http://hdl.handle.net/123456789/44907 2026-04-27T12:23:14Z http://hdl.handle.net/123456789/56134 Pengaruh Penambahan Limbah Gypsum terhadap Nilai CBR dan Nilai Swelling Tanah Lempung Rinawati, Tri Yani; Abdurrozak, M. Rifqi Clay soil is a type of soil that is not suitable for use in construction work because it causes cracks or bumps on the road and lifts the foundation. This is because clay has a weak bearing capacity, is cohesive, has a high index of plasticity and shrinkage. The purpose of this study was to determine the effect of adding gypsum waste to the CBR value and the swelling value of the soil in Mulusan Village, Paliyan, Gunung Kidul. The research carried out is testing the physical properties of the soil, unsoaked CBR testing with 0, 3, and 7 days of ripening and saoked curing period of 7 days and 4 days of immersion with variations of gypsum waste 0%, 3%, 6% and 10% and Swelling Test. . The results showed that the soil included in the OH classification according to USCS, namely clay soil of medium to high plasticity, while according to AASHTO it was classified as A-7-5, namely medium to poor subgrade. Based on the original soil CBR test, the Unsoaked CBR value was 5.65% and the Soaked CBR was 1.02%. The highest increase in the Unsoaked CBR value occurred in the addition of 10% gypsum waste variation with a 3 day curing period of 44.8% and in soaked CBR the addition of 10% gypsum waste variation of 57.8%. The original soil swelling value was 5.23% and the smallest swelling value was 2.18% with the addition of 10% gypsum waste variation. 2022-07-20T00:00:00Z http://hdl.handle.net/123456789/56133 Pengaruh Penambahan Abu Sekam Padi dan Matos sebagai Bahan Stabilisasi Tanah Lempung terhadap Nilai CBR dan Swelling Sukmawati, Dewi Kurnia; Abdurrozak, Muhammad Rifqi; Setiawan, Rahmadi Agus Soil is a very important part in any construction work, because it functions to receive and withstand the load from the structure above it, so the soil must have a good bearing capacity. However, clay soils have relatively high swelling and shrinkage values and low bearing capacity. This study aims to determine the effect of adding rice husk ash and matos to the CBR and swelling values of soil originating from Pereng Village, Prambanan, Klaten, Central Java. This research consisted of testing soil properties, granular analysis, consistency limits, and soil compaction, CBR unsoaked and CBR soaked, and swelling. The results showed that based on the AASHTO classification the soil used was included in group A-7-5 which had loamy soil with moderate to poor properties. The results of the CBR test for unsoaked native soil were 7.580% and CBR for soaked native soil was 2.790%, and swelling of native soil was 9.591%. After the addition of 1% matos, the unsoaked CBR value increased to 9.998% at 7 days of curing, while the soaked CBR decreased to 1.163%. The addition of 1% matos and 15% rice husk ash resulted in unsoaked CBR values of 16.275%, soaked CBR values of 4.883%, and swelling of 3.871%, so that the mixture was the mixture with the most optimum percentage. 2022-07-20T00:00:00Z http://hdl.handle.net/123456789/56132 Pengaruh Variasi Diameter Tiang Bor pada Perkuatan Lereng Ruas Jalan Tawaeli-Toboli KM 59+175 Arief, Dede Irham; Adi, Agus Darmawan; Faris, Fikri The Tawaeli - Toboli Km 59 + 175 road section, it is an area prone to landslides caused by unstable road slopes. The chronology of landslides on the slopes of the Tawaeli – Toboli Km. 59 + 175, namely during the rainy season, the landfill on the slope shifts so that it carries the original soil material up to the shoulder of the road, it causes disruption to traffic flow and can endanger drivers. This study was conducted by analyzing the stability of the slope strengthened with a cantilever walls and combined with drill piles with varying diameters, namely D40, D60 and D80. The results of the calculation of the safety factor on the slopes is 1,364 which is not sufficient, so it needs to be strengthened additional, namely using bore piles with varying diameters, namely D40, D60 and D80. For the safety factor at D40 is still considered critical, namely 1.488 < 1.5 and D60 at 1.629 > 1.5 and D80 1.849 > 1.5. The results of the overall analysis show that the slopes of the Tawaeli – Toboli Km. 59 + 175, during extreme conditions or moist soil conditions caused by rainwater, it is very vulnerable to landslides so that it needs to be strengthened in the form of a cantilever wall with a wall height of 5 meters and additional deep foundations using bore piles with a diameter of 60 cm, itis considered efficient in strengthening the slope. 2022-07-20T00:00:00Z http://hdl.handle.net/123456789/56131 Analisis Potensi Likuifaksi pada RS UII berdasarkan Data N-SPT Amanda, Kintan; Artati, Hanindya Kusuma; Purwanto, Edy Liquefaction is a phenomenon which soil loses its strength due to earthquake vibrations. This leads to the rise of water pore pressure and the fall of effective pressure in the soil. The liquefaction phenomenon tends to happen to fine and uniformly grained soil (sandy soil). As the Academic Hospital of Universitas Islam Indonesia is located at Jalan Srandakan No. KM, RW. 5, Jodog, Wijirejo, Pandak District, Bantul, Yogyakarta Special Region, in which Bantul Regency is one of the areas in the south of Java Island with a fairly high risk of earthquake. Therefore, it is necessary to conduct an analysis of the possibility of liquefaction in the hospital, one of which is an analysis that utilizes the N-SPT value. This research was held based on the earthquake strength in Yogyakarta on May 27, 2006 with the magnitude scale of 6,3 Mw. The liquefaction analysis utilizing the N-SPT data was conducted using the Youd-Idriss method (2001), Seed et al method (1976), and Valera-Donovan method (1977).The liquefaction analysis results in the UII Hospital using the Youd-Idriss method (2001) indicated that the point of SPT BM-01 has a liquefaction potential at the depth of 8 – 18 meters. As for BM-02, the liquefaction potential stood at a depth of 4 – 18 meters. The outcomes of the liquefaction analysis with the Seed et al method (1976) showed the points of BM-01 and BM-02 each have the risk of liquefaction because the NL value in each layer at its respective points were less than the value of Neq = 6,8 (NL < Neq). As for the liquefaction analysis based on the Valera-Donovan method (1977), the points of BM-01 and BM-02 in the 14 – 18 meter layers had the potential of the occurrence of liquefaction. This happens due to the smaller value of N-SPT (N) compared to the Ncrit value (N<Ncrit). 2022-07-20T00:00:00Z