Core Log and Cone Penetration Test Approach for Bearing Capacity Analysis of Quaternary Deposit and Its Correlation to Facies Distribution in Southern Bali (original) (raw)
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2017
Cone Penetration Test (CPT) has been recognized as one of the most extensively used in situ tests. A series of empirical correlations developed over many years allow bearing capacity of a soil layer to be calculated directly from CPT’s data. Moreover, the ratio between end resistance of the cone and side friction of the sleeve has been prove to be useful in identifying the type of penetrated soils. The study was conducted in a coal mining concession area in Loa Duri, east Kalimantan, Indonesia. In this study the Begemann Friction Cone Mechanical Type Penetrometer with maximum push capacity of 250 kg/cm2 was used to determine bearing layers for foundation of the conveyor belt at six different locations. The friction ratio (Rf) is used to classify the type of soils, and allowable bearing capacity of the bearing layers are calculated using Schmertmann method (1956) and LCPC method (1982). The result shows that the bearing layers in study area comprise of sands, and claysand mixture and...
Geotechnical parameter assessment of sediment deposit: A case study in Pasakha, Bhutan
Cogent Engineering
The research area falls at the downstream level of Bhalujhora landslide area in Alay which is located in Pasakha, Bhutan. Local Government authority proposed for construction of custom station between the commercial town Phuentsholing and Pasakha Industrial estate. However, downstream region which connects the core town to industrial estate are severely affected by the flash floods every year and the runoff causes huge sediment deposits leading risk for community and substantial damages to the infrastructures. The site is seasonally eroded and subsequently deposited by the sediments from upstream. Although, the formation level for infrastructure are proposed on the deposit layer, the assessment of soil parameters is necessary for design and planning to ensure the overall safety and long-term economic benefits. Through this study, the subsurface soil parameters are assessed by in-situ open pit investigation, geophysical survey and Standard Penetration Test (SPT), while the engineering properties of the sediment deposits were determined from laboratory tests. The field investigation was important to decide the suitability of foundation type and depth. Further, soil parameters were determined to classify the soil type, understand permeability characteristics,
IOP Conference Series: Earth and Environmental Science
All this time, the score of CBR is calculated according to q c score. Generally, planner usually refers to graph / nomogram which published on literature book, but the graph / nomogram on the book may not probably able to apply in all areas, including Banjarbaru. In this particular research, it aimed to make the graph or equation between CBR and Cone test in the cone area of 0.5 in 2. The both tests used the same sample of water contents and density. The samples were taken in four areas in Banjarbaru; Balitra, Jalan Semeru (Semeru Street), Mandiangin Circuit, and Banjarbaru Asri Housing. There took soil samples in three points of every areas. By the test, obtained the correlation between CBR and Cone End Resistance (q c) on Banjarbaru area: CBR = 0.0545 qc + 2.618 and the q c score is between 50 kg/cm 2 to 300 kg/cm 2 .
Granthaalayah Publications and Printers, 2022
The Geotechnical properties of soils in Uyo town were analyzed to determine the bearing capacity and generate maps for shallow and deep foundation designs. Eleven geotechnical boreholes were drilled to a maximum depth of 20 meters each across Uyo town. Standard penetration tests and cone penetration tests were also carried out on the field. Soil samples were retrieved during the field investigation for various laboratory tests including liquid limits, plastic limit, bulk density, shear strength and particle size distribution. The general soil profile consists of silty clays, sandy clays, and sand from top to bottom. The silty clays are firm, low compressibility clays with liquid limit and plastic limit percentages between 32%-45% and 10%-45% respectively, cohesion averages of 4˚ to 12˚ and angles of internal friction between 48KN/m2-68KN/m2. Ultimate bearing capacities of this horizon range from 354.6kN/m2 to 866.7kN/m2. The sandy clays are also firm, low to intermediate plasticity clays with liquid limit and plasticity indexes of 29%-42% and 9%-15% respectively. Their cohesion averages range between 50KN/m2-65KN/m2 and angles of internal friction between 6˚-12˚. The ultimate bearing capacities of this clay range from 482.5KN/m2 to 906.2KN/m2. The sand is a poorly graded, medium dense sand with standard penetration test N-values between 8 to 23. Pile bearing capacities of the sand gave ultimate and allowable bearing capacities between 10262.9KN-11510.2KN and 4105.2KN-4604.1KN respectively. The sand substratum is a suitable termination depth for piles.
The Importance of Amount of Settlement in Determining the Bearing Capacity of Soils
2017
In this study, the aim was to determine safe bearing capacity of soils, which outcrop around Tamzi and Akcakale located in Gumushane, providing allowable settlement conditions for optimum foundation design. To define the geotechnical properties of soils, three trenches were dug and two seismic refractions with Multichannel Spectral Analysis of Surface Waves (MASW) were carried out in each research area. Sieve analyses, shear box tests, and triaxial compression tests were carried out on disturbed and undisturbed samples taken from the trenches. Seismic velocities of the soils were determined by seismic refraction and MASW methods. While determining the safe bearing capacity; the equations proposed by Terzaghi, Meyerhof, Kurtulus, Tezcan and Ozdemir, Turker, and Keceli were used and the obtained safe bearing capacity values were compared with each other. Then, the soils were modeled numerically by using finite element methods and safe bearing capacities providing allowable settlement ...
Analisa Laju Sedimentasi Diteluk Krueng Raya Dan Sekitarnyakabupaten Aceh Besar
Journal of Oceanography, 2017
Sedimentasi selalu menjadi permasalahan di Pelabuhan Malahayati. Sedimentasi yang terjadi di sekitar pelabuhan akan berdampak pada alur pelayaran menjadi dangkal. Data laju sedimentasi sangat penting untuk memberikan informasi terkait seberapa besar pengaruh kecepatan sedimentasi yang terendap terhadap pendangkalan. Tujuan dari penelitian ini adalah untuk mengetahui besarnya nilai laju sedimentasi dan pendangkalan pada lokasi kajian. Penelitian ini dilaksanakan pada tanggal 4 September – 4 Oktober 2016 di Perairan Pelabuhan Malahayati, Kabupaten Aceh Besar. Data yang digunakan adalah arus lapangan, data pasang surut, data batimetri skala 1:25.000 tahun 2016 dan peta batimetri skala 1:25.000 tahun 2010. Hasil penelitian menunjukan bahwa nilai laju sedimentasi tertinggi berada di stasiun 3 yaitu di muara sungai dengan nilai laju sedimentasi adalah 55,7113 g/cm 2 /hari sedangkan nilai laju sedimentasi terkecil pada stasiun 1 yang berada di sisi kanan pelabuhan dengan nilai sebesar 4...
IOP Conference Series: Materials Science and Engineering, 2018
This paper presents the results of soil investigation on the residual soil at Gayungan Surabaya. The methodology of the research consists of Drilling + Standard Penetration Test (ASTM D1586-99), sampling and laboratory test for index properties & mechanical of soil, then analyzed for Soil Bearing Capacity (Meyerhoff, 1976). Field test analysis data showed that Bore Hole.01(BH.01) and Bore Hole.03 (BH.03) were dominated by Sand / Sandy clay layer with Standart Penetration Test (SPT) values: 6-68, whereas in BH.02 was dominated by Clayey sand layer with Standard Penetration Test (SPT) values: 32-68. Based on Soil classification according to Unified Soil Classification System (USCS), the soil type at the research area consisted of ML (Silt with Low plasticity), CL (Clay with low plasticity), MH (Silt with High plasticity), and SP (Sand with Poor gradation). Based on the borlog data and soil bearing capacity analysis of the research area is recommended: for The Deep foundation to reaches at least 16 meters depth with Qa = 1160.40-2032.80 kN / m2, and Shallow foundation reaches at least 1-2 meters deep with Qa = 718.25 kN / M2.
Open Access Journal of Environmental and Soil Sciences, 2018
Geophysical and Geotechnical investigations were carried out on the proposed New Oil Mill at Wilmar Calaro Oil Palm Estate in Awi-Akamkpa of Cross River State. Five borings were carried out at the depths of 42.3 m and 3 m at intervals of 1m and 4.7 m respectively. The samples were taken to the laboratory for Sieve analysis, compaction test, California Bearing ratio test, plasticity index, maximum dry density, unconfined triaxial test, and shrinkage test to determine the bearing capacity of the soil. The results revealed that the subsurface displayed good bearing capacities characteristic of (1.5m and 467.20KN/m 2). Settlement predictions based on a loading of 100KN/m 2 indicated a settlement of 1.68 mm. Hence, the subsurface is adjudged to be suitable for the proposed construction with the expected superstructure. Seismic refraction was also carried out in the locations the geotechnical borings were made using a 12channel seismograph (Teraloc) model DPU 411 to determine the bearing capacity of the subsurface. The five selected locations that were investigated shows that the hammer source penetrated the first three layers of the earth. A software seislmager was used to analyze the data. The range of Velocities for the first three layers were 276 m/s to 1148 m/s, 544 m/s to 2270 m/s and 1134 m/s to 5368 m/s, their depths to bottom were 1. 7 m to 8.1 m and 7.2 m to 13.5 m and the shear modulus (µ) of 0.97 x 108N/m 2 , young modules (E) of 2.06 x 108N/m 2 to 331 x 108N/m 2 , Lame's constant (λ) of 0.14 x 108N/m 2 to 927 x 108N/m 2 and Poisson ratio (σ) of 0.01 to 0.3 were calculated, the soil identified in the survey area were mainly sand, clay, shale, gravel, and granite. Seismic refraction and geotechnical results show a good agreement that the soil is well consolidated, and it is suitable for the expected deep foundation building.
LOGIC : JURNAL RANCANG BANGUN DAN TEKNOLOGI, 2019
The aim of this research to test characteristics of the soil and calculate bearing capacity of the foundation based cone penetration testing data and soil parameters at the Aifa bridge construction field in Fafurwar District, Teluk Bintuni Regency, West Papua Province. Research carried out with survey the construction site of the bridge and conduct a sondir test in accordance with the location of the bridge abutment according to the bridge design drawings. Along with the implementation of sondir test, soil sampling is carried out to be taken to the laboratory for soil characteristics testing. Soil parameter testing carried out in the laboratory, among others, water content test, specific gravity test, unit weight test, Atterberg limit test, soil grain size test, compaction test and shear strength test. From the results of testing the soil characteristics in the laboratory, the type of soil at point 1 is the type of good to bad graded sand soil (SW-SP) with a water content of 17.72%, specific gravity 2.98, liquid limit (LL) = 16,746% included in the non-plastic category. While the location of point 2 is obtained from good to bad graded sand soil type (SW-SP) with a water content of 28.52%, specific gravity 2.73, liquid limit (LL) = 16.746% including the non-plastic category. To analysis of the calculation of the bearing capacity of the foundation Aifa bridge using data from the sondir test results for point 1 was obtained allowable bearing capacity (Q all ) is 4.610,44 kN and for point 2 was obtained allowable bearing capacity (Q all ) is 3.598,43 kN. For calculating bearing capacity of the foundation using soil parameter data for point 1 was obtained bearing capacity allowable (Q all ) is 2.209,93 kN and for point 2 was obtained allowable bearing capacity (Q all ) is 655,41 kN.
Inersia, 2023
Several sedimentation processes occur in the downstream area between river mouths and the sea. One of the effects of this sedimentation process is the occurrence of siltation around the coast. Not infrequently, this disrupts sea passages when the ship is about to head to the pier or go to sea. Kuala Beach is one of the locations in Pangkalpinang where the sedimentation process continues to occur enough to disrupt the smooth flow of sea traffic. This study aims to provide an overview and analysis of results related to sediment characteristics, spatial analysis of deposits, and predictions of deposition rates around Kuala Beach, Pangkalpinang City. This research was conducted using the following methods: 1) Method of investigating sediment characteristics by collecting data through field testing in the form of hand drills and laboratory testing, 2) Spatial analysis method by mapping the area of sedimentation based on the results of sediment characteristic tests using Agisoft Metashape and QGIS. The results of this study note that sediment deposits are dominated by sediments with sandy grain characteristics (SP symbol based on the Unified Soil Classification System) and a fine grain content (passing sieve number 200) of around 1-3%. The pattern of distribution of sediment deposits is known to have relatively flat contours and relatively uniform characteristics down to a depth of 1.5 m. The coefficient of grain uniformity (Cu) is in the range of 2.43-8.2 with the tendency of uniformity level getting higher to the southeast. The coefficient of grain gradation (Cc) is in the range of 0.44-1.64 with the tendency of the gradation level getting better to the southeast. ` This is an open access article under the CC-BY license.