STABILISASI TANAH EKSPANSIF DENGAN BAHAN TAMBAH GIPSUM (STUDI KASUS DI KAWASAN INDUSTRI CANDI BLOK K-18, SEMARANG)

G - SMART ◽  
2017 ◽  
Vol 1 (1) ◽  
pp. 33
Author(s):  
Ibnu Widiantoro ◽  
Fauzi Ahmad
Keyword(s):  
Direct Shear ◽  
Index Properties ◽  
Atterberg Limit

Jenis tanah yang cukup banyak ditemui di Kota Semarang adalah tanah ekspansif. Tanahekspansif adalah tanah lempung yang memiliki karakteristik kembang susut yang cukup besarserta tingkat plastisitas yang tinggi. Permasalahan bangunan yang berdiri di atas tanahekspansif salah satunya terdapat di Kawasan Industri Candi yang berada di Jalan GatotSubroto Semarang pada lokasi Blok K-25. Permasalahan yang terjadi terletak pada tembokyang pecah dan retak retak serta lantai yang bergelombang. Salah satu upaya yang akandilakukan oleh penulis untuk meningkatkan kestabilan tanah ekspansif adalah melakukanpenelitian terhadap penambahan bahan tambah gipsum dengan persentase penambahan yangberbeda. Dalam penelitian ini digunakan penambahan gipsum dengan persentase gipsumsebanyak 0%, 15%, 20% dan 25% dari berat tanah kering. Uji yang dilakukan di laboratoriummeliputi uji mineral tanah, index properties, atterberg limit, uji saringan, uji hidrometer, ujikompaksi, uji swelling dan direct shear. Berdasarkan uji yang telah dilakukan denganpenambahan gipsum, dapat disimpulkan bahwa gipsum memiliki pengaruh yang cukup baikdalam meningkatkan stabilisasi tanah lempung ekspansif.

scholarly journals PENGARUH FELDSPAR DAN AMPAS TEBU TERHADAP PROPERTIS TANAH EKSPANSIF

2019 ◽  
Vol 3 (1) ◽  
Author(s):  
Selvia Agustina ◽  
Lisa Fitriyana
Keyword(s):  
Liquid Limit ◽  
Direct Shear ◽  
Atterberg Limit

<p>Salah satu upaya perbaikan tanah ekspansif adalah dengan stabilisasi, yaitu mencampurkan tanah dengan semen. Namun penggunaan semen memerlukan biaya besar. Oleh sebab itu, perlu pengganti semen. Pada penelitian ini, semen diganti dengan feldspar dan ampas tebu. Tujuannya adalah mengetahui pengaruh karakteristik tanah ekspansif setelah dicampur dengan feldspar dan ampas tebu, serta mengetahui campuran yang lebih baik dalam stabilisasi tanah ekspansif.</p><p>Penelitian ini menggunakan feldspar dan ampas tebu dengan kadar campuran 5%, 10%, dan 15%. Propertis tanah ekspansif yang dimodifikasi ditinjau dari pengujian <em>atterberg limit</em> dan <em>direct shear</em>. Hasil dari pengujian tersebut berupa indeks plastisitas (PI), <em>liquid limit</em> (LL), <em>shrinkage limit</em> (SL), kohesi (c), dan sudut geser dalam (j) dari campuran tanah.</p><p>Hasil menunjukan bahwa karakteristik tanah ekspansif yang dicampur dengan feldspar dan ampas tebu mengalami penurunan indeks plastisitas (PI) dan kohesi (c) sedangkan sudut geser dalamnya (j) semakin tinggi. Campuran yang paling baik adalah menggunakan feldspar dengan kadar 15%.</p>

scholarly journals Determination of Types and Characteristics of Laterite Soil as Basic Land for Building Construction

2021 ◽  
Vol 930 (1) ◽  
pp. 012041
Author(s):  
D Chandrasasi ◽  
S Marsudi ◽  
E Suhartanto
Keyword(s):  
Soil Characteristics ◽  
Building Construction ◽  
Sieve Analysis ◽  
Direct Shear ◽  
Laterite Soil ◽  
Atterberg Limit ◽  
Central Java ◽  
Property Index

Abstract Laterite soil is red soil because it contains iron and aluminum. It is an old type of soil, so it is suitable for all plants. Laterite soils are located in the reservoir area of the Wonogiri Dam - Central Java. The nature of laterite soil that quickly absorbs water and the soil texture is strong and dense indicates the type of soil used for a mixture to make roads. This study aims to identify and characterize the lateritic soils to support the construction of roads that will be used. It is needed to test the soil’s property index, including moisture content test, density test, Atterberg limit, and grain sieve analysis. At the same time, it tested the classification of laterite soil characteristics using standards of USCS and AASHTO. To test the shear strength of the laterite soil is using Direct Shear. Based on the analysis, the laterite soil from sedimentation in Wonogiri dam is classified as poor and does not meet the requirements to be used as a subgrade in building construction. It can be considered include need to improve to carried out first.

scholarly journals Effectiveness of different admixtures on Atterberg limit and compaction characteristics of stabilized soil

2021 ◽  
Vol 920 (1) ◽  
pp. 012025
Author(s):  
C E L Jit ◽  
M Nujid ◽  
J Idrus ◽  
D A Tholibon ◽  
N F Bawadi
Keyword(s):  
Soil Stabilization ◽  
Soft Soil ◽  
Liquid Limit ◽  
Soil Reinforcement ◽  
Stiffness Index ◽  
Index Properties ◽  
Atterberg Limit ◽  
Compaction Characteristics ◽  
Shell Powder ◽  
Cockle Shell

Abstract Index properties of soared are the most crucial part of the soil, which impact construction activities due to the rapid growth of urbanization and industrialization. Soft soil is one of the most unstable soil which has a low strength and stiffness index due to its high liquid limit. Stabilization of soil by adding chemical or non-chemical based such as lime and cockle shell powder have proven to improve the index properties of soft soil. Lime and cockle shell powder is the most popular reinforcement materials used in the study on the soil reinforcement for soft soil. The use of lime and cockle shell powder as reinforcement materials in soil are proven effective. The study’s objective is to investigate the effectiveness of different admixtures used in the soil stabilization compared to lime and cockle shell powder on the effect of Atterberg limit and compaction characteristics of soft soil. It is shown the soil reinforcement in soil stabilization is functionally in improving mechanical properties of the soft soil. Meanwhile, the admixture in powder formed to act as a fine binder between soil and stabilizer agents. This will enhance the index properties of original soft soil such as Atterberg limit and compaction characteristics.

Direct shear strength test on rocks along discontinuities, under laboratory conditions

2014 ◽  
Vol 9 (3) ◽  
pp. 139-150 ◽  
Author(s):  
Ildikó Buocz ◽  
Nikoletta Rozgonyi-Boissinot ◽  
Ákos Török ◽  
Péter Görög
Keyword(s):  
Shear Strength ◽  
Strength Test ◽  
Direct Shear ◽  
Shear Strength Test ◽  
Laboratory Conditions

PASSIVE WIRELESS DIRECT SHEAR STRESS MEASUREMENT

2010 ◽  
Author(s):  
J. Sells ◽  
V. Chandrasekharan ◽  
H. Zmuda ◽  
M. Sheplak ◽  
D.P. Arnold
Keyword(s):  
Shear Stress ◽  
Stress Measurement ◽  
Direct Shear

scholarly journals Sand- and Clay-Photocured-Geomembrane Interface Shear Characteristics Using Direct Shear Test

2021 ◽  
Vol 13 (15) ◽  
pp. 8201
Author(s):  
Lihua Li ◽  
Han Yan ◽  
Henglin Xiao ◽  
Wentao Li ◽  
Zhangshuai Geng
Keyword(s):  
Soil Surface ◽  
Friction Angle ◽  
Direct Shear ◽  
Tensile Crack ◽  
Shear Tests ◽  
Interface Shear ◽  
Direct Shear Tests ◽  
Carbon Black Powder ◽  
Shear Characteristics ◽  
Impermeable Layer

It is well known that geomembranes frequently and easily fail at the seams, which has been a ubiquitous problem in various applications. To avoid the failure of geomembrane at the seams, photocuring was carried out with 1~5% photoinitiator and 2% carbon black powder. This geomembrane can be sprayed and cured on the soil surface. The obtained geomembrane was then used as a barrier, separator, or reinforcement. In this study, the direct shear tests were carried out with the aim to investigate the interfacial characteristics of photocured geomembrane–clay/sand. The results show that a 2% photoinitiator has a significant effect on the impermeable layer for the photocured geomembrane–clay interface. As for the photocured geomembrane–sand interface, it is reasonable to choose a geomembrane made from a 4% photoinitiator at the boundary of the drainage layer and the impermeable layer in the landfill. In the cover system, it is reasonable to choose a 5% photoinitiator geomembrane. Moreover, as for the interface between the photocurable geomembrane and clay/sand, the friction coefficient increases initially and decreases afterward with the increase of normal stress. Furthermore, the friction angle of the interface between photocurable geomembrane and sand is larger than that of the photocurable geomembrane–clay interface. In other words, the interface between photocurable geomembrane and sand has better shear and tensile crack resistance.

A New Direct Shear Apparatus for Rock Joints Specialized in Cyclic Loading

2021 ◽  
Author(s):  
Zhen Cui ◽  
Qian Sheng ◽  
Mao-chu Zhang ◽  
Jun-feng Cao ◽  
Xian-cheng Mei ◽  
...  
Keyword(s):  
Cyclic Loading ◽  
Rock Joints ◽  
Direct Shear ◽  
Direct Shear Apparatus

Assessment of glenoid baseplate initial micromotion and fixation strength in reverse total shoulder arthroplasty designs using a direct shear force methodology

2021 ◽  
pp. 175857322110329
Author(s):  
Therese E Parr ◽  
Jennifer K Anderson ◽  
Alan M. Marionneaux ◽  
John M Tokish ◽  
Stefan J Tolan ◽  
...  
Keyword(s):  
Shoulder Arthroplasty ◽  
Shear Force ◽  
Total Shoulder Arthroplasty ◽  
Reverse Total Shoulder Arthroplasty ◽  
Fixation Strength ◽  
Shoulder Prosthesis ◽  
Direct Shear ◽  
Device Failure ◽  
Glenoid Baseplate ◽  
Reverse Total Shoulder

Background In a reverse total shoulder arthroplasty, the altered glenohumeral joint center of rotation subjects the glenoid baseplate to increased shear forces and potential loosening. Methods This study examined glenoid baseplate micromotion and initial fixation strength with the application of direct shear force in a Sawbone model. The reverse total shoulder arthroplasty systems examined were the DJO Reverse® Shoulder Prosthesis, the Exactech Equinoxe® Reverse System, and the Tornier AequalisTM Reverse Shoulder Prosthesis. Specimens were cyclically tested with increasing shear loads until 150 µm of displacement between the implant and glenoid was achieved, and subsequently until failure, classified as either 1 cm of implant/glenoid displacement or fracture. Results The average load withstood for the 150 µm threshold for DJO, Tornier, and Exactech was 460 ± 88 N, 525 ± 100 N, and 585 ± 160 N, respectively. The average total load at device failure for DJO, Tornier, and Exactech was 980 ± 260 N, 1260 ± 120 N, and 1350 ± 230 N, respectively. Discussion The Exactech implant design trended toward requiring more load to induce micromotion at each threshold and to induce device failure, most commonly seen as inferior screw pull out. This study proposes design features that may enhance fixation and suggests little risk of initial micromotion or failure during initial post-operative recovery.

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