http://chineseinput.net/에서 pinyin(병음)방식으로 중국어를 변환할 수 있습니다.
변환된 중국어를 복사하여 사용하시면 됩니다.
Chiu, Chien-Kuo,Ueda, Takao,Chi, Kai-Ning,Chen, Shao-Qian Korea Concrete Institute 2016 International Journal of Concrete Structures and M Vol.10 No.4
This study tests ten full-size simple-supported beam specimens with the high-strength reinforcing steel bars (SD685 and SD785) using the four-point loading. The measured compressive strength of the concrete is in the range of 70-100 MPa. The main variable considered in the study is the shear-span to depth ratio. Based on the experimental data that include maximum shear crack width, residual shear crack width, angle of the main crack and shear drift ratio, a simplified equation are proposed to predict the shear deformation of the high-strength reinforced concrete (HSRC) beam member. Besides the post-earthquake damage assessment, these results can also be used to build the performance-based design for HSRC structures. And using the allowable shear stress at the peak maximum shear crack width of 0.4 and 1.0 mm to suggest the design formulas that can ensure service-ability (long-term loading) and reparability (short-term loading) for shear-critical HSRC beam members.
Chiu, Yi-Tsung,Lin, Tzu-Kang,Hung, Hsiao-Hui,Sung, Yu-Chi,Chang, Kuo-Chun Techno-Press 2014 Smart Structures and Systems, An International Jou Vol.13 No.6
The widening project on Freeway No.1 in Taiwan has a total length of roughly 14 kilometers, and includes three special bridges, namely a 216 m long-span bridge crossing the original freeway, an F-bent double decked bridge in a co-constructed section, and a steel and prestressed concrete composite bridge. This study employed in-situ monitoring in conjunction with numerical modeling to establish a real-time monitoring system for the three bridges. In order to determine the initial static and dynamic behavior of the real bridges, forced vibration experiments, in-situ static load experiments, and dynamic load experiments were first carried out on the newly-constructed bridges before they went into use. Structural models of the bridges were then established using the finite element method, and in-situ vehicle load weight, arrangement, and speed were taken into consideration when performing comparisons employing data obtained from experimental measurements. The results showed consistency between the analytical simulations and experimental data. After determining a bridge's initial state, the proposed in-situ monitoring system, which is employed in conjunction with the established finite element model, can be utilized to assess the safety of a bridge's members, providing useful reference information to bridge management agencies.
Chien-Kuo Chiu,Takao Ueda,Kai-Ning Chi,Shao-Qian Chen 한국콘크리트학회 2016 International Journal of Concrete Structures and M Vol.10 No.4
This study tests ten full-size simple-supported beam specimens with the high-strength reinforcing steel bars (SD685 and SD785) using the four-point loading. The measured compressive strength of the concrete is in the range of 70–100 MPa. The main variable considered in the study is the shear-span to depth ratio. Based on the experimental data that include maximum shear crack width, residual shear crack width, angle of the main crack and shear drift ratio, a simplified equation are proposed to predict the shear deformation of the high-strength reinforced concrete (HSRC) beam member. Besides the post-earthquake damage assessment, these results can also be used to build the performance-based design for HSRC structures. And using the allowable shear stress at the peak maximum shear crack width of 0.4 and 1.0 mm to suggest the design formulas that can ensure serviceability (long-term loading) and reparability (short-term loading) for shear-critical HSRC beam members.
Chien-Kuo Chiu,Kai-Ning Chi,Bo-Ting Ho 한국콘크리트학회 2018 International Journal of Concrete Structures and M Vol.12 No.4
The purpose of this study is to investigate the flexural crack development of high-strength reinforced concrete (HSRC) beams and suggest the design equations of the flexural crack control for HSRC beams. This study conducts two full-size simply-supported beam specimens and seven full-size cantilever beam specimens, and collects the experimental data of twenty full-size simply-supported beams from the past researches. In addition to high-strength reinforced steel bars of specified yielding stresses of 685 and 785 MPa, these specimens are all designed with the high-strength concrete of a specified compressive stress of 70 or 100 MPa. The experimental data is used to verify the application of the flexural crack control equations recommended in ACI 318-14, as reported by AIJ 2010, as reported by JSCE 2007 and as reported by CEB-fib Model Code 2010 on HSRC beam members; then, this study concludes the design equations for the flexural crack control based on ACI 318-14. Additionally, according to the experimental data, to ensure the reparability of an HSRC beam member in a medium-magnitude earthquake, the allowable tensile stress of the main bars can be set at the specified yielding stress of 685 MPa.
Experimental Quantification on the Residual Seismic Capacity of Damaged RC Column Members
Chien-Kuo Chiu,Hsin-Fang Sung,Kai-Ning Chi,Fu-Pei Hsiao 한국콘크리트학회 2019 International Journal of Concrete Structures and M Vol.13 No.3
To quantify the post-earthquake residual seismic capacity of reinforced concrete (RC) column members, experimental data for 6 column specimens with flexural, flexural–shear and shear failure modes are used to derive residual seismic capacity of damaged RC column members for specified damage states in this work. Besides of the experiment data, some related researches are also investigated to suggest the reduction factors of strength, stiffness and energy dissipation capacity for damaged RC column members, respectively. According to the damage states of RC columns, their corresponding seismic reduction factors are suggested herein. Taking an RC column with the flexural–shear failure for an example, its reductions factors of strength, stiffness and energy dissipation capacity are 0.5, 0.6 and 0.1, respectively. This work also proposes the seismic performance assessment method for the residual seismic performance of earthquake-damaged RC buildings. In the case study, this work selects one actual earthquake-damaged school building to demonstrate the post-earthquake assessment of seismic performance for a damaged RC building.
Experimental Quantification on the Residual Seismic Capacity of Damaged RC Column Members
Chien-Kuo Chiu,Hsin-Fang Sung,Kai-Ning Chi,Fu-Pei Hsiao 한국콘크리트학회 2019 International Journal of Concrete Structures and M Vol.13 No.7
To quantify the post-earthquake residual seismic capacity of reinforced concrete (RC) column members, experimental data for 6 column specimens with flexural, flexural–shear and shear failure modes are used to derive residual seismic capacity of damaged RC column members for specified damage states in this work. Besides of the experiment data, some related researches are also investigated to suggest the reduction factors of strength, stiffness and energy dissipation capacity for damaged RC column members, respectively. According to the damage states of RC columns, their corresponding seismic reduction factors are suggested herein. Taking an RC column with the flexural–shear failure for an example, its reductions factors of strength, stiffness and energy dissipation capacity are 0.5, 0.6 and 0.1, respectively. This work also proposes the seismic performance assessment method for the residual seismic performance of earthquake-damaged RC buildings. In the case study, this work selects one actual earthquake-damaged school building to demonstrate the post-earthquake assessment of seismic performance for a damaged RC building.
Yi-Tsung Chiu,Tzu-Kang Lin,Hsiao-Hui Hung,Kuo-Chun Chang,Yu-Chi Sung 국제구조공학회 2014 Smart Structures and Systems, An International Jou Vol.13 No.6
The widening project on Freeway No.1 in Taiwan has a total length of roughly 14 kilometers,and includes three special bridges, namely a 216 m long-span bridge crossing the original freeway, an F-bentdouble decked bridge in a co-constructed section, and a steel and prestressed concrete composite bridge. This study employed in-situ monitoring in conjunction with numerical modeling to establish a real-timemonitoring system for the three bridges. In order to determine the initial static and dynamic behavior of thereal bridges, forced vibration experiments, in-situ static load experiments, and dynamic load experimentswere first carried out on the newly-constructed bridges before they went into use. Structural models of thebridges were then established using the finite element method, and in-situ vehicle load weight, arrangement,and speed were taken into consideration when performing comparisons employing data obtained fromexperimental measurements. The results showed consistency between the analytical simulations andexperimental data. After determining a bridge's initial state, the proposed in-situ monitoring system, which isemployed in conjunction with the established finite element model, can be utilized to assess the safety of abridge's members, providing useful reference information to bridge management agencies.