| 1. |
幸田智輝，松尾真太朗, 高力ボルトを用いた鉄骨梁貫通孔補強効果に与える補強範囲，初期導入軸力およびウェブ幅厚比の影響, 都市・建築学研究 : 九州大学大学院人間環境学研究院紀要, 38, 37-46, 2020.07, We have proposed a design method for reinforcing steel beams with web opening assembled by high-strength
bolts, and experimentally verified the reinforcement effect. We studied on the reinforcement and application range
of the method, which gave the following achievements; i) the current design method can provide sufficient
reinforcement even if the range of reinforcement was changed, ii) we confirmed the reinforcement effect of this
reinforcement design with different web-thickness ratio and iii) the reinforced beams which reduced the initial
axial force of high-strength bolts had the same yield stress as the beams which satisfied design condition.. |
| 2. |
Shintaro MATSUO, Ryu HIGUCHI, Nobuyuki YASUI, STUDY ON SIMPLIFIED REINFORCEMENT METHOD FOR WIDE FLANGE BEAMS WITH WEB OPENING, 12th Pacific Structural Steel Conference (PSSC'19), 12, 3-4-3, 2019.11, This paper presents the study on perforated wide flange beams reinforced with two steel plates connecting by four high strength bolts. In the previous research, we proposed reinforcement design method and conducted monotonic loading test. As a result, fundamental structural performance and reinforcement effect for the reinforced specimen were confirmed, and validity of the proposed design method has been revealed. On the other hand, from the experimental results, the fact that there is possibility of reduction of the design stress on reinforcing plates calculated by the proposed design method was also confirmed. In this paper, the mechanical behavior under cyclic loading has been investigated taking several factors related to reinforcement design such as initial bolt clamping force or strength of reinforcing plates. From this test, it has been revealed that this reinforcement method is also effective for perforated beams under cyclic loading, and the experimental variables had small influence on the behavior of the specimens.. |
| 3. |
Outline of reconnaissance of damaged steel school buildings due to the 2016 Kumamoto earthquake
© 2018 Architectural Institute of Japan. All rights reserved. This paper reports an outline of a reconnaissance result of 185 steel school buildings including 102 gymnasiums damaged by the 2016 Kumamoto Earthquake. The reconnaissance has been performed by the Damage Evaluation Working Group of the Subcommittee on Seismic Performance of School Buildings, Architectural Institute of Japan. The structural, non-structural and overall damage has been ranked based on the "Standard for Post-earthquake Damage Evaluation of Damaged Buildings" published by the Japan Building Disaster Prevention Association. The damage rank of investigated buildings is shown and discussed in terms of building type, year of construction, whether seismically reinforced or not, etc. Some of characteristical damage of structural and non-structural components are also presented in this paper.. |
| 4. |
EVALUATION OF ELASTIC STIFFNESS AND YIELD STRENGTH OF HIGH STRENGTH STEEL BOX-SHAPED COLUMN TO BEAM FLANGE JOINT IN AN EXTERIOR DIAPHRAGM MOMENT CONNECTION. |
| 5. |
MOU Ben, 松尾 真太朗, 段差を有する外ダイアフラム形式コンクリート充填角形鋼管柱梁接合部パネルに関する解析的研究, 都市・建築学研究 : 九州大学大学院人間環境学研究院紀要, 28, 79-94, 2015.07, This paper presents an analytical study on offset H-shaped steel beam to square concrete filled steel tubular column connection panels with exterior diaphragms. This research focuses on the full plastic strength and collapse mechanisms of the offset beam-to-CFT column connection panels, and investigates the influence of difference in beam depth and width to thickness ratio on the elasto-plastic behaviors of the offset beam-to-CFT column connection panels. The feasibility of analytical models generated by MSC. Marc 2012 is verified by a set of experimental results presented in the companion paper. Parameters used in this analytical study includes: differences in beam depths, width to thickness ratio and loading directions. FEM results suggest that the assumed collapse mechanisms can predict the failure modes of FEM models reasonably. Owing to overlooking confined effect by steel tubes on concrete panels, the proposed formulae underestimated the full plastic shear strength of the offset panels. On the basis of experimental and analytical results, an enhancement coefficient formula is proposed, which is derived from regression analysis taking the effect of width to thickness ratio of steel tubes and beam depth ratio into consideration.. |
| 6. |
Basic Study on Mechanical Characteristic of Friction Surface between Aluminum-Sprayed Steel Plate and Blasted Steel Plate. |
| 7. |
Mahmud Kori EFFENDI, Hiromitsu KAWAGUCHI, Akihiko KAWANO, Shintaro MATSUO, Keigo TSUDA, Masae KIDO, An Analytical Study on the Effect of Local Deformation at Loading Point on Overall Flexural Deformation Behavior in Steel Tubular Member Subjected to Concentrated Lateral Load, 九州大学大学院人間環境学研究院紀要, 第26号, 79-90, 2014.07. |
| 8. |
牟 犇, 松尾 真太朗, 池田 竜輔, 河野 昭彦, 段差を有する外ダイアフラム形式コンクリート充填角形鋼管柱梁接合部パネルに関する実験的研究, 都市・建築学研究 : 九州大学大学院人間環境学研究院紀要, 26, 101-110, 2014.07, The purpose of this paper is to investigate monotonic and cyclic behavior of offset H-shaped steel beams to square concrete filled steel tubular (CFT) column connection panels with exterior diaphragms. The main objective of this research is to establish the plastic strength calculation method for the panels based on the limit analysis. Four cruciform subassemblages are tested under the cyclic and monotonic loading in order to obtain fundamental data for the collapse mechanism of the panels. The plastic strength calculation method is proposed and the accuracy of the method is demonstrated in comparison with the experimental results. Major findings are as follows: I) the assumed collapse mechanisms coincide with the experimental results, 2) the proposed formulae underestimate the experimental strength of the connection panels.. |
| 9. |
Ben MOU, Shintaro MATSUO, Ryusuke IKEDA, Akihiko KAWANO, Strength Estimation Method of Offset Beam-to-Column Connection Panels with Exterior Diaphragms Considering the Effect of Axial Force Ratio, 鋼構造論文集, 21, 81, 55-64, 2014.03. |
| 10. |
Elasto-Plastic Behavior of Offset Beam-to-Column Connection Panels with Exterior Diaphragms. |
| 11. |
エフェンディ マハムドコリ, 財津 周平, 松尾 真太朗, 河野 昭彦, Effendi Mahmud Kori, Zaitsu Shuhei, Matsuo Shintaro, Kawano Akihiko, 津波漂流物に相当する衝撃荷重を受けるコンクリート充填鋼管部材の応答特性に関する予備的実験, 都市・建築学研究 : 九州大学大学院人間環境学研究院紀要, 24, 97-106, 2013.07, In this study, impact loading tests of six specimens were conducted using the falling weight impact loadingmachine in order to get the basic knowledge on the response characteristics of concrete-filled steel tubular (CFT) specimens. Although the maximum velocity of Tsunami might be estimated as 15m/s in typical seashore, it may be thought that around 7m/second is the maximum velocity of the flotsam in inland. The impact velocity of falling weight is proportional to the square root of the falling height of the weight, so that the maximum falling height in this test is determined as 2.5m corresponding to the velocity of 7m/s. Another four specimens were also conducted under static condition which are the standard references to be compared with the specimens subjected to impact loads. The specimens are simply-supported beams, and the impact loads or static loads concentrically and vertically applies to the mid-span of the beams. The test specimens are circular and square CFT specimens and circular and square vacant steel tubular specimens. The increase of heaviness and velocity of the weight increase the plastic energy dissipation and the input energy for specimens. As the result of impact loading test, the CFT specimens could sustain much higher levels of the heaviness and velocity of falling weight than those of vacant steel tubular specimens.. |
| 12. |
Shintaro Matsuo, Takuro Oyamada, Masaki Ozono, ELASTO-PLASTIC BEHAVIOR OF OFFSET BEAM-TO-COLUMN CONNECTION PANELS WITH EXTERIOR DIAPHRAGMS, ISEC-7, New Development in Strctural Engineering & Construction, 195-200, 2013.06, This paper presents the behavior of offset beam-to-column connection panels with exterior diaphragms. The plastic strength of panel is proposed based on two collapse mechanisms of the connection panels. One of the mechanisms is only panel yielding type which is the same as
the standard panel. The other is a mechanism by a combination of yielding in some parts such as panels, exterior diaphragms and column tube wall. In order to confirm the applicability of the strength, cyclic loading tests of cruciform subassemblages were conducted. As a result, the strength and assumed collapse mechanisms were in good agreement with the test results.. |
| 13. |
Yongtao BAI, Akihiko Kawano, Shintaro Matsuo, Effects of Member Strength Deterioration on Seismic Responses of Existing High-Rise Buildings Made of Steel Structures and CFT Structures Subjected to Severe Ground Motions, Steel Construction Engineering, 20, 78, 2013.06. |
| 14. |
DAMAGE CHARACTERISTICS OF EXISTING SUPER HIGH-RISE STEEL FRAME BUILDINGS AND CFT FRAME BUILDINGS UNDER SEVERE EARTHQUAKE GROUND MOTIONS. |
| 15. |
Prediction method for the ratio of maximum displacement between two structures within oil dampers
This paper analyzes the maximum relative displacement of adjacent structures in coupled vibration control structure. The ratio of the maximum relative displacement between two structures of damper connection and non-connection (reldR,) is focused and a reduction effect of the relative displacement by the connection of the oil damper is evaluated. Two mass models using coupled vibration control structure are analyzed and the trends ofreldR,based on the period and mass of two structures and performance of the damper are clarified. Thereafter, the method of prediction ofreldR,based on the least square method is presented and the accuracy of this method is verified by comparing the prediction results with the results of time history response analysis.. |
| 16. |
Prediction method for the ratio of maximum displacement between two structures within oil dampers
This paper analyzes the maximum relative displacement of adjacent structures in coupled vibration control structure. The ratio of the maximum relative displacement between two structures of damper connection and non-connection (reldR,) is focused and a reduction effect of the relative displacement by the connection of the oil damper is evaluated. Two mass models using coupled vibration control structure are analyzed and the trends ofreldR,based on the period and mass of two structures and performance of the damper are clarified. Thereafter, the method of prediction ofreldR,based on the least square method is presented and the accuracy of this method is verified by comparing the prediction results with the results of time history response analysis.. |
| 17. |
Elasto-Plastic Behavior of Offset Beam-to-Column Connection Panels with Exterior Diaphragms
This paper presents the behavior of offset beam-to-column connection panels with exterior diaphragms. The plastic strength of panel is proposed based on three collapse mechanisms of the connection panels. One of the mechanisms is only panel yielding type which is the same as the standard panel. Others are mechanisms by a combination of yielding in some parts such as panel, exte. |
| 18. |
白 涌滔, 河野 昭彦, 小俵 慶太, 松尾 真太朗, 耐力低下を考慮した中空鋼管とコンクリート充填鋼管の構成モデルに関する研究, 日本建築学会構造系論文集, 10.3130/aijs.77.1141, 77, 677, 1141-1150, 2012.07, This paper studies the stress-strain models to simulate the strength deterioration of the confined concrete and various sectional steel tubes in hollow steel tubular (HST) columns and concrete filled steel tubular (CFT) columns. The stress-strain models for above components by considering strength deterioration are simplified as to analyze steel and CFT frames subjected to ground motions. The model consists of an elastic-plastic curve up to the peak and a bi-linear after the peak which expresses the strength deterioration by negative slopes. The characteristic parameters of the stress-strain models for in-filled concrete and steel tubes are calibrated by comparing the component test results and the corresponding analytical results, and the proposed formulae for the deteriorating models of HST and CFT columns can accurately simulate the strength, stiffness and deterioration after local-failures.. |
| 19. |
白 涌滔, 藤井 雅之, 江頭 翔一, 松尾 真太朗, 河野 昭彦, 最大耐力後の挙動を考慮した部材要素モデルの実験データベースに基づく精度検証 : 鉄筋コンクリート部材およびH形鋼部材について, 都市・建築学研究 : 九州大学大学院人間環境学研究院紀要, 22, 135-144, 2012.07, In an analysis using the stress fiber discretization method, constitutive material models primarily dominate the accuracy of nonlinear behaviour for both of reinforced concrete (RC) structures and steel structures. Although various constitutive models for reinforced concrete components and steel components have been proposed, the ability of above models to capture strength and stiffness deterioration has not been fully calibrated. In this paper, comprehensive calibration and validation of the models of RC components and H-shaped steel components incorporating the strength, the ductility and the deterioration of strength and stiffness after the peaks are conducted, in order to support the prediction on the collapse resisting capacity of existing RC and steel high-rise moment resisting frame buildings. The effects of loading procedure on the strength, ductility and deterioration are investigated by comparing those of models to the experimental database. According to the calibration results, the deviation dispersion of the components under cyclic loadings is observed more widely than that of the components under uniaxial compression, since that the deterioration induced by cyclic loadings is more complex than the one of under pure uniaxial compression. Besides, the uncertainty of the post-peak deterioration of the hysteretic curves under cyclic loadings is larger than that of peak point. H-shaped steel components can be simulated more accurately than RC components for both peak point and post-peak deterioration, due to the complexity of the RC components that increase the uncertainty of the mechanical behaviour of confined concrete and steel reinforcement. The models for RC components and H-shaped steel components may have enough accuracy to predict the strength, ductility and deterioration, and further to be utilized in the collapse analysis of RC and steel high-rise moment-resisting frame buildings, respectively.. |
| 20. |
白 涌滔, 藤井 雅之, 江頭 翔一, 松尾 真太朗, 河野 昭彦, 耐力劣化を考慮した鉄筋コンクリート構造超高層骨組の巨大地震に対する崩壊クライテリア, 都市・建築学研究 : 九州大学大学院人間環境学研究院紀要, 22, 123-133, 2012.07, Risks of severe earthquake have high probability to induce collapse potentials of existing structures, especially for existing high-rise buildings subjected to long-period ground motions (LPGMs). The effect of strength and stiffness deterioration of the components on the seismic performance and collapse capacity of existing RC high-rise moment-resisting frames (MRF) is addressed in this paper. According to time history incremental dynamic analysis (IDA) on RC high-rise MRF models incorporating various deterioration levels, significant influences on seismic responses and collapse criteria are obtained. The aleatory uncertainty (record-to-record variability) could not be considered with one-dimension that is based on an assumption that the collapse capacity is judged based on a constant engineering demand parameter for a certain structure, but needs to be considered on two-dimensions of intensity measure and earthquake demand parameter (intensity measure (IM), engineering demand parameter (EDP)). As one parameter of the epistemic uncertainty, strength and stiffness deterioration of RC component clearly shows primary influence on collapse criteria of RC high-rise MRF models, and for the method of IDA, intellective process that increment should be decreased when IM increases at a sensitive level. This study provides assessment criteria on the collapse capacity of RC high-rise buildings incorporating the effect of strength and stiffness deterioration.. |
| 21. |
Yongtao BAI, Masayuki FUJII, Shoichi EGASHIRA, Shintaro Matsuo, Akihiko Kawano, Accuracy Verification Based on Experimental Database on Structural Member Components Covering the Post Peak behaviour (Reinforced Concrete Members and H-shaped Steel Members), 22, 135-144, 2012.07. |
| 22. |
白 涌滔, 河野 昭彦, 小俵 慶太, 松尾 真太朗, Constitutive models for hollow steel tubes and concrete filled steel tubes considering the strength deterioration(Constitutive models for hollow steel tubes and concrete filled steel tubes considering the strength deterioration), 日本建築学会構造系論文集, 677, 2012.07. |
| 23. |
Energy absorption capacity of steel moment-resisting frames considering randomness of yield strength
The purpose of this paper is to evaluate the energy absorption capacity of steel moment resisting frames considering randomness of member yield stress. It is well known that frames designed with weak beam strong column type mechanism show high ductility behavior, but the energy absorption capacity at the deformation level considered in the structural design process has not been discussed very well. In this paper, the energy absorption at the maximum drifi angle of O.O2rad was investigated based on Monte Carlo simulation under the static load condition. The analysis parameters are the number of stories, the number of spans and column overdesign factor (COF). Some conclusions obtained by this study are summarized as follows. 1) Average value, 100 lower limit value and 500 lower limit value of the energy absorption increase by controlling the range of randomness of member yield stress, and 2) the increasing percentage is positively conelated with the number of stories. 3) COF can be made smaller than basic frames' COF by controlling the range of randomness of member yield stress, especially with large number of stories and high value COF.. |
| 24. |
Rediction of maximum earthquake response story shear of wall-framebuildings with hysteresis dampers considering higher mode damping
The authors proposed a new type of structural-wall system(EDSWs) consist of wall panels, coupling steel girders and edge columnswhich possesses the large energy dissipating capacity and the function which uniforms drift angle of each story.Because the shear force that is attributable to higher mode responses concentrates on wall part, it is vital to predict higher moderesponse for the desirable design of EDSWs or wall-frame system including EDSWs.The authors proposed the prediction of maximum earthquake response story shear not performing dynamic analysis but onlyperforming static analysis by converting a multi-story building into equivalent single degree of freedom system, which can beapplied to the Capacity Spectrum Method.. |
| 25. |
Rediction of maximum earthquake response story shear of wall-framebuildings with hysteresis dampers considering higher mode damping
The authors proposed a new type of structural-wall system(EDSWs) consist of wall panels, coupling steel girders and edge columnswhich possesses the large energy dissipating capacity and the function which uniforms drift angle of each story.Because the shear force that is attributable to higher mode responses concentrates on wall part, it is vital to predict higher moderesponse for the desirable design of EDSWs or wall-frame system including EDSWs.The authors proposed the prediction of maximum earthquake response story shear not performing dynamic analysis but onlyperforming static analysis by converting a multi-story building into equivalent single degree of freedom system, which can beapplied to the Capacity Spectrum Method.. |
| 26. |
Akihiko Kawano, Qiyun Qiao, Shintaro Matsuo, Toshihiko Ninakawa, A Study on Connection of Concrete Filled Steel Tubes by Using Built-in Steel Bars, Advanced Materials Research, Vols.374-377, pp.1704-1723, 2011.10. |
| 27. |
An experimental study on mechanical behaviors of non base-plate column bases of square CFTs with built-in reinforcements
In this study, the authors propose a new exposed-type column base which is a non base-plate square CFT column base with built-in high strength reinforcements (square CFTR column base). The base plate and anchor bolts are omitted in this CFTR column base, but the high strength reinforcements are inserted from the CFT column to the RC foundation. A total of three specimens was fabricated. The parameter for the study is the axial force ratio (0, 0.25, 0.50). The specimens were tested under the horizontal cyclic lateral load while subjected to a constant axial load. The mechanical behaviors of the column bases are investigated. The test results indicate that the non base-plate CFTR column bases have excellent seismic performances and are applicable in the practical structural design.. |
| 28. |
An analytical study on the earthquake-resistant property of double tube hybrid system
Investigation on Double Tube Hybrid System (DTHS) through an analytical study is conducted as a part of the proposal on the seismic design method for Double Tubes Hybrid System (DTHS) for buildings. This structural system comprises Energy Dissipation Structural Walls (EDSWs) as the interior tube and Spandrel Wall Frame (SWF) as the exterior tube. The hysteretic behavior of EDSWs and SWF have been experimentally investigated and reported elsewhere. They indicated a stable elasto-plastic manner under cyclic lateral loading, and had an ample energy dissipation capacity. In order to establish a reliable performance-based seismic design method for DTHS, a further investigation of overall building through an analytical study is needed. Three building models, 3-story, 6-story, and 12-story are simulated by a frame analysis method. The structural behaviors of DTHS are investigated by performing static and dynamic response analyses. It is proved that high-rise building model utilizing proposed structural system is an effective structural system for DTHS, in which overturning moment dominates rather than shear, which is desirable in the view point of structural design. Application in low-rise building is proved also as an effective method to increase the structural performance of DTHS even though the design strength is set slightly larger than the value for controlling the deformation in high-rise building.. |
| 29. |
Analytical comparison of various models for concrete-filled steel tubular columns subjected to cyclic loading
The hysteresis behaviors of circular and square concrete filled steel tubular were analysed and compared with test results. Local buckling and stiffness degradation are considered for steel model, various simplified analytical models of confined concrete are adopted to verify the accuracy of simulations. Comparison results indicate that steel model adopted in analysis program can accurately perform the local buckling and degradation of steel tube. After comparing different types of confined concrete model, the strength degradation of concrete in circular steel tube could be ignored because of high-level confinement effect, while the strength degradation of the concrete in square steel tube should be considered contrarily. Furthermore, the simplified model based on Sakino & Sun's proposal has the best accuracy on predicting the post-peak degradation behavior of square concrete filled steel tubes.. |
| 30. |
Experimental Study on Comparison of Plastic Deformation Capacity of Steel Beam-to-Column Connections
-Comparison Between Through Diaphragm Type Connection and Bolted Connection Type Connection-. |
| 31. |
Strength of beam flange to circular tube column joint by exterior diaphragm type connection
This paper addresses the derivation of collapse load of beam flange to circular tube column connections with exterior diaphragm based on plastic analysis. In order to verify the validity of the derived collapse load, component tests of the connections were conducted. Major findings obtained from tests are summarized as follows: (1) the yield strength obtained from the tests was about 80 to 90% of the calculated collapse loads, (2) the local deformation of the circular tube column that corresponds to the calculated collapse load is small enough for the yield strength, (3) the derived collapse load formula which is considering the shape of the connections correlated well with the test results, and captured the trend in a reasonable manner, (4) the maximum strength obtained from the tests was about 110 to 120% of the calculated maximum loads.. |
| 32. |
Strength of beam flange to circular tube column joint by exterior diaphragm type connection
This paper addresses the derivation of collapse load of beam flange to circular tube column connections with exterior diaphragm based on plastic analysis. In order to verify the validity of the derived collapse load, component tests of the connections were conducted. Major findings obtained from tests are summarized as follows: (1) the yield strength obtained from the tests was about 80 to 90% of the calculated collapse loads, (2) the local deformation of the circular tube column that corresponds to the calculated collapse load is small enough for the yield strength, (3) the derived collapse load formula which is considering the shape of the connections correlated well with the test results, and captured the trend in a reasonable manner, (4) the maximum strength obtained from the tests was about 110 to 120% of the calculated maximum loads.. |
| 33. |
Fullscale experiment of a steel frame reinforced by the stud-type damper using steel shear panels. |
| 34. |
Mechanical behavior of stud-type damper using steel shear panels. |
| 35. |
Strength calculation of RHS-column to beam connections with exterior diaphragms for exterior columns
In this paper, design formulae of RHS-column to beam connections with exterior diaphragms are proposed for exterior columns, where design formulae mean yield strength and ultimate strength. The authors have presented strength calculation formulae for interior columns, and it is possible to derive strength calculation formulae for exterior columns in the same way. For the perpose of comfirming the validity of the formulae, we performed monotonic tensile loading tests for beam-to-column connections. Major findings from the tests are summarized as follows: (1) the calculated values of the yield strength agreed well with the experimental results, (2) although the calculated values of the ultimate strength were about 45-70% of the experimental results, deformation of column tube walls was not very large.. |
| 36. |
Loading tests of beam-column subassemblages having exterior diaphragms composed of two steel plates
This paper proposes design procedures that yielding of beams occurs before RHS-column to beam connections stiffened by exterior diaphragms yield. Cyclic loading tests of beam-column subassemblages for interior columns were conducted in order to verify the validity of the proposed design method, and elasto-plastic behaviors of beam-column subassemblages for exterior column or concrete filled tube column were investigated. The test results reveal that the design method is valid. Stiffness of beams with exterior diaphragms can be properly predicted by assuming that beams are connected rigidly to columns. Deformation capacities of specimens whose beams are connected to exterior diaphragms with high-strength bolts are substantially larger than that of the specimen that beam flanges and exterior diaphragms are welded.. |
| 37. |
Strength calculation of RHS-column to beam connections with exterior diaphragms for exterior columns
In this paper, design formulae of RHS-column to beam connections with exterior diaphragms are proposed for exterior columns, where design formulae mean yield strength and ultimate strength. The authors have presented strength calculation formulae for interior columns, and it is possible to derive strength calculation formulae for exterior columns in the same way. For the perpose of comfirming the validity of the formulae, we performed monotonic tensile loading tests for beam-to-column connections. Major findings from the tests are summarized as follows: (1) the calculated values of the yield strength agreed well with the experimental results, (2) although the calculated values of the ultimate strength were about 45-70% of the experimental results, deformation of column tube walls was not very large.. |
