Tanah di Desa Troketon, Kecamatan Pedan, Kabupaten Klaten mempunyai nilai PI sebesar 34,59%; LL 62,55%; PL 27,96%; dan SL 19.62% ditinjau dengan metode USCS (United Soil Clasification System) termasuk ke dalam kelompok golongan CH yaitu lempung anorganik berplastisitas tinggi. Tanah lempung yang buruk dapat mengakibatkan rusaknya bangunan di atasnya seperti jalan yang bergelombang. Tanah lempung yang buruk dapat diperbaiki menggunakan drainase vertikal yang bertujuan untuk mempercepat penurunan sehingga waktu yang dihabiskan untuk pembangunan relatif singkat dan tidak memakan biaya yang berlebih. Pada penelitian drainase vertikal ini digunakan kolom campuran pasir dan pecahan beton dengan variasi susunan kolom pola bujur sangkar dan segitiga. Sampel diambil pada titik tengah antar 4 kolom , 3 kolom dan 2 kolom, kemudian dilakukan pengujian konsolidasi. Pada variasi bujur sangkar titik tengah antar 4 kolom didapatkan nilai CV sebesar 0,000187 cm2/s, CC sebesar 0.429 dan SC sebesar 0.173 sedangkan, titik tengah antar 2 kolom mempunyai CV sebesar 0,000163 cm2/s, CC sebesar 0.490 dan SC sebesar 0.176. Pada variasi segitiga titik tengah antar 3 kolom didapatkan nilai CV sebesar 0.000129 cm2/s, CC sebesar 0.541 dan SC sebesar 0.254 sedangkan, titik tengah antar 2 kolom mempunya nilai CV sebesar 0.000114 cm2/s, CC sebesar 0.561 dan SC sebesar 0.258. Sehingga kolom campuran pasir dan pecahan beton dengan variasi bujur sangkar lebih baik untuk digunakan sebagai drainase vertikal.
Based on the preliminary test results, the original soil of the Sambi Boyolali area is classified as inorganic clay with high plasticity. It has a plasticity index value of 31.93%, therefore stabilization is required so that the soil is able to withstand the load of the structure above it. Stabilization was carried out by mixing the soil with ceramic waste that passed the No. 4 sieve with variations of ceramic waste 2.5%, 5%, 7.5%, and 10% of the weight of the soil sample, which aims to determine changes in physical properties and mechanical properties (consolidation settlement) before and after the soil is stabilized. The results of the physical properties test of the soil after being stabilized with ceramic waste showed a decrease in the value of water content, specific gravity, liquid limit value, and plasticity index as well as an increase in the plastic limit value, shrinkage limit value and the amount of soil that passed sieve No. 200. Soil classification changed from inorganic clay with high plasticity in the original soil, to inorganic clay with low plasticity when mixed with 10% ceramic waste. The results of the mechanical test showed an increase in the value of the maximum dry volume weight of the soil (γdmax) as well as the value of the consolidation coefficient (Cv), and a decrease in the compression index value (Cc) and the consolidation settlement value (Sc).
The soil layer is the combination of many types as well as the soil in the slope area. The soil in the slope is frequently a mixture of clay and sand. The stability of slope becomes dominantly an issue in the geotechnical engineering area. The collapse of the slope occurs because the gravity of external forces is exceeding the shear strength of the soil. The recent research develops the apparatus to determine the angle of repose of the sand-clay soil in the failure conditions. Sandy soil is taken from Beach and Merapi volcano. The clay added into the sand in the proportion of 0%, 5%, 10%, 15%, 20%, 25%, and 30%. The experiment is conducted by taking the height of the falling material of 15cm, 25cm, and 35 cm. Adding 0% to 15% clay brings the sand into SP Category, then adding 20%-30% makes the sand in the SC category. The Modulus if a fine grain of sand beach is smaller than Merapi sand. As the percentage of clay added to the sand higher, the difference of angle of repose of Merapi sand before and after failure is getting smaller, but it is not the case in Beach sand. The percentage of loss of volume of Merapi sand after failure is also going down as the portion of clay higher. The loss of volume of Beach sand added by clay is getting higher in failure condition..
Effect of different moisture content and applied pressure to soil shear strength parameters are evaluated. Silt-Clay soil from Ngemplak, Kalikotes, Klaten Regency becomes the subject of the experiment. The research was conducted using a simulation in the laboratory to determine the relationship between water content and soil pressure. The expected values are the pressure that arises and the shear strength of the soil when using four water constructions of 20%, 25%, 30%, and 35%. For each variation of moisture content, three different pressure in the form of uni-axial compression that considered based on the different energy given by equipment used to do compaction will affect the soil density. The applied pressure used is 1.5 kN, 2.5 kN, and 3.5 kN. The result showed that moisture content having a great impact on soil shear strength parameter. The cohesion of soil decreases due to an increase in water content. The friction angle works in linear conditions with moisture content but decreases at the value of 35% water content. The best-fitted distribution for the relationship between soil shear strength and moisture content is polynomial order two. Follow the equation for 1.5 kN applied pressure is y = -0.0036x 2 + 0.2236x - 2.4898, for 2.5 kN applied pressure the equation is y = -0.0025x 2 + 0.1545x-1.3383, and for 3.k kN applied pressure the equation is y = -0.0022x 2 + 0.1357x - 1.0344.
Uji sondir dilakukan pada 3 titik di lokasi pembangunan Gedung perkuliahan Universitas Slamet Riyadi. Didapatkan bahwa tanah keras terletak pada kedalaman 4,4 m dari permukan tanah. Berdasarkan hasil uji sondir tersebut maka jenis fondasi yang digunakan dalam perencanaan ini adalah pondasi tiang pancang beton dengan 3 jenis variasi diameter yaitu dengan diameter 0,3; 0,4; 0,5 m dengan kedalaman tiang 4 m. Tujuan dari perencanaan ini adalah menentukan beban struktur yang diterima oleh fondasi, mendesain jumlah tiang pancang yang dibutuhkan, mendesain penulangan pada Pile Cap serta penulangan tiang pancang. Perencanaan diawali dengan menentukan beban struktur yang diterima oleh fondasi, mendesain jumlah tiang pancang yang dibutuhkan, mendesain penulangan pada Pile Cap serta penulangan tiang pancang. Hasil perhitungan kapasiktas dukung tiang pancang mengunakan metode Meyerhof pada tanah pasir dan metode deRuiter dan Beringen pada tanah lempung didapatkan hasil sebagai berikut : untuk tiang diameter 0,3 m sebesar 534,856 kN, diameter 0,4 m sebesar 780,257 kN, diameter 0,5 m sebesar 827,689 kN. Perhitungan beban struktur atas didapatkan nilai beban aksial kolom terbesar 2293,510 kN. Jumlah tiang pancang yang dibutuhkan diameter 0,3 m jumlahnya 6 tiang, diameter 0,4 dan 0,5 m sebanyak 4 tiang.
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