teacher 主辦單位：財團法人國家實驗研究院國家地震工程研究中心、
中華民國結構工程學會、中華民國地震工程學會、
中華民國結構技師公會全國聯合會
協辦單位：三聯科技股份有限公司、財團法人三聯科技教育基金會
時間：民國 113 年 10月18 日 (星期五)
地點：國立政治大學公共行政及企業管理教育中心(臺北市大安區金華街187號)
費用：免費，額滿為止。
完成報名繳費程序後，不予退費
名額：預計 120 人，依報名順序，額滿為止
報名方式：即日起開始報名，請上網址：
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備註：本研討會已向行政院公共工程委員會申請技師積點及公務人員終身
學習護照相關證書。
聯絡人：江奇融 先生/ 0906164@narlabs.org.tw
主辦單位：財團法人國家實驗研究院國家地震工程研究中心
協辦單位：中華民國結構工程學會、中華民國地震工程學會、
台北市結構工程工業技師公會
時間：民國 113 年 11 月 7、8 日 (星期四、五)
地點：國家地震工程研究中心一樓R101 會議室
106219 臺北市大安區辛亥路三段200 號
費用：2,000 元整，民國113 年10 月31 日(星期四)前截止報名。
完成報名繳費程序後，不予退費
名額：預計 130 人，依報名順序，額滿為止
報名方式：即日起開始報名，請上網址：
報名網址：https://conf.ncree.org.tw/index.aspx?n=A11311070
備註：本研討會已向行政院公共工程委員會申請技師積點及公務人員終身
學習護照相關證書。
聯絡人：莊勝智/sjjhuang@narlabs.org.tw
紀凱甯/knchi@narlabs.org.tw
附件 : 2024 臺日鋼、RC 與複合結構研討會
各位會員您好：
活動說明：本次說明會將介紹浮式離岸風力機設計技術指引(草案)，並說明設計過程之相關核心分析技術，諸如：浮式風力機之穩度分析、全域分析、浮體下部結構分析及繫纜結構分析。
【指導單位】：經濟部標準檢驗局
【主辦單位】：國立臺北科技大學 離岸風電工程研究中心
【會議時間】：113年10月31日(四)下午13:00至17:15
【會議地點】：本校先鋒國際研發大樓3樓 趨勢講堂(106台北市大安區忠孝東路三段46號)
【議程及報名連結】：https://forms.gle/bnKFWHsYygVwf5x48
備註：本次說明會全程免費，依報名順序，額滿為止。誠摯邀請蒞臨指教。
國家地震工程研究中心(國震中心)特別邀請加拿大英屬哥倫比亞大學Tony T.Y. Yang教授，於2024年8月19日在國震中心進行專題演講，講題「Development and implementation of high-performance structural systems for seismic applications」，分享高性能耐震結構系統的開發與應用，此場演場為中文演講。
時間：民國113年8月19日(星期一) 上午10時00分至上午11時30分
地點：國家地震工程研究中心一樓R101會議室(臺北市大安區辛亥路三段200號)
費用：免費，民國113年8月15日(星期四)前截止報名。
名額：120人，依報名順序，額滿為止
報名方式：即日起開始報名，請上網址：https://conf.ncree.org.tw/indexCht.aspx?n=A11308190
備註：本研討會已申請專業技師(土木工程、結構工程)積點。
附件 : 高性能耐震結構系統的開發與應用
「結構工程」季刊第152期(第39卷第2期)
電子檔已經上線。歡迎會員登入後下載全文。
中文網址: 第三十九卷第二期 (期別152)(113年)
英文網址: Vol.39 / No.2 (152)(2024)
若有任何意見歡迎 email 至 csse@csse.org.tw。
| Title | Experimental Study on Reinforced Concrete Box Girder Strengthened in Shear With Carbon Fiber Reinforced Polymer (CFRP) Patches |
|---|---|
| Author | Hsiao-Hui Hung, Chi-Rung Jiang, Chun-Chung Chen, Fang-Yao Yeh, Kuo-Long Chen, Tsair-Yi Luo, Yi-Ting Lee, Kang-Yu Peng, Ming-Shing Wu, Chien-Hung Chen |
| Keywords | CFRP patch, shear strength, RC box girder |
| Abstract | The purpose of this research is to investigate the shear strengthening effect of carbon fiber reinforced polymer (CFRP) patched on reinforced concrete (RC) box girder with concrete shear cracks through specimen tests. Therefore, Two RC box girder specimens with insufficient shear strength were designed and fabricated, and the loading tests were carried out after strengthening of girders by CFRP was applied. The CFRP shear reinforcement was designed according to the guide specification published by American Association of State Highway and Transportation Officials (AASHTO). In order to simulate the state of RC box girder after shear cracks already occurred, one of the box girder specimens was loaded at first until shear cracks occurred and then strengthened with CFRP patches, while the other box girder specimen was directly strengthened with CFRP patches. Then, both strengthened specimens were respectively subjected to loading tests. Through the comparison of the loading test results of the specimens before and after strengthening with CFRP patches, the shear strengthening effect of the CFRP patch was confirmed. In addition, through the comparison of the test results of two strengthened specimens performed under different conditions, the benefits of shear strengthening with CFRP patch on RC box girder with existed damage can also be confirmed. |
| Title | Shear Behavior of Prestressed Concrete Girders With High-Strength Transverse Reinforcement |
|---|---|
| Author | Yu-Chen Ou, Dwi Prasetya, Jhen-Wei Wu |
| Keywords | bridges, prestressed concrete, girder, shear strength, high-strength steel reinforcement, SD790 |
| Abstract | This study investigated the influence of high-strength shear reinforcement on the shear behavior of prestressed concrete girders. Six I-girders, with a cross-sectional height of 600 mm and a total length of 5 m, were constructed and tested in the laboratory using two types of rebar as shear reinforcement: high-strength steel (SD790) and normal-strength steel (SD420W). The test parameters included the transverse reinforcement ratio and prestressing level. Monotonic-static loading was applied in all girders using two loading points. The test results indicated that a direct replacement of normal-strength shear reinforcement with high-strength shear reinforcement increased the shear capacity of the girder. The equivalent shear strength replacement of normalstrength shear reinforcement with high-strength shear reinforcement based on the specified yield strength showed a decrease in the ultimate shear strength. Thus, the use of fy = 790 MPa in shear design calculation is not recommended. In addition, the equivalent shear strength replacement based on a yield strength limit of fy = 600 MPa resulted in similar ultimate shear strengths between the specimen with the normal-strength shear reinforcement and that with the high-strength shear reinforcement. Furthermore, the experimental results were evaluated using the ACI 318-19 and AASHTO LRFD 2020 shear strength models. The findings showed that the yield strength limitation for shear strength design in the ACI 318 could be increased up to 600 MPa. Using 690 MPa as the yield strength limit with the AASHTO LRFD shear strength model still provided a high degree of conservatism. |
| Title | Hybrid Simulation of a Steel Seven-Story Dual System With Measured Buckling-Induced First-Story Box Column Shortening in Subassemblage Tests |
|---|---|
| Author | Cheng-Wei Huang, Kung-Juin Wang, Chung-Che Chou, Hou-Kuan Shen, Claudio Sepulveda, Gilberto Mosqueda, Chia-Ming Uang |
| Keywords | hybrid simulation, moderately ductile built up box column, buckling, forced control, displacement compatibility |
| Abstract | This paper presents a series of hybrid simulation (HS) conducted on full-scale steel beam-column connection subassemblages to study the seismic responses of a two-dimensional steel dual frame, considering first-story steel column shortening caused by local or global buckling during the seismic events. A seven-story two-bay dual frame system is composed of a special moment frame (SMF) and a buckling-restrained braced frame (BRBF) using built-up box columns. The experimental substructure consists of a full-scale interior column and beam cruciform subassemblage, including a moderately ductile first-story built-up box column and two I-shaped beams. Under combined axial and lateral loads, local buckling can occur near the column base, resulting in column shortening. The specimen is loaded through a four degree of freedom (DOF) mixed-mode control (three displacement- and one forcecontrol) actuation system that simplifies the laboratory loading conditions given the complex boundary conditions of the frame structure. To account for column shortening in the HS, a new approach is applied to enforce compatible displacements between the experiment and numerical model. With the column axial load in force control and column shortening, a set of fictitious equivalent forces is applied to columns in the numerical model to achieve compatible displacements. Shortening of two exterior columns in the model is simulated through finite element analysis using the computer program ABAQUS. The test results confirm that the proposed modeling and control methods could successfully integrate the information available in the laboratory and ABAQUS simulation into the HS, resulting in a more realistic frame response that captures the effect of column shortening in the analysis. The moderately ductile built-up box column is also verified to perform well in near-fault earthquake loadings. |
| Title | A Simplified Seismic Design Method for Steel-Timber Hybrid Buildings Considering Shear Force Modification |
|---|---|
| Author | Kai-Jun Huang, Pei-Ching Chen |
| Keywords | steel-timber hybrid building, structural dynamic interaction, design seismic force, incremental dynamic analysis |
| Abstract | A steel-timber hybrid building consists of a conventional steel moment-resisting frame in its lower section, while the upper part is constructed with timber. In this study, a simplified method for structural design of steel-timber hybrid buildings has been proposed. It incorporates the dynamic interaction between the superstructure and the substructure into the existing Seismic Design Specifications and Commentary of Buildings in Taiwan. First a steel-timber hybrid building is simplified into a two degrees-of-freedom (2DOF) linear model. Parameter analysis is conducted to investigate the effects of the mass ratio and the frequency ratio of the superstructure to the substructure on the dynamic response of the 2DOF model. Accordingly, a seismic force modification factor can be defined, and the design seismic force for the upper timber structure can be calculated directly by using this modification factor. Meanwhile, the design seismic force for the lower steel structure can be determined individually by considering the base shear of the upper timber structure transmitted to the top of the lower steel structure. Four steel-timber hybrid buildings with different elevation have been designed based on the proposed method. OpenSees is used to build the nonlinear numerical model of the steel-timber hybrid buildings to perform nonlinear pushover analysis and incremental dynamic analysis (IDA). A total number of 44 earthquakes recommended in FEMA P695 are used for IDA. Based on FEMA P695 and relevant literature recommendations, the limit states of the steel-timber hybrid buildings can be assessed. The IDA results indicate that the Collapse Margin Ratios suggested in FEMA P695 is satisfied which demonstrates the applicability of the proposed simplified design method for design of steeltimber hybrid buildings in Taiwan. |
| Title | Application and GUI Program Development of Empirical and Statistical Green’s Function Method in Earthquake Motion Simulation |
|---|---|
| Author | Wen-I Liao, Yuan-Ting Chen |
| Keywords | empirical Green’s function method, statistical Green’s function method, MATLAB, strong ground motion simulation |
| Abstract | This study primarily utilizes the empirical Green’s function method for seismic motion simulation graphical user interface (GUI) program development. The main theoretical concept involves the superposition of observed small earthquake event acceleration time histories to simulate the strong earthquake time history that occurs at the same site during a large earthquake. This method can effectively simulate acceleration time history of large earthquakes. To address the issue of the empirical Green’s function method being unable to simulate strong ground motion for locations without records of small earthquake events, this study proposes the statistical Green’s function method to simulate the strong ground motion acceleration time history at such sites. The main theory behind this approach is to use the recorded acceleration time histories of small earthquakes from surrounding monitoring stations to statistically analyze the relationship between ground acceleration amplitude spectra, phase spectra, and source-toreceiver distance. Subsequently, by calculating the results, the source-to-receiver distance for the desired simulation site can be used to calculate the amplitude spectra and phase spectra at that site. Then, by performing a Fourier inverse transform on the amplitude spectra and phase spectra, the acceleration time history of small earthquakes at that site can be obtained. Finally, this small earthquake event acceleration time history is used in place of actual small earthquake records in the empirical Green’s function method to simulate the strong ground motion at that site. Additionally, the developed GUI interface program includes functions for generating response spectrum-compatible acceleration time histories and amplifying acceleration time histories at specified period range. |
| 標題 | 鋼筋混凝土箱型梁碳纖維貼片剪力補強試驗 |
|---|---|
| 作者 | 洪曉慧、江奇融、陳俊仲、葉芳耀、陳國隆、羅財怡、李奕霆、彭康瑜、吳明興、陳建宏 |
| 關鍵字 | CFRP 貼片補強、剪力強度、RC 箱型梁 |
| 摘要 | 本研究目的為透過試體試驗探討依美國國家公路與運輸官員協會 (American Association of State Highway and Transportation Officials, AASHTO) 規範設計之碳纖維 (carbon fiber reinforced polymer, CFRP) 貼片補強對已產生混凝土剪力裂縫之鋼筋混凝土 (reinforced concrete, RC) 箱型梁的剪力補強效益，故設計並製作兩組剪力強度不足的RC 箱型梁試體，並在施作CFRP 補強後進行承載力試驗。為模擬標的橋梁產生剪力裂縫後再進行補強之狀態，其一之箱型梁試體先加載至剪力裂縫產生後再進行CFRP 貼片補強，另一箱型梁試體則直接進行CFRP 貼片補強，最後兩組補強試體分別進行加載試驗。透過補強前試體與補強後試體之加載試驗結果比較，可確認CFRP 貼片剪力補強效益，另透過於不同的狀態下執行補強作業的兩座補強試體試驗比較，也進一步確認損傷後橋梁進行剪力補強的效益。 |
| Title | Experimental Study on Reinforced Concrete Box Girder Strengthened in Shear With Carbon Fiber Reinforced Polymer (CFRP) Patches |
|---|---|
| Author | Hsiao-Hui Hung, Chi-Rung Jiang, Chun-Chung Chen, Fang-Yao Yeh, Kuo-Long Chen, Tsair-Yi Luo, Yi-Ting Lee, Kang-Yu Peng, Ming-Shing Wu, Chien-Hung Chen |
| Keywords | CFRP patch, shear strength, RC box girder |
| Abstract | The purpose of this research is to investigate the shear strengthening effect of carbon fiber reinforced polymer (CFRP) patched on reinforced concrete (RC) box girder with concrete shear cracks through specimen tests. Therefore, Two RC box girder specimens with insufficient shear strength were designed and fabricated, and the loading tests were carried out after strengthening of girders by CFRP was applied. The CFRP shear reinforcement was designed according to the guide specification published by American Association of State Highway and Transportation Officials (AASHTO). In order to simulate the state of RC box girder after shear cracks already occurred, one of the box girder specimens was loaded at first until shear cracks occurred and then strengthened with CFRP patches, while the other box girder specimen was directly strengthened with CFRP patches. Then, both strengthened specimens were respectively subjected to loading tests. Through the comparison of the loading test results of the specimens before and after strengthening with CFRP patches, the shear strengthening effect of the CFRP patch was confirmed. In addition, through the comparison of the test results of two strengthened specimens performed under different conditions, the benefits of shear strengthening with CFRP patch on RC box girder with existed damage can also be confirmed. |
| 標題 | 高強度橫向鋼筋預力梁之剪力行為 |
|---|---|
| 作者 | 歐昱辰、張穩二、吳振維 |
| 關鍵字 | 橋梁、預力混凝土、梁、剪力強度、高強度鋼筋、SD790 |
| 摘要 | 本研究旨在探討使用高強度剪力鋼筋於預力梁之剪力行為，完成了六座長為5 m、深為600 mm 之預力I 型梁試體，其中，採用SD790 及SD420W 兩種不同強度鋼筋做為剪力鋼筋，試驗參數包含剪力鋼筋比及預力大小，試體以四點簡支梁型式進行單向漸增加載。試驗結果顯示，在相同剪力鋼筋用量與間距下，以高強度鋼筋取代一般強度鋼筋作為預力梁之剪力鋼筋時，可提升其剪力強度，若高強度鋼筋之剪力設計應力採790 MPa，則於相同標稱剪力強度下，預力梁所得到的試驗剪力強度較採一般強度鋼筋者低，因此並不建議以790 MPa 做為預力梁剪力設計的規定降伏強度上限，而若改以600 MPa 進行設計，於相同標稱剪力強度下，預力梁之試驗剪力強度與採一般強度鋼筋者相近。此外，比較本研究預力梁試驗剪力強度與ACI (American Concrete Institute) 318-19 及AASHTO (American Association of State Highway and Transportation Officials) LRFD 2020 兩種剪力強度計算結果，可發現於ACI 318-19 中，高強度剪力鋼筋之規定降伏強度上限提升至600 MPa，仍可得到合理保守的剪力強度計算結果，而於AASHTO LRFD 2020 中，規定降伏強度上限即便採690 MPa，雖其剪力強度計算值之保守度較普通強度鋼筋之預力梁下降許多，但依然可得到相當保守的計算結果。 |
| Title | Shear Behavior of Prestressed Concrete Girders With High-Strength Transverse Reinforcement |
|---|---|
| Author | Yu-Chen Ou, Dwi Prasetya, Jhen-Wei Wu |
| Keywords | bridges, prestressed concrete, girder, shear strength, high-strength steel reinforcement, SD790 |
| Abstract | This study investigated the influence of high-strength shear reinforcement on the shear behavior of prestressed concrete girders. Six I-girders, with a cross-sectional height of 600 mm and a total length of 5 m, were constructed and tested in the laboratory using two types of rebar as shear reinforcement: high-strength steel (SD790) and normal-strength steel (SD420W). The test parameters included the transverse reinforcement ratio and prestressing level. Monotonic-static loading was applied in all girders using two loading points. The test results indicated that a direct replacement of normal-strength shear reinforcement with high-strength shear reinforcement increased the shear capacity of the girder. The equivalent shear strength replacement of normalstrength shear reinforcement with high-strength shear reinforcement based on the specified yield strength showed a decrease in the ultimate shear strength. Thus, the use of fy = 790 MPa in shear design calculation is not recommended. In addition, the equivalent shear strength replacement based on a yield strength limit of fy = 600 MPa resulted in similar ultimate shear strengths between the specimen with the normal-strength shear reinforcement and that with the high-strength shear reinforcement. Furthermore, the experimental results were evaluated using the ACI 318-19 and AASHTO LRFD 2020 shear strength models. The findings showed that the yield strength limitation for shear strength design in the ACI 318 could be increased up to 600 MPa. Using 690 MPa as the yield strength limit with the AASHTO LRFD shear strength model still provided a high degree of conservatism. |
| 標題 | 含中等韌性箱型鋼柱七層樓鋼造二元構架系統之複合模擬子結構試驗 |
|---|---|
| 作者 | 黃丞偉、王孔君、周中哲、沈厚寬、Claudio Sepulveda、Gilberto Mosqueda、Chia-Ming Uang |
| 關鍵字 | 複合模擬、中等韌性銲接箱型鋼柱、挫屈、力量控制、位移諧和 |
| 摘要 | 本文利用複合模擬實驗 (hybrid simulation, HS) 技術，探討一樓銲接箱型鋼柱在軸力及彎矩共同作用下局部挫屈導致鋼柱縮短對整體建築構架耐震行為影響。本研究將HS 應用於一個七層樓鋼造二元構架的數值模型及一實尺寸試體子構架，探討在近斷層地震力作用下的反應。該實尺寸試體為包含中等韌性銲接箱型鋼柱及與其相連之I 型梁的子構架。當試體受到軸力和側向位移時，柱發生撓曲挫屈，柱底產生局部挫屈，導致柱縮短。為了模擬此現象，本研究透過在數值模型中施加一組虛擬等效力以強制達成實驗和數值模型間之位移諧和。在實驗控制上，本研究使用一個四自由度 (degree of freedom, DOF) 的混合控制模式（三位移和一力量控制）進行加載，使得能以簡化之實驗配置模擬子構架試體複雜之邊界條件。在HS 過程中，一樓中間柱的縮短量乃於實驗中實際量測試體反應，而一樓外柱的縮短量則是利用軟體ABAQUS 根據以往鋼柱實驗資料比對事前分析而得。實驗結果證實本研究所提出的控制和建模方法之有效性，能將實驗實際量測及ABAQUS 分析所得之柱垂直位移成功納入HS 的數值歷時分析中，從而更真實地模擬柱縮短對整體構架的影響。此外，中等韌性銲接箱型鋼柱在近斷層地震荷載下表現出良好的耐震行為，驗證AISC 341 高等韌性鋼柱寬厚比限制太過保守。 |
| Title | Hybrid Simulation of a Steel Seven-Story Dual System With Measured Buckling-Induced First-Story Box Column Shortening in Subassemblage Tests |
|---|---|
| Author | Cheng-Wei Huang, Kung-Juin Wang, Chung-Che Chou, Hou-Kuan Shen, Claudio Sepulveda, Gilberto Mosqueda, Chia-Ming Uang |
| Keywords | hybrid simulation, moderately ductile built up box column, buckling, forced control, displacement compatibility |
| Abstract | This paper presents a series of hybrid simulation (HS) conducted on full-scale steel beam-column connection subassemblages to study the seismic responses of a two-dimensional steel dual frame, considering first-story steel column shortening caused by local or global buckling during the seismic events. A seven-story two-bay dual frame system is composed of a special moment frame (SMF) and a buckling-restrained braced frame (BRBF) using built-up box columns. The experimental substructure consists of a full-scale interior column and beam cruciform subassemblage, including a moderately ductile first-story built-up box column and two I-shaped beams. Under combined axial and lateral loads, local buckling can occur near the column base, resulting in column shortening. The specimen is loaded through a four degree of freedom (DOF) mixed-mode control (three displacement- and one forcecontrol) actuation system that simplifies the laboratory loading conditions given the complex boundary conditions of the frame structure. To account for column shortening in the HS, a new approach is applied to enforce compatible displacements between the experiment and numerical model. With the column axial load in force control and column shortening, a set of fictitious equivalent forces is applied to columns in the numerical model to achieve compatible displacements. Shortening of two exterior columns in the model is simulated through finite element analysis using the computer program ABAQUS. The test results confirm that the proposed modeling and control methods could successfully integrate the information available in the laboratory and ABAQUS simulation into the HS, resulting in a more realistic frame response that captures the effect of column shortening in the analysis. The moderately ductile built-up box column is also verified to perform well in near-fault earthquake loadings. |
| 標題 | 立面鋼木混合結構水平設計地震力之研究 |
|---|---|
| 作者 | 黃凱雋、陳沛清 |
| 關鍵字 | 立面鋼木混合結構、結構互制、水平設計地震力、增量動力分析 |
| 摘要 | 鋼木立面混合結構系統結合了鋼結構與木結構，其下部為鋼結構抗彎構架，上部則為木結構。本研究將鋼木立面混合結構系統簡化為一雙自由度模型進行參數分析，探討上下部結構系統之質量比以及第一模態頻率比對其結構互制效應之影響，並依照分析結果決定鋼木結構之設計地震力。本研究使用既有建築物耐震設計規範及解說中的靜力分析法，將鋼結構與木結構分開來單獨設計，其中上部木結構之水平設計地震力透過地震力調整係數進行調整，並藉此調整後之設計地震力進行木結構的設計。同樣地，在計算下部鋼結構之設計地震力時，考慮由上部木結構傳遞之基底剪力進行調整，以調整後之水平設計地震力進行鋼結構之設計。本研究首先使用商用結構分析軟體ETABS 進行鋼木混合結構之斷面設計，以滿足國內耐震設計之要求。完成結構設計後使用開源結構分析軟體OpenSees，建立設計完成的鋼木混合結構數值模型，使用FEMA P695 所建議的遠域地震集進行增量動力分析，考慮四種不同高度的立面鋼木混合結構，定義出鋼木混合結構模型之極限狀態。分析結果顯示，本研究所提出之立面鋼木混合結構系統設計方法，可滿足FEMA P695 中倒塌裕度之需求。 |
| Title | A Simplified Seismic Design Method for Steel-Timber Hybrid Buildings Considering Shear Force Modification |
|---|---|
| Author | Kai-Jun Huang, Pei-Ching Chen |
| Keywords | steel-timber hybrid building, structural dynamic interaction, design seismic force, incremental dynamic analysis |
| Abstract | A steel-timber hybrid building consists of a conventional steel moment-resisting frame in its lower section, while the upper part is constructed with timber. In this study, a simplified method for structural design of steel-timber hybrid buildings has been proposed. It incorporates the dynamic interaction between the superstructure and the substructure into the existing Seismic Design Specifications and Commentary of Buildings in Taiwan. First a steel-timber hybrid building is simplified into a two degrees-of-freedom (2DOF) linear model. Parameter analysis is conducted to investigate the effects of the mass ratio and the frequency ratio of the superstructure to the substructure on the dynamic response of the 2DOF model. Accordingly, a seismic force modification factor can be defined, and the design seismic force for the upper timber structure can be calculated directly by using this modification factor. Meanwhile, the design seismic force for the lower steel structure can be determined individually by considering the base shear of the upper timber structure transmitted to the top of the lower steel structure. Four steel-timber hybrid buildings with different elevation have been designed based on the proposed method. OpenSees is used to build the nonlinear numerical model of the steel-timber hybrid buildings to perform nonlinear pushover analysis and incremental dynamic analysis (IDA). A total number of 44 earthquakes recommended in FEMA P695 are used for IDA. Based on FEMA P695 and relevant literature recommendations, the limit states of the steel-timber hybrid buildings can be assessed. The IDA results indicate that the Collapse Margin Ratios suggested in FEMA P695 is satisfied which demonstrates the applicability of the proposed simplified design method for design of steeltimber hybrid buildings in Taiwan. |
| 標題 | 經驗與統計格林函數法在地震動模擬上之應用與GUI 程式開發 |
|---|---|
| 作者 | 廖文義、陳垣廷 |
| 關鍵字 | 經驗格林函數法、統計格林函數法、MATLAB、強地動模擬 |
| 摘要 | 本研究利用經驗格林函數法 (empirical Green’s function method) 為主軸進行地震動模擬圖形使用者介面 (graphical user interface, GUI) 程式開發，其主要理論是利用已觀測到之小震加速度歷時進行疊加，以模擬同震源區發生大震時所產生之強震歷時，此方法可有效模擬大震之加速度歷時，另外為了解決經驗格林函數法無法對無小震紀錄之工址進行強地動模擬的問題，本研究則提出統計格林函數法 (statistical Green’s function method) 來模擬該工址之強地動加速度歷時，其主要理論是利用周邊測站所記錄到的小震加速度歷時，統計其地表加速度振幅譜、相位譜與震源距之關係，之後透過計算出之結果，將欲模擬點之震源距代入統計結果即可計算該工址之振幅譜與相位譜，接著將振幅譜與相位譜透過傅立葉逆轉換即可得該工址之小震加速度歷時，最後再將此小震加速度歷時代入經驗格林函數法中代替真實小震紀錄以模擬該工址之強地動，另外開發之GUI 程式中還包含了反應譜相符加速度歷時產生、因應特殊強地動效應調整譜型之用介面之功能。 |
| Title | Application and GUI Program Development of Empirical and Statistical Green’s Function Method in Earthquake Motion Simulation |
|---|---|
| Author | Wen-I Liao, Yuan-Ting Chen |
| Keywords | empirical Green’s function method, statistical Green’s function method, MATLAB, strong ground motion simulation |
| Abstract | This study primarily utilizes the empirical Green’s function method for seismic motion simulation graphical user interface (GUI) program development. The main theoretical concept involves the superposition of observed small earthquake event acceleration time histories to simulate the strong earthquake time history that occurs at the same site during a large earthquake. This method can effectively simulate acceleration time history of large earthquakes. To address the issue of the empirical Green’s function method being unable to simulate strong ground motion for locations without records of small earthquake events, this study proposes the statistical Green’s function method to simulate the strong ground motion acceleration time history at such sites. The main theory behind this approach is to use the recorded acceleration time histories of small earthquakes from surrounding monitoring stations to statistically analyze the relationship between ground acceleration amplitude spectra, phase spectra, and source-toreceiver distance. Subsequently, by calculating the results, the source-to-receiver distance for the desired simulation site can be used to calculate the amplitude spectra and phase spectra at that site. Then, by performing a Fourier inverse transform on the amplitude spectra and phase spectra, the acceleration time history of small earthquakes at that site can be obtained. Finally, this small earthquake event acceleration time history is used in place of actual small earthquake records in the empirical Green’s function method to simulate the strong ground motion at that site. Additionally, the developed GUI interface program includes functions for generating response spectrum-compatible acceleration time histories and amplifying acceleration time histories at specified period range. |
「結構工程」季刊第151期(第39卷第1期)
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中文網址: 第三十九卷第一期 (期別151)(113年)
英文網址: Vol.39 / No.1 (151)(2024)
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