Article Per Year (5 Year)
p-Index From 2020 - 2025
1.376
P-Index
This Author published in this journals
All Journal Simposium II UNIID 2017 Syntax Literate: Jurnal Ilmiah Indonesia CANTILEVER TEKNIKA Cantilever: Jurnal Penelitian dan Kajian Bidang Teknik Sipil Jurnal Teknik Sipil LATERAL
Yulindasari Sutejo, Yulindasari
Jurusan Teknik Sipil, Fakultas Teknik, Universitas Sriwijaya
Humanities Chemical Engineering, Chemistry & Bioengineering Civil Engineering, Building, Construction & Architecture Computer Science & IT Decision Sciences, Operations Research & Management Education Engineering Environmental Science Industrial & Manufacturing Engineering Law, Crime, Criminology & Criminal Justice Mechanical Engineering Social Sciences Transportation Other

Published : 13 Documents Claim Missing Document
Claim Missing Document
Check
Articles

Found 13 Documents
Search

 1   2 
ANALISIS PENGARUH CAMPURAN PUPUK UREA TERHADAP KUAT GESER TANAH LEMPUNG LUNAK DENGAN UJI TRIAXIAL Sutejo, Yulindasari; Dewi, Ratna; Haryadi, Dwi; Kurniawan, Reffanda
CANTILEVER Vol 4, No 1 (2015): Cantilever
Publisher : Jurusan Teknik Sipil & Perencanaan Fakultas Teknik Universitas Sriwijaya

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (567.403 KB)

Abstract

The soil plays an important role in a construction site. One type is the soft clay soil that has a value compressibility and high water levels so low soil shear strength that reduce the bearing capacity of the soil. In this study conducted by the method of soil improvement, soil stabilization using a mixture of urea fertilizer with percentage of 5 %, 10 %, and 15 % with a treatment period of 3 , 7, and 14 days with Triaxial test. Soft clay soil samples taken in the area around UNSRI, Inderalaya, OI, South Sumatra. The test results of soil properties, w 35.20 %; 2.53 Gs; PL 21.14 %; LL 42 % and IP 20.86 %. According to the USCS, the soil categorized CL, while according to AASHTO, the soil is categorized class A-7-6. Results of Triaxial testing , the value of cohesion (c) 5 % maximum on the addition of urea fertilizer (14 days) is 1.138 kg /cm2 . While the value of shear angle (f) and shear strength (τ) maximum on the addition of 15 % urea fertilizer (3 days) of 26,42o and 3.93 kg /cm2 .Key Words : Urea Fertilizer, Shear Strength, Triaxial, Soft Clay
PENGGUNAAN TERPAL DAN GRID BAMBU SEBAGAI ALTERNATIF PERBAIKAN TANAH TERHADAP PENURUNAN PONDASI DANGKAL PADA TANAH GAMBUT Dewi, Ratna; Sutejo, Yulindasari; Faskal, Faskal
CANTILEVER Vol 5, No 1 (2016): Cantilever
Publisher : Jurusan Teknik Sipil & Perencanaan Fakultas Teknik Universitas Sriwijaya

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (295.462 KB)

Abstract

Ground improvement techniques are commonly performed on peat soil is improved physically using geosynthetic materials. The often used is geotextile. In this study the use of geotextile replaced with the use of a tarpaulin and bamboo grid. They are used as reinforcement materials that is expected to be an alternative to increase the bearing capacity of peat soil which is used as the based of shallow foundation. The aim of this study is to determine the increase in the bearing capacity of variation in depth of reinforcement to the base foundation (0,25B; 0,5B; 1B) and variation in width of reinforcement (2B, 3B, 4B) to the value of bearing capacity withouth reinforcement. The research methodologies used is laboratory-testing. The data obtained from these tests were analyzed by comparing the value of bearing capacity between unreinforced soils and reinfoces soils reffered as Bearing Capacity Ratio (BCR). The results showed that the variation in the depth of the tarpaulin and bamboo on the basic foundation of the grid did not always show a rise greater carrying capacity , however, wide variations in accretion reinforcement always indicates an increase in the carrying capacity of the land. In the distance variation of reinforcement to the foundation, the maximum increase is shown at a depth of 0,5 B with a width of reinforcement for the 4B qu at 20,44 kPa. The largest value of BCR is variation in depth of reinforcement to the base foundation 0,5 B and variation in width of reinforcement 4B with a value of 3,78 and a percent increase of 277,8 %.
PEMODELAN REGRESI LINIER BERGANDA DAN ESTIMASI BIAYA PERBAIKAN LERENG MENGGUNAKAN SOIL NAILING (STUDI KASUS : JALAN MUARA ENIM – SP. SUGIHWARAS) Juliantina, Ika; Sutejo, Yulindasari; Butarbutar, Samuel; Agustien, Melawaty; Adhitya, Bimo Brata; Alia, Febrinasti
CANTILEVER Vol 6, No 2 (2017): Cantilever
Publisher : Jurusan Teknik Sipil & Perencanaan Fakultas Teknik Universitas Sriwijaya

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (335.428 KB)

Abstract

Muara Enim road segment SP. Sugihwaras very potential to occur landslide based on its location which is on the edge of the river. Recorded by the National Road Implementation Institute (BBPJN) III has been a slope grid in 2014. Slope improvement efforts undertaken by the Ministry of Public Works using a combination of gabion not too successfully overcome the problem. In addition to the strength element of a construction work, the cost and timing of the implementation are also important considerations in planning. Slope at 173 + 535 - Km 173 + 705 along 170 m using soil nailing planned three nails with 19 mmnail diameter and angular slope of 20° with variation of nail length, nail installation spacing, safety factor (SF) and estimated working time to the cost. Using the SPSS.16.0 program, the variations are modeled by nine samples as multiple linear regression equations. Based on the SPSS output, then tested the classical assumption and feasibility test model which produced the model: Cost (million) = - 3159,475 - 54,097 length - 1354,256 distance + 5188,127 SF + 26,483 time. The Budget Plan (RAB) covers preparatory work, drainage system, soil nailing, and shotcrete. An efficient cost estimate of 8 m length nail, 1.5m installation distance, 1.5 safety factor and 64-day working time resulted in a cost of Rp. 3.853.485.500,00 (Three billion eight hundred fifty three million four hundred eighty five thousand rupiah).
PENGARUH LIMBAH PLAFON GIPSUM TERHADAP PENURUNAN KONSOLIDASI PADA TANAH LEMPUNG EKSPANSIF Dewi, Ratna; Sutejo, Yulindasari; Rahmadini, Rizki; Arfan, Muhammad; Rustam, Reffanda Kurniawan
CANTILEVER Vol 8, No 1 (2019): Cantilever
Publisher : Jurusan Teknik Sipil dan Perencanaan Fakultas Teknik Universitas Sriwijaya

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (515.959 KB) | DOI: 10.35139/cantilever.v8i1.78

Abstract

Expansive clay has a high potential to swell if compared to other types of clay.  Expansive clay also has very low bearing capacity so that a method of soil improvement was needed to improve the soil.  This type of soil can be found in Gasing village, Tanjung Api-Api Km.  11 Banyuasin regency of South Sumatra Province.  This research aims to study the mixture of gypsum plafond waste as additives in the process of stabilizing expansive soil clay.  It can be made according to the needs of the mixture.  In this study, the percentage of mixture of gypsum plafond waste are 5 %, 10 % and 15%.  The test used an Oedometer (SNI 2812: 2011/ASTM D2435) equipment.  By giving the pressure of 2.5 kN/m2; 5 kN/m2; 10 kN/m2; 20 kN/m2; and 40 kN/m2.  The test results of the clay without mixture with gypsum plafond obtained were liquid limit value (LL) = 67%, plastic limit (PL) = 26.38% and plastic index value (PI) of 40.62%.  Spesific Gravity (Gs) = 2.696, optimal water content (wopt) = 21.55 % and optimal dry weight (wopt) = 1.55 gr/cm3.  Therefore, the soil sample was an expansive clay type and classified as A-7-6 (AASHTO classification).  Consolidated test results show that soil compression index (Cc) = 0.190.  After mixed with gypsum plafond waste of 15 %, the compression index value (cc) = 0.080.  This indicates that the compression index value (cc) has decreased.  Based on the above, it can be concluded that the mixture of gypsum waste in expansive clay causes soil settlement.
EFEK CAMPURAN SOIL BINDER DAN ABU AMPAS TEBU TERHADAP KARAKTERISTK KUAT GESER TANAH LEMPUNG Yulindasari Sutejo; Ratna Dewi; Mirka Pataras; Putra Anugrah
Simposium II UNIID 2017 Vol 2 (2017)
Publisher : Simposium II UNIID 2017

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (675.816 KB)

Abstract

Tanah lempung ekspansif merupakan kelompok tanah yang tidak baik digunakan pada pembangunan konstruksi. Tanah ini memiliki derajat pengembangan volume yang tinggi. Sehingga dilakukan penelitian mengenai sifat-sifat fisis dan mekanis agar diketahui apakah sifat-sifat tanah tersebut dapat digunakan sebagai dasar bangunan. Metode stabilisasi tanah umum dipakai dalam perbaikan sifat tanah. Pada penelitian ini, bahan stabilisasi menggunakan Soil Binder (SB) dengan variasi 20 gr/liter, 25 gr/liter, serta 30 gr/liter dan Abu Ampas Tebu (AAT) dengan variasi 4%, 8%, dan 12%. Perawatan sampel benda uji dengan variasi 0 hari, 7 hari, dan 14 hari. Berdasarkan pengujian index properties diperoleh: kadar air () 9.44%, berat jenis (Gs) 2.696, batas cair (LL) 68%, batas plastis (PL) 26%, dan indeks plastis (IP) 42%. Klasifikasi tanah di daerah Desa Gasing Tanjung Api-Api diklasifikasikan sebagai tanah lempung anorganik (USCS) dan A-7-6 (AASHTO). Nilai kuat geser (τ) tanah asli yaitu 0.223 kg/cm2, nilai kohesi (Cu) 0,220 kg/cm2, serta nilai sudut geser () 0.7o. Nilai kohesi (Cu) tanah maksimum terjadi pada persentase campuran 20 gr/liter Soil Binder SB dan 4% AAT sebesar 0.69 kg/cm2. Nilai sudut geser () tanah maksimum pada campuran 20 gr/liter SB dan 12% AAT sebesar 6.8˚ dengan persentase perubahan sebesar 871.40%. Serta nilai kuat geser (τ) tanah maksimum pada persentase campuran 20 gr/liter SB dan 4% AAT sebesar 0.709 kg/cm2. Penambahan Soil Binder dan Abu Ampas Tebu terhadap tanah lempung ekspansif dapat meningkatkan parameter kohesi (c), sudut geser(), dan kuat geser tanah (τ).
PEMANFAATAN ABU AMPAS TEBU SEBAGAI BAHAN CAMPURAN DENGAN SOIL BINDER TERHADAP NILAI CBR TANAH LEMPUNG Yulindasari Sutejo; Ratna Dewi; Citra Indriyanti; Ridhuan Andika; Reffanda Kurniawan Rustam
Simposium II UNIID 2017 Vol 2 (2017)
Publisher : Simposium II UNIID 2017

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (545.077 KB)

Abstract

Salah satu parameter yang diperlukan untuk mengetahui kondisi suatu tanah adalah nilai CBR (California Bearing Ratio). Pada penelitian ini, nilai CBR dikaitkan dengan perancangan tebal perkerasan. Nilai CBR diperoleh berdasarkan proses pencampuran tanah dengan bahan tertentu. Adapun campuran yang digunakan yaitu Soil Binder (SB) dan Abu Ampas Tebu (AAT). Soil Binder dengan variasi campuran 20 gram/liter air, 25 gram/liter air, 30 gram/liter air. Dan campuran Abu Ampas Tebu sebesar 4 %, 8 %, dan 12 %. Waktu perawatan sampel selama 0, 7, 14 (hari). Adapun hasil penelitian yang telah dilakukan menunjukkan tanah di daerah Jl. Tanjung Api-Api Desa Gasing Kecamatan Talang Kelapa Kabupaten Banyuasin, berdasarkan sistem klasifikasi AASHTO digolongkan A-7-6 sedangkan berdasarkan klasifikasi USCS digolongkan kelompok CH. Nilai CBR tanah asli sebesar 14.75 %. Adapun nilai CBR tertinggi diperoleh pada variasi campuran SB 30 gr/liter air dan AAT 12 % dengan waktu perawatan selama 14 hari sebesar 32.37 %. Nilai DDT tertinggi yaitu dengan variasi campuran SB 30 gr/liter air dan AAT 12 % dengan waktu perawatan selama 14 hari sebesar 8.193.
Kajian Stabilitas Lereng dengan Perkuatan Geotekstil dan Dinding Penahan Tanah Kantilever di Ruas Jalan Padang-Lb. Selasih Sumatera Barat Syahril Alzahri; Adiguna; Bimo Brata Adhitya; Yulindasari Sutejo; Reffanda Kurniawan Rustam
Cantilever: Jurnal Penelitian dan Kajian Bidang Teknik Sipil Vol 9 No 1 (2020): Cantilever
Publisher : Department of Civil Engineering and Planning, Faculty of Engineering, Sriwijaya University

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (1347.756 KB) | DOI: 10.35139/cantilever.v9i1.18

Abstract

A typical relatively steep slope makes the Lb. Selasih – Bts. Kota Padang KM.29+650 experienced a landslide in 2017. So, it is necessary to strengthen the slope to overcome the landslide. Alternative slope reinforcement used is reinforcement using cantilever retaining walls or geotextiles. Slope stability analysis before and after were analyzed using the Slope/W program. The output produced by Slope/W program is the value of the safety factor. The safety factor value for the state of the original slope is 1.100. It shows that the slope in the original condition is unstable and vulnerable to landslide hazards. The retaining wall has a height of 11 m and a base plate width of 8 m. The results of the analysis showed that the cantilever retaining wall securely with stands shear, rolling, and bearing capacity of the subgrade with a safety factor value of 1.620; 1.550; 2.160, while geotextile reinforcement has a height of 16 m and an ultimate tensile strength of 200 kN / m. The results of the analysis showed that the reinforcement of the geotextile safely sliding, stability, and bearing capacity of the subgrade with a safety factor value of 1.600; 2.330; 2.860. Both of these reinforcements are safe to stabilize the slope by increasing the value of the slope safety factor by 2.235 for strengthening the cantilevered retaining wall and 2.279 for strengthening the geotextile.
Pemodelan Perkuatan Menggunakan Bambu Untuk Daya Dukung Pondasi Dangkal pada Tanah Gambut Yulindasari Sutejo; Sutanto Muliawan; Ratna Dewi; Febrian Hadinata; Budi Ariawan; Reffanda Kurniawan Rustam
Cantilever: Jurnal Penelitian dan Kajian Bidang Teknik Sipil Vol 9 No 2 (2020): Cantilever
Publisher : Department of Civil Engineering and Planning, Faculty of Engineering, Sriwijaya University

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (439.053 KB) | DOI: 10.35139/cantilever.v9i2.62

Abstract

Some of the unfavorable characteristics of peat soil are low bearing capacity and high compressibility. The reinforcing material used in this research which functions the same as geogrid are bamboo materials (grids and woven). The bamboo material used aims to determine the carrying capacity and reduction of shallow foundations on peat soil before being reinforced and after being reinforced. Bamboo matting and rectangular patterned bamboo grids. Laboratory scale testing were used as the research methodology. The peat soil sampling location came from the area of Dusun III Banyu Urip, Banyuasin Regency, South Sumatra Province. The bamboo material is obtained from the Seberang Ulu area, Palembang City and sand is obtained from the sand depot in the Musi II area, Palembang City. The results of laboratory testing show that the addition of the number of reinforcement layers and the effective layer depth distance will give a greater bearing capacity ratio (BCR) value. The bearing capacity value of the shallow foundation before being reinforced on peat soil using Terzaghi's analysis is 45.232 kpa. Then, after testing the variation in the depth of the layer d = 0b; d = 0.25b; and d = 0.5b with the number of layers 1 layer, 2 layers and 3 layers obtained a variation which gives the highest bearing capacity value of layer depth variations d = 0.25b with the number of layers of 3 layers. The bearing capacity value is 94 kpa with a BCR value of 2.08 (percent increase of 107.96 %).
Kuat Geser Tanah Gambut Berserat di Kabupaten Ogan Ilir Hartini Hartini; Yulindasari Sutejo; Febrian Hadinata
Syntax Literate Jurnal Ilmiah Indonesia
Publisher : Syntax Corporation

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (354.093 KB) | DOI: 10.36418/syntax-literate.v7i9.9325

Abstract

The peat soil used in this research is fibrous peat soil. The block sampling method was carried out to obtain undisturbed soil samples. The sample locations are from Tanjung Pule Village and Bakung Village, Ogan Ilir Regency. The property index and classification tests include: water content (w), specific gravity (Gs), acidity (pH), ash content (AC), organic content (OC), and fiber content (FC). The parameters of the peat soil shear strength were obtained from the Triaxial UU and Vane Shear tests. Test results in Bakung Village: 693.14 %, Gs = 1.79, pH = 3.01, e = 9.95, b = 12.74 kN/m3, d = 1.61 kN/ m3 OC = 96.60%, AC = 3.3%, and FC = 27.14 %. Test results in Tanjung Pule Village: = 714,77 %, Gs = 1,72, pH = 4,14, e = 13,06, gb = 9,78 kN/m3, gd = 1,11kN/m3, OC = 93.00 %, AC = 7 %, and FC = 36.35 %. Fiber content (FC) in Bakung and Tanjung Pule villages is > 20 %, so it is classified as fibrous peat soil. Triaxial test results obtained shear strength values ​​t =10.72 kPa (Bakung Village) and t =11.62 kPa (Tanjung Pule Village). While the results of the Vane Shear test in Bakung Village, Su = 11.39 kPa and Tanjung Pule Village, Su = 14.31 kPa. Keywords: Peat Soil, Shear Strength, Triaxial, Vane Shear
KUAT GESER TANAH LEMPUNG LUNAK DI KABUPATEN BANYUASIN Reffanda Kurniawan; Syarif Hidayat; Dwi Wahyuni; Yulindasari Sutejo
TEKNIKA: Jurnal Teknik Vol 10 No 1 (2023)
Publisher : Universitas IBA Palembang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.35449/teknika.v10i1.239

Abstract

Kabupaten Banyuasin merupakan salah satu kabupaten di Provinsi Sumatera Selatan. Lokasi penelitian ini berada di daerah Kabupaten Banyuasin yaitu KTM Telang Sari Mulya, Dusun 1 Banyu Urip, dan Dusun 3 Banyu Uri. Penelitian ini dilakukan dalam skala laboratorium. Nilai yang didapat dari pengujian ini adalah sifat fisik dan sifat mekanis tanah lempung lunak. Sifat mekanis tanah yang di uji adalah kuat geser tanah (t). Pengujian kuat geser tanah menggunakan alat uji Direct Shear dengan beban 12,25 kPa, 24,50 kPa dan 49 kPa. Berdasarkan sistem klasifikasi AASHTO, tanah termasuk kedalam golongan A-7-5 yang termasuk klasifikasi tanah lempung atau lanau. Sedangkan menurut klasifikasi USCS, maka tanah termasuk kedalam golongan ML. CL, dan OL. Nilai kadar air (w) tanah lempung dari Daerah KTM Telang Desa Sari Mulya dengan nilai 67,30 % nilai kadar air dari Daerah Banyu Urip Dusun 1 dengan nilai 60,00 %, dan nilai kadar air dari Daerah Banyu Urip Dusun 3 dengan nilai 62,05 %. Nilai kohesi tanah lempung lunak di lokasi Banyu Urip Dusun 3 yaitu sebesar 17,83 kPa, di lokasi Banyu Urip Dusun 1 yaitu sebesar 18,83 kPa, dan di lokasi Banyu Urip Dusun 3 yaitu sebesar 18,86 kPa. Nilai kuat geser (t) tanah lempung lunak di Daerah KTM Telang Desa Mulya Sari sebesar sebesar 17,87 kPa, di Daerah Banyu Urip Dusun 1 sebesar 18,79kPa, dan di Daerah Banyu Urip Dusun 3 sebesar 18,56 kPa.
Co-Authors Adhitya, Bimo Brata Adiguna, Adiguna Alia, Febrinasti Alzahri, Syahril Angga Khaidarius Armo, Achmad Abraham Setiawan Budi Ariawan Butarbutar, Samuel Citra Indriyanti Dewi, Ratna Dewi, Ratna Dwi Wahyuni Faskal, Faskal Fathunnisa Febrian Hadinata Febrian Hadinata Febrian Hadinata Hardiansyah, Dani Hartini Hartini Haryadi, Dwi Hendry Wijaya Ika Juliantina Kiagus Muhammad Aminuddin Melawaty Agustien, Melawaty Mirka Pataras Nasution, Ali Napiah Putra Anugrah Rahmadini, Rizki Ramadhani Ramadhani Ratna Dewi Ratna Dewi Ratna Dewi Ratna Dewi Reffanda Kurniawan, Reffanda restu juniah, restu Ridhuan Andika Saloma Sutanto Muliawan Syarif Hidayat