Kajian daya dukung geologi rencana lokasi Tempat Pembuangan Akhir di Desa Botok, Magetan, Jawa Timur

Abstrak.Tempat Pembuangan Akhir (TPA) sampah Milangasri di Kabupaten Magetan telah mencapai daya tampung maksimum. Pemerintah Kabupaten Magetan berencana membangun TPA baru di Desa Botok. Penelitian ini bertujuan untuk melakukan kajian kelayakan daya dukung geologi rencana lokasi TPA baru. Kriteria daya dukung geologi mengacu pada SNI 03-3241-1994 tentang tata cara pemilihan lokasi TPA. Metode penelitian meliputi investigasi lapangan dan pengumpulan data sekunder. Penelitian lapangan meliputi pengamatan kondisi geologi, pemetaan topografi, survei geolistrik, pemboran inti dan uji permeabilitas lapangan serta pengamatan sumber air terdekat. Data sekunder meliputi informasi yang berkaitan dengan potensi bahaya geologi. Hasil penelitian menunjukkan bahwa kelulusan batuan antara 1,26 × 10-2 hingga 1,59 × 10-2 cm/detik tidak memenuhi kriteria. Sehingga secara alami, lokasi ini kurang layak dijadikan sebagai lokasi TPA. Namun demikian, rekayasa teknologi dengan memberikan lapisan kedap air pada alas TPA seperti compacted clay liner atau geosynthetic liner menjadikan area ini layak untuk TPA. Abstract.Current landfill in Milangasri nearly reach its maximum capacity. The government of Magetan regency plans to build a new landfill in Botok. This research aims to assess the land capability based on geological characteristics of the landfill location. The SNI 03-3241-1994 used as basic criteria for selecting landfill area. Research methods consist of field investigation supported by secondary data. Field investigation consist of geological observation, topography mapping, resistivity survey, core drilling and field permeability testing, and water source observation. Information of potential geological hazard collected as secondary data. The results show that the hydraulic conductivity of the quaternary deposit ranging of 1.26 × 10-2 to 1.59 × 10-2 cm/s, failed to meet the criteria. Therefore, by nature the location candidate not supported geologically as landfill location. However, application of compacted clay liner or geosynthetic liner as the base of the landfill is recommended to improve the capability.

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Effect of Biocementation via Enzymatic Induced Calcium Carbonate Precipitation (EICP) on the Shear Strength of Compacted Clay Liner

IOP Conference Series Materials Science and Engineering ◽

10.1088/1757-899x/1153/1/012008 ◽

2021 ◽

Vol 1153 (1) ◽

pp. 012008

Author(s):

M U Zango ◽

K A Kassim ◽

A S Muhammed ◽

K Ahmad ◽

J Makinda

Keyword(s):

Shear Strength ◽

Calcium Carbonate ◽

Carbonate Precipitation ◽

Compacted Clay ◽

Calcium Carbonate Precipitation ◽

Clay Liner ◽

Compacted Clay Liner

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Hydraulic and Swell–Shrink Characteristics of Clay and Recycled Zeolite Mixtures for Liner Construction in Sustainable Waste Landfill

Sustainability ◽

10.3390/su13137301 ◽

2021 ◽

Vol 13 (13) ◽

pp. 7301

Author(s):

Marcin K. Widomski ◽

Anna Musz-Pomorska ◽

Wojciech Franus

Keyword(s):

Hydraulic Conductivity ◽

Exchange Capacity ◽

Saturated Hydraulic Conductivity ◽

Clay Soils ◽

Compacted Clay ◽

Clay Liner ◽

Compacted Clay Liner ◽

Drying And Rewetting ◽

Swelling Characteristics ◽

Shrinkage And Swelling

This paper presents research considering hydraulic as well as swelling and shrinkage characteristics of potential recycled fine particle materials for compacted clay liner for sustainable landfills. Five locally available clay soils mixed with 10% (by mass) of NaP1 recycled zeolite were tested. The performed analysis was based on determined plasticity, cation exchange capacity, coefficient of saturated hydraulic conductivity after compaction, several shrinkage and swelling characteristics as well as, finally, saturated hydraulic conductivity after three cycles of drying and rewetting of tested specimens and the reference samples. The obtained results showed that addition of zeolite to clay soils allowed reduction in their saturated hydraulic conductivity to meet the required threshold (≤1 × 10−9 m/s) of sealing capabilities for compacted clay liner. On the other hand, an increase in plasticity, swelling, and in several cases in shrinkage, of the clay–zeolite mixture was observed. Finally, none of the tested mixtures was able to sustain its sealing capabilities after three cycles of drying and rewetting. Thus, the studied clayey soils mixed with sustainable recycled zeolite were assessed as promising materials for compacted liner construction. However, the liner should be operated carefully to avoid extensive dissication and cracking.

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Permeability protocol for the compacted clay liner at Metropolitan Toronto's Keele Valley Landfill

Canadian Journal of Civil Engineering ◽

10.1139/l89-085 ◽

1989 ◽

Vol 16 (4) ◽

pp. 552-559 ◽

Cited By ~ 4

Author(s):

Peter A. L. Richards ◽

Christopher D. Thompson

Keyword(s):

Quality Control ◽

Sanitary Landfill ◽

Compacted Clay ◽

Oak Ridges Moraine ◽

Preliminary Testing ◽

Clay Liner ◽

Testing Procedures ◽

Compacted Clay Liner ◽

Moisture Contents ◽

Control Procedures

The Provisional Certificate of Approval to construct a sanitary landfill for municipal waste in an old gravel pit in the Oak Ridges Moraine north of Toronto, Ontario, required that a 1.2 m thick compacted clay liner with a permeability of less than 10−8 cm/s should be placed beneath any refuse. Preliminary testing indicated that the native tills from the immediate vicinity were marginally capable of providing such a liner, as long as they were carefully selected and compacted at moisture contents just above optimum values. However, it was clear that the variability of material and (or) testing was such that some liner samples could have permeabilities greater than 10−8 cm/s. Additionally, there was concern that the sampling and testing procedures could affect the results. This paper details the trials which were carried out at the beginning of construction to establish acceptable sampling and testing techniques.These were finally determined to consist of carefully obtained Shelby tube samples, the permeability of which was tested at representative pressures in triaxial cells. The paper then presents the statistical analyses which were used to verify that the overall permeability of the liner is less than 10−8 cm/s. It also outlines other testing and instrumentation which has been undertaken to verify the liner permeability and integrity. It is concluded that, to date, the permeability testing and protocol are suitable control procedures to verify compliance with the condition of the Provisional Certificate of Approval that a liner permeability of 10−8 cm/s be achieved. Key words: clay liner, permeability, protocol, quality control, sanitary landfill, sampling, statistical analysis, testing.

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