수평하중이 작용하는 무리말뚝 배면지반의 저항거동 특성

배종순,김지성 한국지반공학회 2016 한국지반공학회논문집 Vol.32 No.1

In this study, we grasped the resistance state of the back ground which had a notable influence on computing thelateral resistance of the laterally loaded pile group in the homogeneous ground by the model test. Resistance state wasgrasped as the depth of rotation-point, wedge failure angle, and wedge wing angle. The model experiment is performedby varying the width, spacing and number of piles and the relative density of sand in this study. According to theobservation of the rear ground surface deformation of the piles in lateral load, rotation point ratio, wedge failure angle,and wedge wing angle of the front row were similar to those of the middle row; however, those of the back row wererelatively smaller. The rotation point ratio, wedge failure angle and wedge wing angle of the piles in parallel werethe same as those of a single pile. Based on the model test results, equations for estimation of the rotation-point, wedgefailure angle, and wedge wing angle are proposed.

말뚝이 매입된 연약지반의 변형거동

裵鍾淳,權正烈,鄭晳允,朴卿局 경상대학교 생산기술연구소 2000 生産技術硏究所論文集 Vol.16 No.-

When embankment is constructed on soft ground, lateral displacements and consolidation settlements develops. When load work on the soft clay ground, we can earn the following result through model test that is the lateral displacement by the piles embedded distance(L) and the piles spacing rate(s/D). 1. As increasing L and s/D, the maximum heaving height(HH Max) of the ground was also increasing, and the maximum heaving distance(HL Max) became far from the end of the load. 2. As L and s/D was increasing, the maximum of the lateral displacement(SL Max) became increasing, and The location of the maximum lateral displacement(SL Max) occurred in the -0.17~-0.28B spot regardless L and s/D. 3. HH Maxof the ground is proportional to SL Max

수평하중에 대한 말뚝 각부의 모멘트 분포

裵鍾淳,金泰鏞,張炳相,李慶源 경상대학교 생산기술연구소 2000 生産技術硏究所論文集 Vol.16 No.-

In this paper, the behavior of single and pile groups under lateral load are studied through laboratory experiment. Model piles were made of brass pipe with outer diameters of 28.6mm, which are laid in loose, medium, dense sand of zigzag arrangement. The test results are as follows. As the increasing of relative density, the maximum bending moment is increased. The point of maximum bending moment on single pile measured at 5∼8B(diameter of pile) depth from surface, and group piles measured at 5∼l1B. The bending moment obtained by this experiment similiar with the one obtained by the Chang's theory.

PCPT와 Vane실험을 통한 비배수전단강도 산정

裵鐘淳,權正烈,成道基 경상대학교 생산기술연구소 2003 工學硏究院論文集 Vol.19 No.-

PCPT and Vane test make it possible to get the soil parameter through a direct subsurface in-vestigation done by human-power because of its portability. But PCPT could have a different form and a cone interpenetration speed of the cone by person which possibly affects the cone in-terpenetration resistance and the vane test could be different in vane sizes or testing methods. Accordingly this model test is focused on observing the change characteristics of the undrained shear strength by changing a vane diameter and testing method through a vane and cone inter- penetration resistance by changing a cone interpenetration speed and an angle. The results of those tests are as follows. According to the vane test by the diameter, the undrained shear strength with 5cm diameter was 6.3times in the direct method and 8.4times in the repeated method. The undrained shear strength by the test of the same diameter was 1.5times in 2.5cm diameter and 2.1times in 5cm diameter by the repeated method. The cone interpenetration resistance is increasing as the cone angle increases. The increase degree of the cone interpenetration resistance in the cone interpenetration speed between 0.5 and lcm/sec. is very sharp. The cone interpenetratin speed between 15 and 2.0cm/sec is also similar to its increase degree between 0.5 and l cm/sec. In comparison of each test method, the undrained strength in the direct shear test and lab vane test appeared to be 1/26times and 5times for the undrained strength in the PCPT.

버팀지지대의 선행하중에 따른 흙막이벽의 거동특성

裵鐘淳,權正烈,權敏載,朴卿局 경상대학교 생산기술연구소 2001 工學硏究院論文集 Vol.1 No.-

Urban excavation require highly reliable prediction technique for the design and construction of earth retaining structures in order to protect adjacent structures around deep excavation. Application of the pre-loading of bracing for deep excavation has been reported and known beneficial in reducing settlement behind the retaining wall. But this beneficial effects are net fully understood and recognized by many practitioners. Model tests have been carried out to evaluate the efficiency of pre-loading system in reducing ground settlement as well as adjacent structural damages around excavation in sand. The test results revealed that the applied pre-loading of approximately 50% showed effective reduction in the maximum lateral wall displacement and the maximum magnitude of ground surface settlements, Also, bracing forces and earth-pressure distribution behind the wal1 have been monitored during pre-loading at various excavation swages.

수평하중이 작용하는 단독말뚝의 X-pile을 활용한 수평지지력 및 최대 휨모멘트 산정방법 제안

배종순,김성호 慶尙大學校 經營行政大學院 2004 工學硏究院論文集 Vol.20 No.-

Pile supported structures may be subjected to lateral loaded ; wind, wave, earth pressure and water pressure. The behavior of vertical pile subjected to the lateral loads depends upon characteristics of the lateral load, geometrical and structural properties of the pile, the properties of the soil in which the pile is embedded, and the change in soil properties as the pile is loaded repetitively. The purpose of this paper is to propose analysis method of single pile under lateral loads in clay. An interpretation were used to X-pile in clay based on undrain shear strength S_(u). The following results were obtained ; 1. The lateral resistance and bending moment formulas of single pile were presented as following. H_(a)=K_(H) · S^(a_(H))_(u) · y^(1/2) · D^(3/2) M_(a)= K_(M) · S^(a_(M))_(u) · y^(2/3) · D^(7/3) 2. For the undrain shear strength was less than 0.3㎏f/㎠, lateral resistance and bending moment were agreed with X-pile and proposal formula regardless of increasement of pile head displacement. For the undrain shear strength was more than 0.3㎏f/㎠, lateral resistance and bending moment of X-pile and proposal formula were showed up errors of less than 5 percent as increasement of pile head displacement.

콘크리트 표면차수벽형 석괴댐 지지층의 토질특성

배종순,성영두 한국지반공학회 1996 지반 : 한국지반공학회지 Vol.12 No.1

The bedding zone which influence directly to the safety of dam is supporting the face slab under hydraulic load in concrete faced rockfill dam. In case that leakage is developed due to various ruptured joint or cracks of face slab and etc., the bedding zone should limit the leakage by low permeability and keep the internal stability. In this study for the proper coefficient of permeability various properties, such as gradation, dry density, performance of embankment work and etc. were analysed. The results from the large scale test of permeability and density are summerized as follows : 1. Coefficient of permeability is decreased clearly by increase of dry density. 2. The particles smaller than the No.4 strive( p,) greatly influences the permeability under dry density of 2.24t 1 m3. 3. In case of C.40 and p,40%, even if dry density decreased to 2.0t/m3, the permeability coefficient is assumed to u x1-scm/s and internal stability is abtained. 4. Generally in dam construction since dry density and uniformity coefficient of bedding zone were higher than 2.2t/m3 and 50 respectively p, of 30~40% is assumed to be suitable and permeability coefficient of below 1$\times$10-3cm l s is expectable.

활동면을 가진 모래지반에서 무리말뚝의 수평거동특성

裵鐘淳,金成浩,姜秉卓,李慶源 경상대학교 생산기술연구소 2001 工學硏究院論文集 Vol.1 No.-

It is well known that some of piles are subjected to lateral earth pressures due to lateral soil movements, such piles are called as passive piles. Because the lateral behavior of pile in a group is developed by many factors involved in their deformation and strength characteristics, the mechanisms of the passive pile is not completely clarified yet. This paper describes a series of model tests on instrumented pile groups embedded in HAP-CHEN sand undergoing lateral movement, the extent of the group effect on the lateral response of a pile in a group was found to be dependent on a number of factors, including the position of the pile in a group, the pile spacing, and the pile arrangement.

水平帶狀板 앵커의 引拔低抗力

裵鐘淳 慶尙大學校生産技術硏究所 1995 生産技術硏究所論文集 Vol.11 No.-

This study is an analysis of the pullout resistance capacity with the shallow horizontal strip anchor. The failure surface was assumed as a parabola in this study. This study is to compare between theoretical values and the laboratory experimental results. The results from the theoretical values and experimental results can be summarized as follows 1. It is clear that the failure surface is a parabola. 2. The ultimate uplift capacity based on author's theory is higher than Meyerhof's theoretical value, but similar with Hanna's theoretical value.

彈性地盤 中의 橫力을 받는 말뚝의 有限要素法에 의한 三次元 解析

裵鍾淳 慶尙大學校 1985 論文集 Vol.24 No.2

A number of problems in engineering are three-dimensional. Particularly, a pile to lateral loading requires three-dimensional analysis. The response of a pile to lateral loading depends on the complex interaction between the elastic pile and the surrounding soil. Often, large relative movements occure between structures and soils. It is necessary to allow for such movements and for transfer of shear stresses across the interface. In this paper, the method of the formulation of interface elements in terms of relative deformations is used for three-dimensional numerical solution of the pile to lateral loading in elastic soil by the finite element method.. A program considered interface element has been developed. The results with interface elements obtained by this program are compared with analytical solution.