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송무효 東義大學校産業技術開發硏究所 1998 産業技術硏究誌 Vol.12 No.-
An experiment to determine the relationship between the relative density and the friction of dry sand is done in this paper. The specimen is the Joo-Mun-Jin sand. The relative density and friction force are determined by the air-pluviation method. The result is when the relative density is 44%, 65%, 86% respectively, the of friction force is 6.85kg, 6.93kg, 7.00kg the coefficient of friction is 0.556, 0.563, 0.569 and the friction angle is 29°60′, 29°23′, 29°38′ respectively. And the friction angle is the maximum when the falling height is 90cm.
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송무효 東義大學校産業技術開發硏究所 1992 産業技術硏究誌 Vol.6 No.-
In estimation of the lateral earth pressure at-rest of an under-ground rigid structure, the coefficient of earth pressure at-rest, ?? os determined mainly by the angle of internal friction of the soil and also is well-known influenced considerably by the stress history of the soil it. In this study the influence on the stress history of the dry sand is deeply examined and hysteretic ??-model considering the above two factors is suggested. For this, total 9 types of one-cyclic and multi-cyclic models under ?? condition have been studied experimentally. For this study ??-tester which has an oedometer ring on the inner wall of which load cells are attached is newly devised and the horizontal earth pressure is accurately measured. There have been several relating studies on the one-cyclic ??-test. By these studies, for virgin loading K?=f(Φ')and for virgin unloading ?? =??(OCR)?? are suggested. And for virgin reloading ??'-??' relationship is expressed linearly and the reloading coefficient defined by the gradiant of the straight line, ?? is expressed by the function of OCR and Φ'. The results of this study are analyzed by and compared with those of the relating studies. As there have been few studies on the multi-cyclic K?-test the writer tried to determine the extending relation considering cyclic number on the functional formula obtained in one-cyclic test.
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$K_o$-재하/제하에 의한 건조모래의 거동(I): 단주기 시험
송무효,남선우 한국지반공학회 1994 지반 : 한국지반공학회지 Vol.10 No.4
건조모래의 응력이력에 따른 Ko 값을 관찰하기 위하여 압밀링 형태의 Ko시험기를 새로이 고안하였으며, 이 시험기를 사용하여 수평응력을 측정하였다. 본 실험을 위하여 총 2형태의 단주기 Ko 재하/제하시험이 4종류의 상대밀도에 대하여 수행하였다. 실험결과, 처녀재하 시의 정지토압계수 K.은 모래의 내부마촹각 U'의 함수로서 K.. : 1-0.914sin0'와 같은 관계식을 얻을 수 있었다. 처녀제하 시의 정지토압계수 Kou는 Ko.과 과압밀비(OCR)의 함수로서 Ko.=Ko. (OCR)a으로 표시할 수 있으며, 지수 a는 대체로 상대밀도가 클수록 증가하는 경향을 보인다. 처녀재재하 시의 정지토압계수 Kor은 연직응력 Qv'가 증가함에 따라 쌍곡선 형태로 감소한다. 그리고 처녀재재하 시의 응력경로는 최소제하응력의 크기에 무관하게 최대선행점으로 복귀하며, 이곡선의 기울기 mr은 OCR이 클수로 증가한다. For estimation of Ko value depending upon the stress history of dry sand, a new type of Ko oedometer apparatus is devised, and the horizontal earth pressure is accurately measured. For this study, 2 types of one-cyclic Ko loading/unloading models have been studied experimentally using four relative densities of the sand. The results obtained in this test are as follows Kon, the coefficient of earth pressure at rest for virgin loading is a function of the angle of internal friction of the sand and is determined as Kon=1-0.914 sin, Kou the coefficient of earth pressure at -rest for virgin unloading is a function of K. and overconsolidation ratio(OCR), and is determined as Kou : Kon(OCR)". The exponent u, increases as the relative density increases. Ko,, the coefficient of earth pressure at rest for virgin reloading decreases in hyperbola type as the vertical stress, cv', increases. And, the stress path at virgin reloading lends to the maximum prestress point, independent upon the value of the minimum unloading stress. The gradient of this curve, mr, increases as OCR increases.ases.
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송무효,홍석우 동의대학교 산업기술개발연구소 2001 産業技術硏究誌 Vol.15 No.-
기존의 얕은 기초의 지지력 이론은 지반이 동시파괴(전반전단파괴)를 일으킨다는 강소성을전제로 하고 있으며, 이론식 속의 지지력 계수(Nc, Nr, Nq)는 단지 지반의 내부마찰각(φ)만의 함수로 표현되어져 있다. 따라서 파괴의 진행성, 또는 재하폭에 따른 영향이 명확히 고려되어져 있지 않다. 이에 본 논문에서는 주문진사를 이용하여 중간·조밀의 모래지반을 성형하곡 재하폭(B)을 변화시켜 실험하였다. 실험결과로부터 조밀한 모래지반에서도 진행성 파괴(Progressive Failure)와 크기 효과(Scale Effect)가 나타남을 알 수 있었다. 본 연구에서는 이들 영향을 고려하기 위하여 이론과 실험에 의한 Nr의 비를 지지력계수비(Rr)라고 정의하였고, 모래지반의 내부마찰각을 추정하는 방법을 제안하였다. The theoretical bearing capacity equation of shallow foundation has been proposed under the state of a general shear failure and by using the rigid plastic theory. The bearing capacity factors(Nc, Nr, Nq) of theoretical equation are also decided by internal friction angle(φ) only of ground. Therefore, the effect of progressive failure and loading width are not considered in it. In this paper, the laboratory model tests are performed for medium and dense Joomunjin standard sand with variation of width of loading plate. From test results, the effect of progressive failure and loading width are analyzed. And, the ratio of bearing capacity factor(Rr) is defined, which can be calculated using theoretical value of Nr and experimental value(Nr') of Nr. By using ratio of bearing capacity factor(Rr), the internal friction angle of sand ground can be obtained from test results of bearing capacity.
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이종보,이광열,송무효 東義大學校産業技術開發硏究所 1998 産業技術硏究誌 Vol.12 No.-
Dredged soils used in coast reclamation are soft clay that have different characteristics, depending upon the sites. In this study, the consolidation behavior of the soft clay are analyzed by conducting consolidation tests. Also, results by the test are compared with those of numerical analysis of "LRSC" equation to assess predictions of the consolidation settlement. Dredged soils used in this study are the expendable clay with the coefficient of peameability in the range of 6.1×10-7∼5.0×10-5cm/s, and a long term consolidation settlement calculated by "LRSC" equation showed higher values than experimental results. From the column tests, it is found that the maximum excess pore pressure takes place at the lower part of the column and this unusual phenomenon is supposed to be affected by the self-consolidation process.
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박종호,송무효 東義大學校 産業技術開發硏究所 1997 産業技術硏究誌 Vol.11 No.-
For the determination of the liquid limit , there are the conventional dynamic test and the fall-cone static test. In this paper, the above two tests are compared and the results is followings; the liquid limit for a specimen by the dynamic test is 32.2% and that for the same specimen by the static test in 31.9%, the difference is only 0.3 %, so the static test is recommended for the reason that the static test is easy to do, comparatively near to the natural condition and the difference of the results of the two tests is very little.
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