distribution in the study area was fine sand to medium gravel in size, which means that the grain in the study area is not uniform and has good grades. 2. Based on the results of calculating the water content in the data that has been analyzed, the percentage of water content in peat soil at a depth of 0.75-3 meters was 293.37%, which means that the type of peat soil in this study area is water saturated and not very good for the construction of roads and buildings. 3. Based on the calculation of specific gravity analysis data in the study area, it was found that the specific gravity was 1,487 gr, which means that in peat/organic soil areas. and research is included in a low specific gravity where it will be easier to decrease. 4. From the results of land subsidence using the consolidation test, it can be concluded that the coefficient of consolidation (CV) of peat had a relatively high increase in CV. This is because peat soil has high permeability properties. And experienced a decrease of 0.476. The settlement continues continuously depending on the weight of the load and the water content in the soil until the soil is compressed. References Bowles, J.E. 1989. “Sifat-sifat Fisis dan Geoteknis Tanah”. Erlangga. Jakarta. Bowles, J.E. 1996; 1997. Foundation Analysis and Design, McGraw-Hill Kogakusha, Ltd., Tokyo, Japan. 68 Travis, K., et al./ JGEET Vol 8 No 1/2023 Braja M. Das., Nur Endah., Indra Surya B. Muchtar, Mekanika Tanah, Erlangga, Jakarta Chen, F.H., 1975, Foundation on Expansive Soils, Elsevier Scientific Publishing Company, New York Clarke, M.C.G., Kartawa, W., Djunuddin, A., Suganda, E. dan Bagdja, M., 1982.Peta Geologi Lembar Pakanbaru, Sumatra.Pusat Penelitian dan Pengembangan Geologi. Jakarta. Das, B. M., 1993, Mekanika Tanah. (Prinsip – prinsip Rekayasa Geoteknis). Jilid I, Penerbit Erlangga, Jakarta. Das, B. M., 1995, Mekanika Tanah. (Prinsip – prinsip Rekayasa Geoteknis). Jilid II, Penerbit Erlangga, Jakarta. De Beer, E and Marten, A, (1957), Method of Computation of an Upper Limit for the Influence of Heterogeneity of Sand Layer in The Settlement of Bridges, Proc of 4th ISSMFE, London, Vol. 1, pp.275-82. Fauziah, Ali. 2016. Kajian Geoteknik untuk Perencanaan Pembangunan Pemukiman Baru pada Kawasan Handil Berkat Makmur, Kabupaten Kapuas, Kalimantan Tengah. Universitas Diponegoro, Semarang. FHWA NHI-06-088, 2006.Soil and Foundation, Reference Manual, Volume I, National Highway Institute, US Departement of Transportation, Federal Highway Administration. Hardiyatmo, H. C., 1992, Mekanika Tanah 1, PT. Gramedia Pustaka Utama, Jakarta. Hardiyatmo, H. C., 2002, Mekanika Tanah 2, PT. Gramedia Pustaka Utama, Jakarta. © 2023 Journal of Geoscience, Engineering, Environment and Technology. All rights reserved. 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