도로측구는 도로 노면배수 기능 및 도로포장 양단면에 구조적 지지력을 제공하고, 주행차로로부터 분리된 공간을 확보함으로써 차량이 도보로 침입하는 것을 방지하여 안전성 확보를 하는 기능을 가지고 있다. 하지만, 도로측구는 예상치 못한 차량하중 재하 및 극심한 환경 및 기후조건 등의 영향으로 손상을 입는 경우가 많으며, 특히 측구 시공 시 기존면 처리 미숙으로 인한 반사균열이 발생하는 사례가 많다. 본 연구에서는, 도로측구 반사균열 저감을 위해서 합성 분리막의 적용성을 실내, 수치해석, 현장실험을 통해 평가하였으며, 평가결과 도로측구 시공 및 유지보수에 효율성이 있을 것으로 판단된다.

국내의 사용후핵연료가 증가함에 따라 사용후핵연료 저장조는 곧 포화가 될 것으로 예상된다. 따라서 사용후핵연료 건식저장 운영 및 관리 방안에 대해 연구하는 것은 매우 중요하다. 미국에서는 오랜 기간 건식저장을 운영해왔으며 이를 바탕으로 사용후핵연료 건식저장 운영 및 관리 방안에 대해 많은 연구가 수행되고 있다. 그러나 우리나라에서는 경수로 사용후핵연료 건식저장 경험이 없으며 관련 관리방안 및 구체적인 기준이 매우 부족한 현실이다. 건식저장기간 동안 주요한 이슈중의 하나는 건식저장용기 열화현상이며 대표적으로 응력부식균열에 의한 부식현상이 있다. 미국에서는 U.S. DOE, U.S. NRC, 그리고 EPRI 주관 아래 건식저장 캐니스터에서의 염화물 응력부식균열에 관한 많은 연구들을 수행하고 있다. 또한 건식저장 캐니스터의 염화물 응력부식균열 현상을 설명하기 위해 SNL에서는 확률론적 응력부식균열 모델을 제시하였다. 본 논문에 서는 SNL에서 제시한 확률론적 응력부식균열 모델을 검토하였으며 모델에 제시된 주요인자들을 세세하게 분석하였다. 본 논문은 우리나라에서 스테인리스 스틸로 제작된 캐니스터를 경수로 사용후핵연료 건식저장으로 이용할 경우, 건식저장 운영 및 관리 방안을 구축하는 대에 좋은 참고문헌이 될 것이라 사료된다.

For the aerospace structural application of high-strength 2xxx series aluminum alloys, stress corrosion cracking(SCC) behavior in aggressive environments needs to be well understood. In this study, the SCC sensitivities of 2024- T62, 2124-T851 and 2050-T84 alloys in a 3.5% NaCl solution are measured using a constant load testing method without polarization and a slow strain rate test(SSRT) method at a strain rate of 10-6 /sec under a cathodic applied potential. When the specimens are exposed to a 3.5% NaCl solution under a constant load for 10 days, the decrease in tensile ductility is negligible for 2124-T851 and 2050-T84 specimens, proving that T8 heat treatment is beneficial in improving the SCC resistance of 2xxx series aluminum alloys. The specimens are also susceptible to SCC in a hydrogen-generating environment at a slow strain rate of 10−6/sec in a 3.5% NaCl solution under a cathodic applied potential. Regardless of the test method, low impurity 2124-T851 and high Cu/Mg ratio 2050-T84 alloys are found to have relatively lower SCC sensitivity than 2024-T62. The SCC behavior of 2xxx series aluminum alloys in the 3.5% NaCl solution is discussed based on fractographic and micrographic observations.

Asphalt pavement overlay method is one of widely chosen construction methods for remodelling existing aged concrete pavement layer. However, in this case reflective cracking is a challenging issue due to movement of transverse joints: built in existing concrete pavement layer with constant interval length. In this paper, collecting field data: collection of displacement and temperature data on existing concrete pavement layer for further complicated pavement performance analysis, was performed. To fulfil this objective, various types of thermometer were embedded into concrete layer with different depth level. Then, movement of existing concrete layer was measured numerically. Each Displacement Measuring Gauge (DMG) along with thermometer was embedded with depth of 3cm and 15cm, respectively. Additional thermometers were embedded at the middle depth of overlaid asphalt pavement layer for further extensive analysis and data collection. Total four testing sites were considered based on different asphalt mixture type and construction method. The 1st site was constructed with conventional construction approach, the 2nd site was constructed with a new pavement equipment contains simultaneous tack-coating function, the 3rd site was similar to 1st site but Guss-asphalt was constructed as a binder course, and in 4th site Noise-Reduction Porous Asphalt (NRPA) was constructed as a surface course and regular Dense Grade Asphalt (DGA) was constructed as a binder course. A field asphalt pavement layer sample coring works: along with basic material property tests, were also performed to acquire not only overlaid asphalt but also existing concrete pavement materials. This gauge measuring work in this study is an initial step therefore, long-term movement data of each pavement layer was not able to be collected, unfortunately. However through collecting and analysing initial data on each test site, two crucial findings were acquired. First, in all four tested site highest temperature variations were observed at the upper asphalt pavement layer and the variation trends decreased with increase of pavement depth (in case of concrete pavement layer, temperature and movement variations also decreased with increase of pavement depth). Secondly, when Guss-asphalt was applied as a binder course temperature variations of existing concrete pavement layer was crucially smaller than those of other comparison cases. These current findings and collected data set can provide successful input information for further pavement structure analysis such as 2D (and/or 3D) Finite Element Method (FEM) analysis as a future study.

PURPOSES : This purpose of this study is to analyze the effect to autogenous shrinkage of the top-layer material of a two-lift concrete pavement mixing both silica fume and polymer powder. METHODS: The bottom-layer of a two-lift concrete pavement was paved with original portland cement (OPC) with a 20~23 cm thickness. Additionally, the top-layer which is directly exposed to the environment and vehicles was paved with a high-performance concrete (HPC) with a 7~10 cm thickness. These types of pavements can achieve a long service life by reducing joint damage and increasing the abrasion and scaling resistance. In order to integrate the different bottom and top layer materials, autogenous shrinkage tests were performed in this study according to the mixing ratio of silica fume and polymer powder, which are the admixture of the top-layer material. RESULTS: Autogenous shrinkage decreased when polymer powder was used in the mix. Contrary to this, autogenous shrinkage tended to rise with increasing silica fume content. However, the effects were not significant when small amounts of polymer powder were used (3% and 11%). CONCLUSIONS : The durability and compressive strength increase when silica fume is used in the mix. The flexural strength considerably increases and autogenous shrinkage of concrete decreases when polymer powder is used in the mix. As seen from above, the proper use of these materials improves not only durability, but also autogenous shrinkage, leading to better shrinkage crack control in the concrete.

The discontinuity movements of the Portland cement concrete (PCC) layer due to temperature fluctuations and traffic loading are primary causes of the reflection cracking in asphalt overlays. The thermal expansion and contraction of the discontinuities at the PCC layer induces tension at the bottom of the asphalt overlay layer creating excessive strains which causes cracking. The additional cyclic discontinuity movements from the thermal fluctuations and traffic loads propagates the cracks initiated until failure of the overlay layer. However, the crack behaviors of asphalt mixtures varies with temperature due to its viscoelastic property. As such, there is a need to investigate the cracking behavior of asphalt mixtures with varying temperatures and loading conditions. A modified overlay tester developed to evaluate the cracking resistance of asphalt mixtures in various loading directions and different confining temperatures was used to investigate the behavior of asphalt materials with various temperatures and loading conditions. The laboratory test was conducted in 2 segments. The first segment investigates the asphalt cracking behavior subjected to horizontal loading in 3 varying temperatures (10, 25 and 40C) which simulates the cyclic thermal contraction and expansion at the discontinuity. The second segment examines the cracking propagation of the asphalt mixture subjected to vertical loading in 3 varying temperatures. A load dissipation curve per loading cycle is generated in each test along with the images taken on the face of the specimen to monitor the crack propagation. Results have shown that asphalt mixtures undergo a 3-phase cracking behavior: initiation, propagation and failure. This is evident in the load dissipation curve when the initiation phase shows a rapid reduction of peak loads in first series of loading cycles which is followed by a slow and constant load reduction over a certain number of cycles. Failure occurs when there is a sudden decline in peak load and the percent reduction of the load is achieved. Figure 1 shows a fine dense grade asphalt mixture subjected to horizontal movement at 10C. Meanwhile, the load dissipation curve is further investigated by analyzing the images captured during testing. It can be seen that the first visible crack can be identified after 40 cycles which steadily propagates up to 600 cycles. However, between 600 and 700 loading cycles, there is a sudden dip in peak load which shows that at that the stage the crack has already propagated to the top of the test specimen as shown in Figure 2. Other tests have shown that the cracking patterns and load dissipation curves vary with different testing temperatures signifying that low temperature is more susceptible to early failure with constant differential movement. Further tests signify that using a general formula, parameters are calculated which refer to fracture properties of the material.

최근에 요소망의 재구성이 불필요하고 균열의 가시화에 강점을 가지는 확장유한요소법(XFEM)을 이용한 균열 해석이 많이 연구되고 있지만 주로 단일재료로 이루어진 부재의 해석에 집중되어 있다. 본 논문에서는 복합재료 부재인 철근콘크리트보의 다중균열 해석에 확장유한요소법을 적용하며 그 적용성과 타당성을 살펴보았다. 확장유한요소해석 기능이 탑재된 상용해석프로그램인 ABAQUS를 사용하여 균열해석을 수행하였으며 그 결과를 실험결과와 비교하였다. 확장유한요소법에서 인접요소에 동시에 균열이 발생할 경우 균열의 불연속성이 나타나지 않은 부가자유도 잠김 현상을 발견하였고 이에 대한 원인과 그 해결방안을 제시하였다. 또한 실험결과와 유사한 다중균열 발생을 위한 모델링 기법도 제시하였다. 확장유한요소법을 이용한 해석결과는 실험결과와 유사한 균열 양상 및 균열 간격을 보여 주었으며 하중-변위 관계에 있어서도 실험에 근접한 결과를 보여 주었다.

PURPOSES: Reflection cracking has been one of the major causes of distress when asphalt pavement is laid on top of concrete pavement. This study evaluated the reflection cracking resistance of asphalt mixtures reinforced with asphalt embedded glass fiber and carbon fiber using a Texas Transportation Institute (TTI) overlay tester. METHODS : Different asphalt mixtures such as polymer-modified mastic asphalt (PSMA) and a dense graded asphalt mixture were reinforced with asphalt-embedded carbon fiber and glass fiber. For comparison purposes, two PSMA asphalt mixtures and one dense graded asphalt mixture were evaluated without fiber reinforcement. Two different overlay test modes, the repeated overlay test (R-OT) and monotonic overlay test (M-OT), were used to evaluate the reflection cracking resistance of asphalt mixtures at 0 ℃. In the R-OT test, the number of repeated load when the specimen failed was obtained. In the M-OT test, the tensile strength at the peak load and tensile strain were obtained. RESULTS : As expected, the fiber-reinforced asphalt mixture showed a higher reflection cracking resistance than the conventional nonreinforced asphalt mixtures based on the R-OT test and M-OT test. The dense graded asphalt mixture showed the least reflection cracking resistance and less resistance than the PSMA. CONCLUSIONS: The TTI overlay tester could be used to differentiate the reflection cracking resistance values of asphalt mixtures. Based on the R-OT and M-OT results, the carbon-fiber-reinforced asphalt mixture showed the highest reflection cracking resistance among the nonreinforced asphalt mixtures and glass-fiber-reinforced asphalt mixture.

PURPOSES : This research describes how to predict the life cycles of fatigue cracking based on NCHRP Report 704 as well as modified harmony search (MHS) algorithm. METHODS : The fatigue cracking regression model of NCHRP Report 704 was used in order to calculate the ESAL (Equivalent Single Axle Load) numbers up to pavement failure, based on using material parameters, composite modulus, and surface pavement thickness. Furthermore, the MHS algorithm was implemented to find appropriate material parameters and other structural conditions given the number of ESALs, which is related to pavement service life. RESULTS: The case studies show that the material and structural parameters can be obtained, resulting in satisfying the failure endurance of asphalt concrete structure, given the number of ESALs. For example, the required ESALs such as one or two millions are targeted to satisfy the service performance of asphalt concrete pavements in this study. CONCLUSIONS : According to the case studies, It can be concluded that the MHS algorithm provides a good tool of optimization problems in terms of minimizing the difference between the required service cycles, which is a given value, and the calculated service cycles, which is obtained from the fatigue cracking regression model.