• Title/Summary/Keyword: 극한저항력

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Prospects and Status of Intermetallic Compounds for High Temperature Applications (고온용 신소재 금속간화합물의 현황과 전망)

  • 정석주
    • Journal of the KSME
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    • v.34 no.5
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    • pp.392-398
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    • 1994
  • 구조용 고온재료로서 표 2에 나타내듯이 지금까지 니켈과 티타늄 알루미나이드($Ni_3Al$, NiAl, $Ti_3Al$, TiAl에 관하여 집중적인 연구가 진행되어 왔으며 다른 금속간 화합물에 대해서도 광범위한 연구가 진행중이다. 그 예로서 $Co_3Ti$는 800.deg. C에서 최대강도를 보이며 저온에서는 온도가 감소하면서 강도가 다시 증가하면 연성이라는 장점을 지닌 관계로 $MoSi_2$는 높은 융점과 우수한 산화저항력 때문에 $Nb_2Al$은 높은 융점과 경량성 때 문에 복합재료의 matrix로서 최근 주목을 받고 있다. 끝으로 비록 금속간화합물이 취성이라는 단점 때문에 실용화에 많은 문제점이 있으며 본 재료에 관한 연구가 준비 제조공정과정에서 수 소취성화, 고용점온도 취성 등으로 인하여 사용해온 기존의 재료를 보다 좀더 극한 상황에서 가볍고 저렴하게 사용할 수 있는 우주항공 및 지상대체재료로서 개발할 수 있음을 고려할 때 본 재료에 대한 본격적인 연구가 국재 경쟁력강화를 위해 신소재 개발에 부심하는 우리나라에서도 이루어질 필요가 있다.

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Numerical Analyses for Evaluating Factors which Influence the Behavioral Characteristics of Side of Rock Socketed Drilled Shafts (암반에 근입된 현장타설말뚝의 주면부 거동에 영향을 미치는 변수분석을 위한 수치해석)

  • Lee, Hyuk-Jin;Kim, Hong-Taek
    • KSCE Journal of Civil and Environmental Engineering Research
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    • v.26 no.6C
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    • pp.395-406
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    • 2006
  • Drilled shafts are a common foundation solution for large concentrated loads. Such piles are generally constructed by drilling through softer soils into rock and the section of the shaft which is drilled through rock contributes most of the load bearing capacity. Drilled shafts derive their bearing capacity from both shaft and base resistance components. The length and diameter of the rock socket must be sufficient to carry the loads imposed on the pile safely without excessive settlements. The base resistance component can contribute significantly to the ultimate capacity of the pile. However, the shaft resistance is typically mobilized at considerably smaller pile movements than that of the base. In addition, the base response can be adversely affected by any debris that is left in the bottom of the socket. The reliability of base response therefore depends on the use of a construction and inspection technique which leaves the socket free of debris. This may be difficult and costly to achieve, particularly in deep sockets, which are often drilled under water or drilling slurry. As a consequence of these factors, shaft resistance generally dominates pile performance at working loads. The efforts to improve the prediction of drilled shaft performance are therefore primarily concerned with the complex mechanisms of shaft resistance development. The shaft resistance only is concerned in this study. The nature of the interface between the concrete pile shaft and the surrounding rock is critically important to the performance of the pile, and is heavily influenced by the construction practices. In this study, the influences of asperity characteristics such as the heights and angles, the strength characteristics and elastic constants of surrounding rock masses and the depth and length of rock socket, et. al. on the shaft resistance of drilled shafts are investigated from elasto-plastic analyses( FLAC). Through the parametric studies, among the parameters, the vertical stress on the top layer of socket, the height of asperity and cohesion and poison's ratio of rock masses are major influence factors on the unit peak shaft resistance.

An Optimum Slanting Angle in Reticulated Root Piles Installation under Compressive and Uplift Loads (압축 및 인발하중을 받는 그물식 뿌리말뚝의 최적 타설경사각)

  • 이승현;김명보
    • Geotechnical Engineering
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    • v.12 no.2
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    • pp.71-84
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    • 1996
  • In order to investigate the influence of slanting angle of reticulated root piles(RRP) on their bearing capacities, model tests of compressive and uplift loads on RRP with different slanting angles, which were installed in sandy soils with a relative density of 47%, were carried out. Each pile which is made of a steel bar of 5mm in diameter and 300mm in length, is coated with sand to be 6.5mm in diameter. One set of RRP consists of 8 piles which are installed in circular patterns forming two concentric circles, each of which has 4 piles. Slanting angles of RRP for load tests are 0$^{\circ}$, 5$^{\circ}$, 10$^{\circ}$, 15$^{\circ}$, 20$^{\circ}$, and 25$^{\circ}$. In addition, compressive load tests on circular footing whose diameter is the same as the outer circle of RRP were carried out. Test results show that maximum load bearing capacities of RRP by regression analysis are obtained at about 12$^{\circ}$ and 13$^{\circ}$ of slanting angles for compressive and uplift load tests, respectively. Maximum compressive bearing capacity is estimated to be 13oA bigger than that of the vertical RRP and 95% bigger than that of surface footing. Maximum uplift capacity is estimated to be 21% bigger than that of the vertical RRP. And it can be appreciated that increasing the slanting angle makes the load -Settlement behavior more ductile.

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Analytical Study on the Pullout Resistance Characteristics of Bored Pile (매입말뚝의 인발저항특성에 관한 연구)

  • Park, Jong-Bae;Chun, Young-Soo
    • Land and Housing Review
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    • v.7 no.4
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    • pp.281-289
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    • 2016
  • Structural experiment result showed that PHC(d=600mm) Pile used as a common compression member could resist 83.6 ~ 91.6 tonf of ultimate tension force, if the adhesion of P.C. bar of PHC pile to the concrete foundation is strengthened. Considering a proper safety factor to ultimate tension strength, PHC pile can substitute the anti-floating anchor, or reduce the number of anchors. For this purpose, pullout resistance behavior of a Bored pile embedded in real ground as well as structural tension strength of PHC pile must be evaluated. This study performed the static pullout tests to evaluate the pullout behavior of bored pile, and compared the test results with design value of side resistance. To evaluate the pullout resistance easily, static pullout test results were compared with dynamic loading test results using PDA. As a result, cement paste of the bored pile was hardened which is after 15 days, LH side resistance design value corresponded well to the Static pullout test results, also to the side resistance evaluated by dynamic loading test.

Uplift Capacity Estimation of Bond-type Rock Anchors Based on Full Scale Field Tests (실규모 현장시험을 통한 부착형 암반앵커의 인발저항력 평가)

  • Kim, Dae-Hong;Oh, Gi-Dae
    • Journal of the Korean Geotechnical Society
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    • v.25 no.10
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    • pp.5-15
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    • 2009
  • This paper presents the results of full-scale uplift load tests performed on 24 passive anchors grouted to various lengths at Okchun and Changnyong site. Rock anchors were installed over a wide range of rock types and qualities with a fixed anchored depth of 1~6 m. The majority of installations used D51 mm high grade steel rebar to induce rock failure prior to rod failure. However, a few installations included the use of D32 mm rebar at relatively deeper anchored depth so as to induce rod failure. In many tests, rock failure was reached and the ultimate loads were recorded along with observations of the shape and extent of the failure surface. In addition to field tests, laboratory pullout tests were conducted to determine bond strength and bond stress-shear slip relation at the tendon/grout interface when a corrosion protection sheath is installed in the cement-based grout. The test results show that the ultimate tendon-grout bond strength is measured from 18~25% of unconfined compressive strength of grout. One of the important results from these tests is that the measured strains along the corrosion protection sheath were so small that practically the reduction of bond strength by the presence of sheath would be negligible.

Evaluation of Pullout Capacity of Anchors by Bonded Length through Model Test (모형시험을 통한 정착길이별 앵커의 인발저항력 평가)

  • Han, Jae-Myoung;Kim, Gyu-Hyeong;Woo, Jong-Tae;Lee, Kang-Il
    • Journal of the Korean Geosynthetics Society
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    • v.16 no.3
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    • pp.11-19
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    • 2017
  • A series of pullout tests to compression type anchors is conducted. The test is carried out on a couple of steel cables installed in sandy soil with 60% of relative density. The test is performed with 6 different bonded lengths, which are 1, 2, 3, 4, 5, 6 times longer than the initial bonded length (Lc =30 mm). A numerical analysis with the same condition as the test is also performed to compare each other. Finally, those results are compared with theoretical result by Oosterbaan and Gifford (1972). The result shows that the ultimate pullout capacity appears to increase with an increase of bonded length, and that the results of test, numerical analysis and theoretical approach have a good agreement in the ultimate pullout capacity at failure.

Experimental Study on the End Bearing Capacity of the Pile in a Group Pile (무리말뚝을 구성하는 개별말뚝의 선단지지력에 대한 실험연구)

  • Na, Yong Soo;Lee, Sang Duk
    • Journal of the Korean Geotechnical Society
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    • v.35 no.6
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    • pp.27-38
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    • 2019
  • Bearing capacity of a pile in homogeneous soil is the sum of end bearing and skin resistance, and the skin resistance is more prominent in sandy soil. Bearing capacity of a pile in pile groups especially in sandy ground should be designed under the consideration of the influence by the adjacent piles. In this study, the end bearing capacity of a pile in pile groups was experimentally investigated. For this purpose, piles were installed in sandy ground in a circular test box, and end bearing - settlement behavior of the pile was measured while the pile was loaded. As the results, end bearing - settlement relation curves of the piles showed a distinct limit value. Limit value of the end bearing was little affected by skin friction and pile diameter, and it became a constant value as pile penetrates deeper. End bearing was not affected by the adjacent piles in a group of piles, when their clearance was larger than the pile diameter.

Evaluation of Horizontal Load and Moment Capacities of Bucket-Type Offshore Wind Turbine Foundation (버켓형식 해상풍력기초의 수평 하중과 모멘트 저항력 평가)

  • Bagheri, Pouyan;Yoon, Jong Chan;Son, Su Won;Kim, Jin Man
    • Journal of the Korean GEO-environmental Society
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    • v.22 no.1
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    • pp.5-12
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    • 2021
  • Owing to economically efficient and easy installation, bucket foundation is a promising solution for offshore wind turbines. This paper aims at finding the behavior of suction caissons and soil surrounding the foundation by using three-dimensional finite element analysis. Under various loading conditions, a wide range of foundation geometries installed in dense and medium dense sandy soil was considered to evaluate ultimate horizontal load and overturning moment capacity. The results show that the rotation and displacement of the bucket due to monotonic loading are largely dependent on the foundation geometry, soil density and load eccentricity. Normalized diagrams and equations for the ultimate horizontal load and overturning moment capacities are presented that are useful tool for the preliminary design of such foundation type.

An Evaluation of In-situ the Pullout Resistance of Chain Reinforcement (체인 보강재의 현장 인발저항력 평가)

  • Kim, Sang-Su;Yu, Chan;Lee, Bong-Jik;Shin, Bang-Woong
    • Journal of the Korean Geotechnical Society
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    • v.18 no.4
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    • pp.339-347
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    • 2002
  • An in-situ experiment was performed to evaluate the pullout resistance capacity of chains which is used as a reinforcement of reinforced earth wall. It was also considered that chain was combined with a bar or L-type steel angle by the transverse reinforcement member in the experiment. About 80 pullout tests were peformed with varying the lengths of chain(2.0m, 2.5m, and 3.0m), the combination of each transverse members(chain only, chain+bar, or chain+angle), and the vertical placement of reinforcements. In the case that uses a chain only and a chain combined with bar, the maximum displacement was about 150mm and load continuously increased to the ultimate tensile strength of chain, and then tension failure of chains occurred. But in the case of a chain combined with angle, the displacement decreased to about 100mm and so it was expected that this combination can constrain the displacement of chain. On the other hand, comparing the yielding pullout load measured in the field to that calculated by theoretical equation, it is shown that measured values are 1.2~3.0 times greater than those of calculated values according to the length of chain, normal vertical stress, and the combination of chain with transverse members. However, the difference in the increment of yielding pullout load between bar and angle is not clear but it appears almost the same increment. It is expected that chain can be safely used as reinforcements of reinforced earth wall, although a theoretical estimation of the pullout resistance capability of chain is too conservative.

The Effect of Pressurized Grouting on Pullout Resistance and the Group Effect of Compression Ground Anchor (가압식 압축형 지반앵커의 인발저항력 증대효과 및 군효과 특성)

  • Kim, Tae-Seob;Sim, Bo-Kyoung;Lee, Kou-Sang;Lee, In-Mo
    • Journal of the Korean Geotechnical Society
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    • v.26 no.6
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    • pp.5-19
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    • 2010
  • The purpose of this study is to figure out the effect of pressurized grouting on the pullout resistance and the group effect of the compression ground anchor by performing pilot-scale chamber tests and field tests. The laboratory tests are carried out for 3-types of soils which are abundant in the Korean peninsular. Experimental results showed that the enlargement of anchor diameters estimated from the cavity expansion theory matches reasonable well with that obtained from experiments. Moreover, the required injection time as a function of the coefficient of permeability of each soil type was proposed. A series of in-situ anchor pullout tests were also performed to experimentally figure out the effect of pressurized grouting on the pullout resistance. Experimental results also showed that the effect of the pressurized grouting is more prominent in a softer ground with smaller SPT-N value in all of the following three aspects: increase in anchor diameter; pullout resistance; and surface roughness. The pressurized grouting effect in comparison with gravitational grouting was found to be almost nil if the SPT-N value is more than 50. Based on experimental results, a new equation to estimate the pullout resistance as a function of the SPT-N value was proposed. And based on in-situ group anchor pullout tests results, a new group effect equation was proposed which might be applicable to decomposed residual soils which are abundant in the Korean peninsular.