THE COMPACTION POTENTIAL IN INCREASING COMPRESSIVE AND SHEAR STRENGTH AT PEAT SOIL

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1 THE COMPACTION POTENTIAL IN INCREASING COMPRESSIVE AND SHEAR STRENGTH AT PEAT SOIL Aazokhi Waruwu * Civil Engineering Departement, Medan Institute of Technology, Medan 20217, Indonesia. * Correspodance, HP : , azokhiw@yahoo.com Key words: Peat, compaction, unconfined compressive strength, Cohesion and angle of internal friction ABSTRACT Peat soils have less profitable physical properties than other soil types, especially high moisture content, high compression and low bearing capacity. Moisture content can be reduced by compaction. Compaction is expected to increase the cohesion value, the angle of internal friction value, and unconfined compression strength as well as increase the bearing capacity of peat soil. This study used a peat sample from the village Bolungkut Marbau Labuhan Batu Utara district. Research carried out a determination of the direct shear strength parameters of peat soils using Direct Shear Test equipment. Shear strength and Unconfined compression testing performed on undisturbed, disturbed, and compaction samples. Increase the shear strength parameters value of peat soil due to compaction occurs only in the angle of internal friction value. While the cohesion value is not affected by peat soil compaction, where the c value at kg/cm 2 undisturbed samples were unchanged. Unconfined compression after a compacted return of kg/cm 2, on undisturbed samples at kg/cm 2, and kg/cm 2 for disturbed samples kg/cm 2. The increase occurred 8 times in undisturbed samples testing compacted again. This is caused by low levels of the moisture content of the test after recompacted. INTRODUCTION Peat based on the occurrence is mixture of organic fragments material derived from rotted plants. Peat soil is divided into 2 (two) major groups namely fibrous peat (fibrous peat), non fibrous peat (amorphous granular peat). To distinguish the peat soil is based on fiber content. According Endah and Eding (1999), fibrous peat content of 20% while non fibrous peat content of < 20%. This Peat type of loose conditions without mixture studied by Elias et. al. (2008) can be seen great gap between the particles in variety size, as well as the 251

2 inter-granular large size amorphe and the presence of microbes. The width of the peat particles about 10 to 50 µm. Peat soils have unfavorable properties for the construction of buildings on it, because it has a high moisture content, low bearing capacity, high compression. Endah (1997) gives the physical properties of peat soils include a high enough capacity to absorb and store moisture, so the moisture level is quite high and will decrease dramatically when mixed with inorganic soil. Low bearing capacity is one of the unfavorable properties of peat. Shear strength parameters can be used to determine the bearing capacity of the soil with triaxial tests, direct shear strength and unconfined compressive strength. CU Triaxial test results according to the Elias et. al. (2008), from a mixture of peat and the PC-V with levels of 0%, 10%, 20% and 30% with the save 1 day and 4 days, it seems that the addition of PC-V mixture levels ranging from 10% to 30% in peat soil increases the soil shear strength parameter values, especially the cohesion value (c '). According Waruwu A. (2011) direct shear strength test results can be seen that the cohesion values and angle shear peat soil at Muara Batang Toru increased with the addition of load and load duration where the value of angle of internal friction, significant change at 4 days while the cohesion value is not experiencing tremendous change. Pradip and Nagarnaik (2008), compressive strength test results indicate a failure in the voltage axial direction reached at an axial strain 2.3%, 2.80% and 3.4%, respectively of coal ash to the soil. The results of Kalantari Behzad and Huat Bujang B K. (2010), indicates that the compressive strength values, due to the addition of cement and fiber have increased after brooded a few days. Sing research, et.al. 252

3 (2008), the connection between compressive strength and strain-free vertical peat soil by adding 4% sodium chloride. One alternative being done to improve peat soil by performing the compaction of peat soil first and then perform the direct shear testing of peat soil, so the expected increase in peat soil cohesion value and angle of internal friction value, which also can increase the bearing capacity of peat soil. Therefore carried out research on compaction to improve the shear strength of peat soil. Bearing capacity of peat soil is compacted will be known from unconfined compression test. So that researchers interested in reviewing the value of unconfined compression on peat soil in Marbau Labuhan Bolungkut Batu Utara District. RESEARCH METHODS Test material studied is taken from a peat soil in Bolungkut Labuhan Batu Utara district of North Sumatra. Retrieval is done by digging and pressing the tube into the soil in order to obtain undisturbed soil samples, while for disturbed soil immediately put in burlap. Tests were performed using the undisturbed soil samples, disturbed soil samples, and compacted soil samples. In addition, research is also done with a unconfined compression test and moisture content testing, specific gravity, fiber content, ash content and organic content. Tests conducted at Laboratory of Soil Mechanics of Medan Institute of Technology. Preliminary studies of peat soil, there are four tests performed moisture content, specific gravity, density test, organic content, fiber content, and ash content. Shear strength testing performed on undisturbed soil samples taken from tube, the 253

4 disturbed soil and some varieties of moisture content of the compaction test results. Compaction test uses standard proctor consisting of 5 (five) mold to obtain the connection between moisture content and dry weight content. From this graph we will get the optimum moisture content and maximum dry weight of contents. The number of optimum moisture content 95%, 100% optimum moisture content, and 105% optimum moisture content is used for the amount of water needed in the mixing of compaction. Shear strength testing use direct shear strength. Load given each 10 kg, 20 kg and 30 kg,shear strength testing obtained the connection between normal stress and shear stress to determine the angle of internal friction value and the cohesion of undisturbed peat soils, peat soil is disturbed, and peat soils compacted. In the Compressive strenght testing procedure on peat soil Bolungkut Marbau Labuhan Batu Utara district performed with 4 samples in each test. There are 3 free testing of unconfined compression test is: 1. Compressive strength testing to undisturbed sample 2. Compressive strength testing to disturbed samples 3. Compressive strength testing to re-compacted samples RESULTS AND DISCUSSION Preliminary research on the physical properties of peat soils can be seen in Table 1. According Table 1 peat soils studied can be classified as Low Ash-peat (peat soils with low ash content) according to ASTM D (1989) because contains of ash content <5%, as well as not a fibrous peat (amorphous granular peat) because the 254

5 fiber content <20%. Marbau Bolungkut districts peat have very high moisture content at % whereas most of the pores moisture absorbed around grain surfaces. Table 1. Physical testing of peat soils No Testing Data Results 1 Moisture content (w c ) % 2 Wet Density (γ b ) gr/cm 3 3 Dry Density (γ d ) gr/cm 3 4 Specific Gravity (Gs) Void ratio (e o ) Ash content 1.46 % 7 Fiber content 5.12 % 8 Organic content % Compaction Testing Results Compaction testing results by the standard proctor method (Figure 1) on peat soil of Bolungkut Marbau Labuhan Batu Utara district gained % moisture content optimum and dry density 0,278 gr/cm 3. Based on the standard proctor test results, then the value is used as a measure of the sample specimen mixing on unconfined compression test. 0,30 0,28 Dry Density (g/cm 3 ) 0,26 0,24 0,22 y = -0,0001x 2 + 0,0378x - 3,2438 0, Moisture Content ( % ) Figure 1. The results of compaction testing 255

6 Compressive Strength of Peat Soil Test results on unconfined compressive strength of peat soil Bolungkut Marbau Labuhan Batu Utara district based on standard proctor shows kg/cm 2 for the undisturbed and 9.0% strain at failure, disturbed by kg/cm 2, a stretch when the failure 4.0% and 5.0%, and after a re-compacted kg/cm 2, a stretch when the collapse 4.0%. Unconfined Compressive strength of peat soil Bolungkut Marbau Labuhan Batu Utara district showed the mean that each kg/cm 2, a stretch when the failure 9.0% in the undisturbed, disturbed kg/cm 2, a stretch when the failure 4.0% and 5.0%, and the sample after re-compacted kg/cm 2, strain when the failure of 4.0% (Figure 2). The results of graphics merging compressive strength testing on the undisturbed, disturbed sample, and re-compacted, can be seen in Figure 2, the highest compressive strength value is in the test sample after re-compacted about 0,253 kg/cm 2, while in the disturbed samples the highest compressive strength values is 0,208 kg/cm 2, for undisturbed samples the highest strength value of 0,029 kg/cm 2. 0,3 0,25 Compressive Strenght (kg/cm 2 ) 0,2 0,15 0,1 Unconfined Disturbed Compaction 0, Axial Strain (% ) Figure 2. Merging among Undisturbed, Disturbed, and after re-compacted 256

7 Compaction Effect on the Angle of Internal Friction and Cohesion Values Test results of direct shear strength can be seen that the cohesion values and angle of internal friction on the peat soil increased by the compaction. The highest cohesion and angle of internal friction values are compacted with 95% optimum moisture content value. It should be also pointed out that the cohesion value of disturbed soil less affected by compaction, as shown in Figure 3 that the cohesion value kg/cm 2, in contrast with the increased angle of internal friction from 8,92 o in undisturbed soil, 12,54 o to the disturbed samples, increased to to 95% after compaction. Cohesion kg/cm2) Angle of Internal Friction (%) Cohesion (kg/cm 2 ) 0,035 0,03 0,025 0,02 0,015 0,01 0, Moisture Content (%) Angle of Internal Friction (%) Figure 3. Moisture content connection to Cohesion and Angle of internal friction Value Connection Normal Stress To The Shear Stress Of Peat In the process of direct shear strength tests on peat soil Bolungkut Marbau Labuhan Batu Utara district where given sample are different, the maximum shear strength values occur in compacted samples with moisture content used 95% from optimum moisture content (Figure 3). Compaction results provide a considerable improvement in the connection of shear stress and normal stress, especially at 95% compaction; 257

8 this shows an enough increase in angle of internal friction value and gave little increase in cohesion value. Angle of internal friction value and increased cohesion greatly affect the bearing capacity of the soil increased as the analysis of soil bearing capacity is determined of cohesion value and also the angle of internal friction. Shear Stress (kg/cm 2 ) 0,7 0,6 0,5 0,4 0,3 0,2 0, ,2 0,4 0,6 0,8 1 1,2 Undisturbed Compaction 95% Compaction 100% Compaction 105% Disturbed Normal Stress (kg/cm 2 ) Figure 4. Graph the connection between normal stress to shear stress CONCLUSIONS 1. Peat of Bolungkut Marbau Labuhan Batu Utara district has average compressive strength value with increase occurred 8 times in the re-compacted undisturbed testing samples. This is caused by low levels of moisture content after recompacted. Due to higher moisture content value the lower to compressive strength. 2. Test results of direct shear strength can be also pointed out that the cohesion value of disturbed soil less affected by compaction, that the cohesion value kg/cm 2, in contrast with the increased angle of internal friction from 8,92 o in undisturbed soil, 12,54 o to the disturbed samples, increased to to 95% after compaction. 258

9 3. Compaction results provide a considerable improvement in the connection of shear stress and normal stress, especially at 95% compaction; this shows an enough increase in angle of internal friction value and gave little increase in cohesion value. Angle of internal friction value and increased cohesion greatly affect the bearing capacity of the soil increased as the analysis of soil bearing capacity is determined of cohesion value and also the angle of internal friction. REFERENCES 1) Endah, N., 1997, Perbedaan Perilaku Teknis Tanah Lempung dan Tanah Gambut, Jurnal Geoteknik, HATTI, Jakarta. 2) Endah, N., dan Eding, I.I., 1999, Aplikasi Model Gibson dan Lo Untuk Tanah Gambut Berserat di Indonesia, Jurnal Teknik Sipil, ITB, Vol. 6, No. 1, Januari 1999, Bandung. 3) Hermawan, et. al. (2009), Kajian Geoteknik Lapisan Gambut untuk Fondasi Konstruksi Bangunan, Buletin Geologi Tata Lingkungan, Vol. 19 No. 2 : ) Ilyas, et.al, (2008), Studi Perilaku Kekuatan Tanah Gambut Kalimantan yang Di-Stabilisasi dengan Semen Portland, Jurnal Teknologi, Edisi No. 1 tahun XXI. 5) Kalantari B. dan Huat B. K., (2010), Improving Unconfined Compressive Strength of Peat with Cement, Polypropylene Fibers, and Air curing technique, Global Journal of Researches in Engineering Vol. 10 Issue 1 (Ver 1.0), April 2010 pp ) Nugroho S.A, 2011, Studi Daya Dukung Pondasi Dangkal pada Tanah Gambut dengan Kombinasi Geotekstil dan Grid Bambu, Jurnal Teknik Sipil Vol. 18 No. 1 : ) Sing W.L., et. al. (2008), Behavior of Stabilized Peat Soils in Unconfined Compression Tests, American J. of Engineering and Applied Sciences 1 (4): ) Waruwu A, 2011, Peningkatan Parameter Kuat Geser Tanah Gambut Akibat Pembebanan, Jurnal Juridikti. 259

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