• Proceedings of the Korea Water Resources Association Conference
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• 2011.05a
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• pp.432-432
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• 2011

유역종합치수계획은 홍수유출을 조절시킬 수 있는 자연 또는 인공 시설물들을 유역 전반에 걸쳐 종합적으로 연계 운영하는 구조적 수단과 비구조적 수단을 동원함으로서 유역의 홍수피해 저감 능력을 극대화하고자 하는 계획이다. 하지만 유역종합치수계획의 비구조적 측면은 이상기후로 인한 극단적인 형태의 홍수, 제도적인 연계성 부족으로 관계기관, 유역주민, 법적 행정적 뒷받침 등의 문제점을 가지고 있다. 따라서 본 연구는 국내 유역종합치수계획과 하천기본계획과의 연계성 문제, 유역의 홍수방어 대책, 유역 협의체의 구성 등에 대한 문제점 및 개선방안을 검토하였다. 이를 위해 미국의 유역종합치수제도와 일본의 유역종합치수대책 및 특정도시하천유역치수계획의 선진 외국의 유역종합관리 현황 및 최근의 변화 과정을 비교 분석하여 국내 유역종합치수계획에 대한 적용성 및 개선방안을 분석하였다. 아울러 유역종합치수계획에서 지자체간의 연계성을 위한 통합적인 유역협의회 구성 및 운영의 문제, 유역분담 홍수량 저감시설물의 설치를 위한 법적 제도적 장치의 문제, 전국적인 유역종합치수사업의 시행에 필요한 법적 제도적인 문제를 확인하였으며 이에 대한 개선방안을 도출하였다.

• Journal of the Korea institute for structural maintenance and inspection
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• v.5 no.3
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• pp.131-139
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• 2001

Experimental programs were accomplished to improve and evaluate the structural performance of RC frame structures with masonry infilled wall, such as the hysteretic behavior, the maximum horizontal strength, crack propagation, and ductility etc. Test variables are restraining factors of frame, with or without masonry infilled wall, and masonry method. Six reinforced concrete rigid frame and masonry infilled wall were tested and constructed in one-third scale size under vertical and cyclic loads simultaneously. Based on the test results, the following conclusions can be made. For masonry infilled wall with restraining factors of frame(IFWB-1~3), cumulated energy dissipation capacities were increased by 1.35~1.60 times in comparision with that of masonry infilled wall(IFB-1) at final stage of testing. For masonry infilled wall with restraining factors of frame, maximum horizontal capacities were increased by 1.91~2.24 times in comparision with that of rigid frame.

• Journal of the Korea institute for structural maintenance and inspection
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• v.4 no.1
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• pp.147-155
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• 2000

Five reinforced concrete rigid frame and masonry infilled wall and cut off type masonry infilled wall were tesed during vertical and cyclic loads simultaneously. Experimental programs were accomplished to improve and evaluate the structural performance of test specimens, such as the hysteretic behavior, the maximum horizontal strength, crack propagation, and ductility etc. Test variables are hoop reinforcement ratio, with or without masonry infilled wall, and masonry method. All the specimens were constructed in one-third scale size. Based on the test results, the following conclusions can be made. For masonry infilled wall(IFB-1), maximum horizontal capacity was increased by 1.45 time in comparision with that of rigid frame(FB-0). For cut off masonry infilled wall (IFBC-1~3), maximum horizontal capacity was increased by 1.73~1.98 time in comparision with that of rigid frame(FB-0). For cut off masonry infilled wall(IFBG-1~3), ductility was increased by 1.48~2.08 time in comparision with that of masonry infilled wall (IFB-1).

• Journal of the Korea institute for structural maintenance and inspection
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• v.7 no.3
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• pp.167-174
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• 2003

Military facilities with masonry have a great portion in the whole military facilities. But lots of them have been used for more than 20 years, the degree of deterioration of the facilities are serious. Futhermore, as insufficient budget for the facilities maintenance and poor maintenance, the performance of the aged masonry facilities have continually decreased. We suggest a structural performance assessment criteria for the military facility through literature review, interview with experts and questionnaire. The major assessment factors for the structural performance include the inclining and sinking degree of the facilities, durability of materials and resisting force of the structural members.

• Journal of the Earthquake Engineering Society of Korea
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• v.19 no.4
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• pp.173-181
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• 2015

In this study, material tests were performed on the masonry specimens constructed with bricks and mortar used in Korea. The specimens included two types of thickness(0.5B and 1.0B) and physical conditions (good and poor). It was shown that 1.0B specimens have 3.2~1.8 times larger shear strength than 0.5B specimens and shear strength of specimens in poor condition was 66%~38% of those in good condition. Average shear stress of masonry-infills was calculated from previous experimental studies, and relationships with failure mode, material strength of masonry, aspect ratio, and frame-to-infill strength ratio were investigated. In addition, the effects of masonry strength on the seismic performance of a masonry-infilled frame was studied using a simple example building. It can be seen that the obtained average shear stress were considerably higher than the default masonry shear strength recommended by the ASCE 41, and low values the strength of masonry does not guarantee conservative evaluation results due to the early shear failure of frame members.

• Proceedings of the Korea Water Resources Association Conference
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• 2016.05a
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• pp.2-2
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• 2016

내외수 연계 도시 침수저감 능력향상 기술 연구단(내외수 연구단)에서는 내수침수로 인한 인명 및 재산피해를 최소화하고 내외수 연계 도시 침수저감 능력향상 기술 연구를 통한 도시 내배수 시스템 선진화를 이루어 홍수재해로부터 안전한 도시 구축을 달성하는데 주 목표을 두고 있다. 본 연구에서는 주 목표 달성을 위해 시범적으로 도림천 유역의 대림분구를 중심으로 2010년 9월 21일 호우사상에 대해 Case Study를 실시하였다. 먼저, Case 1은 홍수예보 시 활용될 모형의 정밀도를 검증하고자 실제 빗물펌프장의 운영을 포함한 모형을 구축 후 침수흔적도와 침수분포에 대한 비교를 실시하였다. Case 2는 Case 1에 펌프장의 펌프토출 효율 등과 같은 구조적인 방안을 적용, Case 3은 Case 1에 최적 펌프장 운영방안 등과 같은 비구조적인 방안을 적용, 마지막 Case 4는 구조적 방안과 비구조적 방안을 연계한 방안으로, 총 Case 1~에 대한 침수저감 능력평가를 실시하였다. 이는 향후 내외수 연구단의 성과를 실무에 적용으로써 침수피해 저감에 크게 기여할 것으로 판단된다.

• Journal of the Earthquake Engineering Society of Korea
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• v.23 no.1
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• pp.71-82
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• 2019

Most school buildings consist of reinforced concrete (RC) moment frames with masonry infills. The longitudinal direction frames of those school buildings are relatively weak due to the short-column effects caused by the partial masonry infills and need to be evaluated carefully. In 'Manual for Seismic Performance Evaluation and Retrofit of School Facilities' published in 2018, response modification factor of 2.5 is applied to non-seismic RC moment frames with partial masonry infills, but sufficient verification of the factor has not been reported yet. Therefore, this study conducted seismic performance evaluation of planar RC moment frames with partial masonry infills in accordance with both linear analysis and nonlinear static analysis procedures presented in the manual. The evaluation results from the different procedures are compared in terms of assessed performance levels and number of members not meeting target performance objectives. Finally, appropriate response modification factors are proposed with respect to a shear-controlled column ratio.

• Journal of the Earthquake Engineering Society of Korea
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• v.25 no.1
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• pp.21-32
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• 2021

Concrete masonry prisms are strengthened with steel fiber-reinforced mortar (SFRM) overlay and tested for compressive and diagonal tension strength. Masonry prisms are produced in poor condition considering standard workmanship for masonry buildings in Korea. Amorphous steel fibers are adopted for SFRM, and appropriate mixing ratios of SFRM are derived considering constructability and strength. Masonry prisms are strengthened with different fiber volume ratios, while numerous strengthened faces and additional reinforcing meshes are produced for compression and diagonal tension tests. Compression and diagonal tension strength are increased by up to 122% and 856%, respectively, and the enhancement effect for diagonal tension strength was superior compared to compression strength. Finally, the test results and strength prediction equations based on existing literature and regression analysis are compared.

• Journal of the Earthquake Engineering Society of Korea
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• v.26 no.1
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• pp.23-30
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• 2022

This study proposed a simplified finite element analysis procedure for designing the nonstructural masonry wall in the out-of-plane direction. The proposed method is a two-step elastic analysis procedure by bilinearizing the behavior of the masonry wall. The first step analysis was conducted with initial stiffness representing the behavior up to the effective-yield point, and the second step analysis was conducted with post-yield stiffness. In addition, the orthotropic material property of the masonry was considered in the FE analysis. The maximum load was estimated as the sum of the maximum loads in the first and second step analyses. The maximum load was converted into the moment coefficients and compared with those from the yield line method applied in Eurocode 6. The moment coefficients calculated through the proposed procedure showed a good match with those from the yield line method with less than 6% differences.

• Journal of the Earthquake Engineering Society of Korea
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• v.26 no.1
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• pp.1-11
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• 2022

In this study, the seismic performance of a two-story unreinforced masonry (URM) building was assessed following the linear and nonlinear static procedures specified in the seismic evaluation guideline of existing buildings. First, the provisions to assess failure modes and shear strengths of URM walls and wall piers were reviewed. Then, a two-story URM building was assessed by the linear static procedure using m-factors. The results showed that the walls and wall piers with aspect ratios h_e // (i.e., effective height-to-length ratio) > 1.5 were unsafe due to rocking or toe crushing, whereas the walls with h_e // ≤ 1.5 and governed by bed-joint sliding mainly were safe. Axial stresses and shear forces acted upon individual masonry walls, and wall piers differed depending on whether the openings were modeled. The masonry building was reevaluated according to the nonlinear static procedure for a more refined assessment. Based on the linear and nonlinear assessment results, considerations of seismic evaluation for low-rise masonry buildings were given with a focus on the effects of openings.