• Journal of the Korean Society of Hazard Mitigation
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• v.5 no.4 s.19
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• pp.37-47
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• 2005

The purpose of this study is to estimate the bearing capacity and settlement characteristics of the weathered granite masses, and on the process to achieve the purpose, in the first place, the weathered degree according to the absorption index was examined and reviewed, then plate bearings test in in-situ depth were tested, and finally the result was compared and examined with the result of the existing, estimate method and pressuremeter test. In order to achieve the purpose of this study, a typical area distributed with weathered granite masses, gyeonggi area, was chosen as a sample site for testing, and in the result, it appeared and found out that the more the weathered degree increases when the plate bearing test are tested, the more the bearing capacity decreases a numerical indexes and the more greatly the width of the decrease of bearing capacity increases around the boundary of specific, weathered degrees. Also, In the result from estimating the bearing capacity of weathered granite masses by the existing, suggested formula, it appeared that there is a tendency that the more the weathered degree increases, the more similar the bearing capacity becomes with the result of plate bearing tests.

• Proceedings of the Korean Geotechical Society Conference
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• 2000.03b
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• pp.338-345
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• 2000

In this study, applicability of PMT in domestic area and test procedure were studied. At six test holes of three construction sites in Pusan, PMT using Elastometer-200 type was done. The problems during test were investigated and the test results were analysed. Limit pressure, p$\sub$ι/ could be determined by p- Δv/v method. Using PMT results, marine soil in Pusan could be classified approximately. Net limit pressure value was in the range of 6.4 ∼ 22.5 kg/$\textrm{cm}^2$ in clay, 2.2 ∼ 30.0 kg/$\textrm{cm}^2$ in sand, 13.0 ∼ 58.0 kg/$\textrm{cm}^2$ in weathered soil and 47.0 ∼ 190.0 kg/$\textrm{cm}^2$ in weathered rock. Also, E$\sub$m//p$\sub$ι/ value was in the range of 2.4 ∼ 7.0 in clay, 2.6 ∼ 12.1 in sand, 6.8 ∼ 17.1 in weathered soil and 7.2 ∼ 29.6 in weathered rock.

• Proceedings of the Korean Geotechical Society Conference
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• 2010.09a
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• pp.539-545
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• 2010

The field plate test has a good potential for determining since it measures both plate pressure and settlement. The deformation modulus of rock mass is differently measured for status of structures. The values of deformation modulus are obtained from laboratory test (uniaxial and triaxial test) and field test (pressuremeter test). Plate load test should be conducted by different loading plate sizes for geological structure of rock mass and scale of structures. In this paper, large plate load tests were performed to predict of structure's behavior and evaluate the ultimate bearing capacity of the foundation on soft rock. Simultaneously, deformation modulus of rock mass was estimated by back analysis of stresses measured in field test under rock mass. Finally, we verified the validation of deformation modulus of rock mass through result of large plate load test and numerical simulation.

• Journal of the Korean Geotechnical Society
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• v.33 no.12
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• pp.127-139
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• 2017

Site investigation including boring and various in-situ borehole test (Pressuremeter test, Borehole shear test, Downhole test, Suspension PS logging, Density logging) and X-ray fluorescence analysis for rock core sample were performed to estimate geotechnical properties and weathering degree of weathered granite rock in Goyang. Deformation modulus, shear strength parameter and shear wave velocity estimated through in-situ borehole test had a tendency to increase with depth. And several chemical weathering indices evaluated by X-ray fluorescence analysis had a general tendency of reducing weathering degree in accordance with depth. Also, relationship between VR determined as a representative weathering index and the geotechnical properties was analyzed.

• Journal of Korean Academy of Fundamentals of Nursing
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• v.1 no.1
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• pp.51-68
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• 1994

One aim of this study was to find out the difference of indirect blood pressure between the types of instruments. The difference of indirect blood pressure was measured with mercury sphygomomanometer and electronic blood pressuremeter. Another was to determine the difference of indirect blood pressure according to width of cuff and site of cuff. Indirect blood pressures were measured with the diaphragmatic side of sphygomomanometer. The subjects were 40 female volunteers, whose arm circumferences were from 22 to 34cm. The data were analyzed by SPSS-PC program and pared t-test was used. The results are summarized as follows ; 1. Mercury sphygomomanometer systolic pressure was higher(average 2.20mmhg) than electronic blood pressuremeter. It was statistically significant(p=0.026). 2. The value of Mercury sphygomomanometer diastolic pressure was lower(2.00mmhg) than electronic's. It was statistically significant(p=0.03) 3. In the mercury sphygomomanometer systolic pressure, the value of standard cuff($12{\times}23cm$) was higher(2.40mmhg) than large one's($14{\times}45cm$). It was statistically significant(p=0.007). 4. In diastolic pressure(K4), the value of standard cuff was higher(0.65mmhg) than large cuff's. It was not statistically significant(p=0.481). In K5, the value of standard cuff($12{\times}23cm$) was higher(0.55mmhg) than large cuff's. It was not statistically significant(p=0.541). 5. Difference according to site of showed that the values of systolic pressure over elbow joint were higher(20.00mmhg, 26.45mmhg) than ones at site of elbow joint. It was significant statistically(p=0.000) and clinically. 6. The values of diastolic pressure(K4) over elbow joint were higher(17.10mmhg, 21.60mmhg) than ones at site of elbow joint. It was significant statistically (p=0.000) and clinically. The values of K5 over elbow joint were higher(17.25mmhg, 22.15mmhg) than ones at site of elbow joint. It was significant statistically(p=0.000) and clinically. I think similar studies about indirect blood pressure according to diseases and positions are necessary. In addition, similar studies, are required about accuracy of method electronic blood pressuremeter according to site of mesurement.

• Journal of the Korean Geotechnical Society
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• v.16 no.4
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• pp.83-94
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• 2000

Applicability of PMT in domestic area, test procedure, and methods determining the shear strength parameters $(cu,\phi)$and deformation character (E) using PMT results were studied. At six test boreholes of three construction sites in Pusan, PMT using Elastometer-200 type was performed. The problems occurring during tests were investigated and the test results were analysed.In-situ total horizontal stress could be obtained by observation from pressuremeter curve and limit pressure, ｐ could be determined by $ｐ-log(\Deltav/v)$ method. Shear strength parameters$(cu,\phi)$ and deformation modulus(G, E) could be determined from the PMT results. But effective friction angle and undrained cohesion determined from PMT results were greater than those obtained from laboratory test.Using PMT results, marine soil in Pusan could be classified approximately. Net limite pressure values were in the range of 6.4~22.5 $kg/cm^2$, in clay, 2.2~30.$kg/cm^2$, in sand, 13.0~58.0$kg/cm^2$, in weathered soil and 47.0~190.0 $kg/cm^2$, in weathered rock. Also, Em/ｐ values were in the range of 2.4~7.0 in clay, 2.6~12.1 in sand, 6.8~17.1 in weathered soil and 7.2~29.6 in weathered rock.

• Journal of the Korean Society of Hazard Mitigation
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• v.9 no.3
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• pp.19-26
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• 2009

In this study, flowable backfill made with weathered granite soil is tested to provide basic engineering properties that can be used as design input to overcome settlement problems in road pavement due to low stiffness of backfill which is generated by porosity of the soil. For design purpose, a proper mixing ratio is developed first. Then several test methods including FF/RC, PMT and LDWT including axial compression test are adapted for checking stiffness and measuring axial strength of the material separately that can be used for design values.

• Proceedings of the Korean Geotechical Society Conference
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• 2001.03a
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• pp.425-432
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• 2001

Compaction Grouting System, the method which makes ground compact by injection of low slump mortar, Is widely used for reinforcement of soft ground, restoration of structures happened differential settlement, underpinning and restoration of damaged dam core. The quantitive analysis of ground improvement for this method has not performed yet. So, design parameters about thls method must be studied through performance of CGS in various types of soil to make CGS adaptable widely. In this study PBT, SPT and field density test were performed for analysis of the characteristics of ground improvement and pressuremeter and inclinometer were installed for analysis of the characteristics of compaction in adjacent ground. In this paper, denoted much effects for filled ground that increasing of the bearing capacity, confirming the displacement of adjacent ground and the effective radius of injection.

• Geomechanics and Engineering
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• v.28 no.4
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• pp.405-419
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• 2022

Cavity expansion and contraction solutions for cylindrical and spherical cavities in unsaturated residual soils are presented in this paper. Varying soil state in the plastic zone is accounted by a numerical approach, wherein an element-by-element discretization of the plastic zone of both expanding and contracting cavities is carried out. Unlike existing methods utilizing self-similarity technique, the solution procedure enables the prediction of entire soil-state at any stage of expansion and subsequent contraction. It is also applicable for both cavity creation and expansion problems. The approach adopts constant contribution of suction to effective stress (constant X^s drainage condition) for analysis. The analysis procedure is validated by interpreting the previously reported pressuremeter test results in lateritic residual soil. The typical cavity expansion and contraction characteristics of unsaturated Indian lateritic soil were then examined using this solution procedure. The effect of initial soil-state on cavity limit pressure, plastic radius, reverse yield pressure, and reverse plastic radius are also presented.

• Geotechnical Engineering
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• v.13 no.3
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• pp.87-100
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• 1997

This paper presents the results of plate loading test and discontinuum analysis, carried out to study the deformation behaviour and determine the deformation modulus of !rletamorphic andesitic tuff found at the site of a underground oil storage facility in Korea. In the plate loading test, the maximum pressure of 14MPa was applied to the bedrock by using a flat jack(1m in diameter) and the rock anchor system for the reaction against the applied pressure. The values of deformation modulus obtained from this test were compared with those of laboratory test, biaxial test and pressuremeter test. The deformation modulus from plate loading test was generally about half of the intact rock modulus, and the mass modulus of the bedrock at the test site may be affected by discontinuities and ranges between 25 and 350pa. Discontinuum analysis was also performed to simulate plate loading test and study the influence of discontinuities on the deformability of rock mass by simulating the presence of joints at the test area.