• Journal of the Korean Geotechnical Society
• /
• v.19 no.6
• /
• pp.351-361
• /
• 2003

Brick wall models with window opening, length 1.844m $\times$ height 0.6m, representing 2-story building was constructed on a scale of 1/10 of actual size of brick building for the investigation of damage mechanism. Six settlement troughs presenting six stages of excavation were simulated by Peck(1969) and O'Rourke et al.(1976) methods. The results from the model tests using Peck(1969) and O'Rourke et al.(1976) method indicated that angular distortion of brick wall by O'Rourke et at. method was 21% greater than that of Peck method. Horizontal displacement by O'Rourke et al.(1976) was 24% greater than that of Peck. When the degree of building damage for the O'Rourke et al. method of settlement trough is plotted on the damage level graph(Boscardin & Cording, 1989), damage level becomes much more severe than the level obtained by peck's method. Also, building stiffness and soil-structure interface are considered important factors of expressing building damage.

• Geotechnical Engineering
• /
• v.9 no.1
• /
• pp.59-68
• /
• 1993

In deep excavations for creation of underground spaces, it would be difficult to predict earth pressure, especially multilayered ground including rock strata. The earth pressures and displacements on the retention walls are measured by load cell, strain gauge and inclinometer which were installed at struts or anchors at 4 deep excavation sites in Seoul area. In this paper, the measured earth pressure from the struts or anchors are compared with Peck's empirical values, and the coefficient of the earth pressures for each strata and horizontal wall displacement are investigated. The coefficient of earth pressure distribution, a(0.65zka), in the flexible and the rigid walls was about 74% and 88% of Peck's value respecitively. The measured earth pressure distributions for the 4 sites showed about 70%∼80% of Peck's empirical values and the average earth pressure coefficients based on the measured data were 0.3 for the felted layer, 0.23 for the weathered rock and 0.19 for the weak rock. The maximum w리1 displacements were found to be less 0.2% of excavation depth.

• Proceedings of the Korean Geotechical Society Conference
• /
• 2008.10a
• /
• pp.1144-1156
• /
• 2008

In this paper, heaving phenomenon is analyzed by laboratory tests. A laboratory test is consist of building soft clay foundation in plane-strain soil tank, construction of retaining wall, and excavation work. And range of shear strain, and destruction shape about soft clay foundation is compared, and analyzed with results of proposal formula. Using this study, safety factor is suggested for heaving phenomenon in the construction of wall on the soft clay. Actual theory is suggested by this suggested safety factor. There are various proposal formula for heaving phenomenon. For example, Terzaghi & Peck, Tschebotarioff, Bjerrum & Eide(Experience formula) and so on. Terzaghi & Peck's proposal formula is chosen, compared with laboratory test's result and analyzed in this study. A soft clay used in study is assumed homogeneous. A Depth of foundation is enough to observe shear strain by heaving phenomenon. Retaining wall is enough hard not to have vertical displacement.

• KSCE Journal of Civil and Environmental Engineering Research
• /
• v.34 no.2
• /
• pp.505-513
• /
• 2014

This paper investigated the effect of joint on the earth pressure against an excavation wall in rockmass with the consideration of various rock and joint conditions. For this purpose, this study briefly reviewed of the previous earth pressure studies, and then numerical parametric studies were conducted based on the Discrete Element Method (DEM) to overcome the limitations of the previous studies. The numerical tests were carried out with the controlled parameters including rock types and joint conditions (joint shear strength, joint inclination angle, and joint set), and the magnitude and distribution characteristics of the induced earth pressure were investigated considering the interactions between the ground and the excavation wall. In addition, the earth pressures induced in rock stratum were compared with Peck's earth pressure for soil ground. The results showed that the earth pressure against an excavation wall in jointed rockmass were highly affected by different rock and joint conditions and thus different from Peck's empirical earth pressure for soil ground.

• Journal of the Korean Geotechnical Society
• /
• v.30 no.2
• /
• pp.43-52
• /
• 2014

This paper examined the effect of step-wise excavation depth on the earth pressure against an excavation wall in rock mass. Numerical parametric studies were conducted based on the Discrete Element Method (DEM) to carry out the problems in rock mass. Controlled parameters included step-wise excavation depth, rock types, and joint conditions (joint shear strength and joint inclination angle). The magnitude and distribution characteristics of the induced earth pressure in a jointed rock mass were investigated and compared with Peck's earth pressure for soil ground. The results showed that the earth pressure against an excavation wall in rock mass were highly affected by different rock and joint conditions, and the effect of step-wise excavation depth increased as a rock type is deteriorated more. In addition, it was found that the earth pressure against an excavation wall in rock mass might be considerably different from Peck's empirical earth pressure for soil ground.

• PNF and Movement
• /
• v.16 no.2
• /
• pp.229-238
• /
• 2018

Purpose: This study aimed to compare the immediate effects of various contract-relax (CR) techniques on the peck force and passive range of motion (ROM) of knee extension. Methods: This study recruited 17 adult males and females who obtained below $90^{\circ}$ in straight leg raising. The subjects randomly performed one of three different CR techniques (direct CR, indirect CR, and modified CR) on the right knee extension four times per day for three days. The subjects' peck force during each CR and their passive knee extension on the hip at a $90^{\circ}$ flexed position before and after each CR were measured. Results: The peck force was significantly higher in the direct and modified CR than in the indirect CR. The ROM in the passive knee extension significantly increased after direct and indirect CR. Comparing between each CR, the passive knee extension range was significantly more improved in the direct and indirect CR than in the modified CR. Conclusion: Direct and indirect CR are more effective than modified CR in the ROM of passive knee extension. The study results suggest that the modified CR did not have the same effect on the ROM of the knee extension as the direct and indirect CR and that further research is needed to recruit more subjects and to determine the effects on different muscles after modified CR.

• Trans-
• /
• v.1
• /
• pp.67-89
• /
• 2016

This study aims to examine the present (Western) modern dance by analyzing the works of three choreographers who are currently at the forefront of the dance scene to identify and understand the current choreographic trend. The three selected choreographers for this study are Justin Peck (USA), Sidi Larbi Cherkaoui (Belgium) and Zach Morris (USA). These choreographers were chosen on the basis of their significant identity within the current dance scene. For analysis, one noteworthy works of each choreographer were selected for video analysis. The result of the analysis illustrates that in the current era of promoting technology convergence in the performing arts industry, the three choreographers approach convergence differently by integrating dance and other mediums in their choreography. Peck converges between ballet and the ordinary, Cherkaoui converges between dance and other cultures and Morris converges between dance and venue.

• Journal of the Korean GEO-environmental Society
• /
• v.20 no.2
• /
• pp.29-40
• /
• 2019

Mechanized constructions have been frequently increased in soft ground below sea bed or river bed, for urban tunnel construction, and for underpinning the lower part of major structures in order to construct a safer tunnel considering various risk factors during the tunnel construction. However, it is difficult to estimate the subsidence behavior of the ground surface due to excavation and needs to be easily predicted. Thus, in this study, when a twin tunnel is constructed in the soft ground, it is proposed a simpler equation relating to the settlement behavior and a corrected formula applicable to soft ground and large diameter shield tunnels based on the previously proposed theory by Peck (1969). For this purpose, it was analyzed to long-term measurement values such as the amount of maximum settlement, the subsidence range by ground conditions, and interference volume loss due to the parallel construction, etc. As a result, a equation was suggested to predict the amount of maximum settlement in the soft sediment clay ground where is located at the upper part of the excavation site. It is turned out that the proposed equation is more suitable for measurement data in Korea than Peck (1969)'s.

• Polymer Science and Technology
• /
• v.15 no.5
• /
• pp.598-604
• /
• 2004

• Proceedings of the Korean Geotechical Society Conference
• /
• 1994.09a
• /
• pp.129-138
• /
• 1994

It is well recognized that accurate analysis of lateral earth pressure is very signficant factor which determines the design amount of braced cut walls and braced systems. Many researchers, Peck, Terzaghi-Peck and so on, make a study about lateral earth pressure to act on the flexible walls. But these studies trouble accurate to multy layered systems like inland areas in Korea. This study is compared with the field messurement data to estimate the earth pressure distributions in multy layered areas and the empirical earth pressure distributions. The conclusions are as follows : At final excavation depth, the lateral earth pressure which messured by field instrument is smaller than the empirical earth pressure. (About 1.85~5.32 times). In the case of considering the soft rock layer to the final excavation depth, the messured earth pressure is safe to be compared with empirical earth pressure. The messured earth pressure distributions are like that the upper soil layer is small the middle soil layer is large, the rock mass layer is very small.