• 한국콘크리트학회:학술대회논문집
• /
• 한국콘크리트학회 2005년도 추계 학술발표회 제17권2호
• /
• pp.731-734
• /
• 2005

Crushed sand is blended in order to investigate the quality changes and characteristics of concrete with variation of blend ratio of crushed sand (50, 60, 70, 80, 90, $100\%$). Slump and air content were measured to investigate properties of fresh concrete, and unit weight, compressive strength and modulus of elasticity in age of 7, 28, 60, 90, 180 days were measured to investigate properties of hardened concrete. Compressive strength, unit weight and modulus of elasticity were increased as time goes by and they are expected to keep on increasing in long-term age as well. As a result of measuring compressive strength and modulus of elasticity in age of 7, 28, 60, 90, 180days, compressive strength was highest when it is $70\%$ of blended ratio.

• 한국콘크리트학회:학술대회논문집
• /
• 한국콘크리트학회 2006년도 춘계학술발표회 논문집(I)
• /
• pp.582-585
• /
• 2006

Recently, many methods to evaluate the water content in concrete were developed. In this study, using a commercially avaliable equipment by the unit volume weight method, the water content in concrete was estimated when the moisture content in sand was changed. In order to evaluate the accuracy and the usefulness of the method, the designed water content and the measured water content were compared. The compressive strength of concrete with the variation of moisture content in sand was measured as well. As a result, it appears that in order to predict the water content in concrete, the adjustment coefficient of aggregate should be exactly estimated. It is shown that the equipment tends to underestimate the water content in concrete.

• 한국콘크리트학회:학술대회논문집
• /
• 한국콘크리트학회 2005년도 봄학술 발표회 논문집(II)
• /
• pp.429-432
• /
• 2005

An investigation for long-term strength characteristics of crushed sand concrete using crushed sands produced in Yang-san, Kim-hae and Jin-hae that can assume to respectively represent eastern, middle and western suburb of Busan was carried out. Cases were divided as variation of blend ratio of crushed sand (50, 60, 70, 80, 90, 100$\%$) and area. Compressive strength, unit weight and strain in age of 28, 60, 90, 180, 356 days were measured in each case. Compressive strength, unit weight and modulus of elasticity were increased as time goes by and they are expected to keep on increasing in long-term age as well.

• 한국지반공학회:학술대회논문집
• /
• 한국지반공학회 2005년도 춘계 학술발표회 논문집
• /
• pp.982-989
• /
• 2005

In this study, a series of laboratory tests based on 'Unit-cell concept' are performed to investigate improvement characteristics of clay ground in sand compaction pile method. Settlement reduction characteristics of composite ground and improvement characteristics of clay part could be qualified. In these procedure, the new strain-compression index($C_{\epsilon}$) of composite ground are adopted to show compressibility of composite ground according to the area replacement ratio, which is similar to the compression index($C_c$) in pure clay ground. Also, using normalization of reduction of water content in composite ground to the initial water content, improvement characteristics of clay part are investigated.

• International Journal of Concrete Structures and Materials
• /
• 제19권1E호
• /
• pp.17-23
• /
• 2007

In rainy weather, permeable concrete pavement has advantages such as good drainage, increased skid resistance, reduced splash and spray behind vehicles for improving the safety of driving vehicles as well as reduction of the traffic noise. It also contributes to improvement of traffic environment. In this study, the fundamental properties of permeable concrete in accordance with maximum size of aggregate, sand percentage and unit cement content were investigated for practical use of permeable concrete pavement. Although the permeability standard for typical permeable asphalt-concrete pavement is $1{\times}10^{-2}cm/sec$, the researchers determined that the coefficient of permeability of the permeable concrete should be set higher at $1{\times}10^{-1}cm/sec$. Then, the researchers measured the coefficient of permeability, strength, void ratio, and continuous void ratio of the permeable concrete while varying maximum size of the aggregate, sand percentage, unit cement content for detailed analysis. It was found that the void ratio, continuous void ratio, and flexural strength were about 15%, 12%, and 5.0MPa, respectively, when the permeability of the concrete was set at $1{\times}10^{-1}cm/sec$. Given that the maximum size of aggregate was $10{\sim}13mm$, we reached the conclusion that the best mix design for permeable concrete was $0{\sim}20%$ of sand percentage and $380kg/m^3$ of unit cement content.

• Ocean and Polar Research
• /
• 제29권4호
• /
• pp.411-418
• /
• 2007

We studied the bottom morphology and sedimentary environments of the Masan Bay using high-resolution Chirp seismic profiles and sediments data. According to deep-drilled core samples (up to 20 m thick) penetrated into the weathered rock basement, the sediments consist largely of three sediment types: the lower sandy gravel facies (Unit I) of 1-4 m in thickness, the middle sandy mud and/or muddy sand facies(Unit II) of 1-2 m thick and the upper mudfacies (Unit III) of over 10 m in thickness. The sedimentary column above the acoustic basement can be divided into two major sequences by a relatively strong mid-reflector, which show the lower sedimentary sequenc e(T) with parallel to subparallel internal reflectors and the upper sedimentary sequence(H) with free acoustic patterns. Acoustic basement, the lower sedimentary sequence (T), and the upper sequence (H) are well correlated with poorly sorted massive sandy gravels (Unit I), the sand/mud-mixed sediment (Unit II), and the muddy facies(Unit III), respectively. The acoustic facies and sediment data suggest that the Masan bay is one of the most typical semi-enclosed coastal embayments developed during the Holocene sea-level changes. The area of the Masan Bay reduced from about $19\;km^2$ in 1964 to about $13\;km^2$ in 2005 by reclamation, and its bottom morphology changed as a result of dredging of about $2{\times}10^7\;m^3$.

• 한국콘크리트학회:학술대회논문집
• /
• 한국콘크리트학회 1999년도 봄 학술발표회 논문집(I)
• /
• pp.40-45
• /
• 1999

This experimental study presents the strength properties of mortar using the blast-furnace slag sand. The mix disign of this study is based on the each three classes of unit water; (250, 275, 300)kg/㎥ and four classes of W/C; (45, 50, 55, 60)% and substitution rate(0, 25, 50, 75, 100)%. It gives following result. As W/C ratio increase, the strength is decrease. In case of mortar using air-cooled blast-furnace slag sand, the 3-days and 7-days compression strength is increase as substitution rate is higher. But in case of the mortar using the quenched blast-furnace slag sand, the compression strength is decrease as substitution rate is higher.

• 한국제4기학회지
• /
• 제17권1호
• /
• pp.27-37
• /
• 2003

한반도 동해 중부 해안에 위치한 강원도 고성군 문암리 신석기 유적지의 퇴적층의 퇴적환경은 퇴적물의 입도 특성과 광물 조성에 의하여 세 개의 퇴적층서 단위(Unit)로 구분되었다. 최하위 퇴적 층서 단위인 Uint 3은 하부의 사질층(S)과 상부의 니사질층(mS)으로 세분된다. 이 퇴적층은 해안 사구 모래가 퇴적된 후, 토양화 과정에 의해 소량의 니질(mud)을 함유하는 것으로 해석된다. Unit 3을 피복하는 Unit 2는 신석기 유물이 출토되며, 사층리 구조를 보이는 퇴적층으로 다시 하부의 니사질층(mS)과 상부의 사질층(S)으로 구분된다. 전체적으로 Unit 2 퇴적층은 해빈으로부터 바람에 의해 운반ㆍ퇴적된 전형적인 해안 사구(coastal dune) 퇴적층으로 해석된다. 최상위 퇴적층서 단위인 Unit 1은 역사질층(gS)으로 잔자갈이 함유되어 하부의 퇴적층보다 조립하며, 분급도 불량하다. 이 퇴적층은 해안사구 층으로 현재의 지표 유수와 식물의 영향을 받아 토양화 과정을 나타내는 것으로 해석된다. 이 문암리 유적지 사구층의 형성 연대는 기존의 해수면 변동 연구와 신석기 유물의 연대 분석 결과로 미루어 보아 현세 중기(middle Holocene, 약 7,800∼6,500 yr BP) 전후인 것으로 해석된다.

• Advances in concrete construction
• /
• 제2권1호
• /
• pp.13-27
• /
• 2014

The principal objective of this study is to deepen the characterization studies already led on sand concretes in previous works. Indeed, it consists in studying the effect of the sand type on the main properties of sand concrete: fracture and mechanical properties. We particularly insist on the determination of the fracture characteristics of this material which apparently have not been studied. To carry out this study, four different types of sand have been used: dune sand (DS), river sand (RS), crushed sand (CS) and river-dune sand (RDS). These sands differ in mineralogical nature, grain shape, angularity, particle size, proportion of fine elements, etc. The obtained results show that the particle size distribution of sand has marked its influence in all the studied properties of sand concrete since the sand having the highest diameter and the best particle size distribution has given the best fracture and mechanical properties. The grain shape, the angularity and the nature of sand have also marked their influence: thanks to its angularity and its limestone nature, crushed sand yielded good results compared to river and dune sands which are characterized by rounded shape and siliceous nature. Finally, it should further be noted that the sand concrete presents values of fracture and mechanical properties slightly lower than those of ordinary concrete. Compared to mortar, although the mechanical strength is lower, the fracture parameters are almost comparable. In all cases, the sand grains are debonded from the paste cement during the fracture which means that the crack goes through the paste-aggregate interface.

• 한국건축시공학회지
• /
• 제3권3호
• /
• pp.91-97
• /
• 2003

At present, the antiwashout underwater concretes are used as popular construction materials in European countries, the United States and Japan. The water-soluble polymers in the antiwashout underwater concretes provide excellent segregation or washout resistance, self-compaction and self-leveling property to the concretes. The purpose of this study is to recommend to optimum mix proportions of antiwashout underwater concretes according to compressive strength of 300kgf/$\textrm{cm}^2$ to 500kgf/$\textrm{cm}^2$. The antiwashout underwater concretes are prepared with various unit cement content, unit water content, sand-aggregate ratio, unit antiwashout agent and superplasticizer content. And they are tested for flowability, and compressive strength. From the test results, it is possible to recommend the optimum mix proportions of antiwashout underwater concretes according to compressive strengths within the range of 300kgf/$\textrm{cm}^2$ to 500kgf/$\textrm{cm}^2$.