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第三十三卷第一期 (期別129) (107年)

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第三十三卷第一期 (期別129) (107年)

標題新竹科學園區1990年代之十層樓鋼構造標準廠房微振動長期監測及耐震能力評估
作者周中哲、曾冠霖、凌郁婷
關鍵字新竹鋼構造標準廠房、微振動、耐震能力、非韌性抗彎矩接頭
摘要新竹科學園區建立於1979年，為臺灣重要經濟支柱，然而臺灣地震頻繁，平時的微振動影響廠內精密儀器的精度以及製程良率，中小型地震下可能造成儀器損壞；強震則可能造成結構物破壞，危及廠內生命財產。為瞭解各種等級振動對既有廠房的影響，本研究在科技部的補助下以新竹科學園區內於1991年完成設計，1995年完工的第一座鋼構造高層標準廠房進行長期微振動監測以及耐震能力評估；監測系統蒐集該廠房2015年1月至2015年10月的微振動資料，並分析微振動等級及來源，監測期間收集多次中小型地震紀錄，並涵蓋數次的強颱事件(如2015年蘇迪勒及杜鵑颱風)，瞭解結構物在地震力及風力擾動下的反應特性。為瞭解廠房是否滿足現行規範的耐震要求，本研究根據1989年臺灣建築技術規則與現行臺灣建築物耐震設計規範(2011)計算地震力，並利用長期監測資料校正廠房的數值分析模型，進行結構物非線性側推分析與設計地震力(DBE)及最大考量地震力(MCE)下的20組非線性地震歷時分析，評估此廠房耐震能力。
TitleLong-Term Micro-Vibration Monitoring and Seismic Performance Evaluation of an Existing 10-Story Steel Factory in Hsinchu Science Park
AuthorChung-Che Chou, Steven Tsuang, Yu-Ting Ling
KeywordsSteel factory, Micro-vibration, Seismic performance, Moment connection
AbstractThe Hsinchu Science Park was opening in 1979 and becomes a very important high-tech area in Taiwan to support the economic growth. This work supported by the MOST, Taiwan focused on the micro-vibration and seismic performance of an existing 10-story steel factory that was designed in 1991 and completed in 1995 in Hsinchu Science Park, Taiwan. A few velocity and acceleration meters were used to monitor the building micro-vibration and performance during earthquakes and typhoons. The monitoring duration is from January to October, 2015 while Typhoons Soudelor and Dujuan and several small earthquakes hit the building. The recorded data was used to (1) evaluate the factory performance in terms of micro-vibration in vertical and longitudinal directions, and (2) adjust the building computer model such as the fundamental period and damping ratio. Then, the nonlinear pushover analysis and time history analyses were conducted on the factory model to obtain seismic demands on design-based and maximum-considered earthquake levels.
標題鋼筋混凝土柱最大可能彎矩強度
作者歐昱辰、蔡東均
關鍵字鋼筋混凝土、柱、最大可能彎矩強度、高強度、軸力
摘要在耐震設計中，吾人須求取柱之最大可能彎矩強度Mprc，以進行剪力容量設計。所謂最大可能彎矩強度為斷面在考慮材料超強效應（真實強度大於標稱強度、混凝土圍束效應、鋼筋應變硬化等）與各種設計軸力作用下所可能產生的最大彎矩。現行混凝土結構設計規範與橋梁耐震設計規範各設有一套最大可能彎矩強度計算方法，過去研究顯示此二法之保守程度會隨軸壓力比之增加而降低，其中又以壓力控制斷面之柱構件尤其明顯。為確認前述現象，本研究計算297 組柱試驗彎矩強度與標稱彎矩強度之比值，經比對後發現該比值與軸壓力比呈顯著正相關，相符於過去研究結果。為確認前述現象之主因，本研究進一步以數學式推導證明混凝土圍束效應會使此現象發生。考量此現象，本研究發展一套最大可能彎矩強度建議通用式，在材料實測強度已知的情況下，可通用於普通強度與高強度柱構件最大可能彎矩強度之計算。為驗證建議通用式之保守性，本研究計算柱之最大可能彎矩強度，結果顯示混凝土結構設計規範於多數柱呈現不保守，現行橋梁耐震設計規範則顯著改善此現象，然而對高軸壓力比之試體仍普遍得不保守計算結果，本研究建議通用式則可滿足規範一般對保守程度之要求，變異性亦屬三個算法中最低者。另外，為便於設計時使用，本研究另發展兩套最大可能彎矩強度建議式，在僅知材料規定強度的情況下，分別適用於普通強度與高強度柱構件。此二建議式經比對發現可得相近於建議通用式的計算結果。
TitleMaximum probable moment strengths of reinforced concrete columns
AuthorYu-Chen Ou, Tung-Chun Tsai
Keywordsreinforced concrete, columns, maximum probable moment strength, high strength, axial force
AbstractIn seismic design, the maximum probable moment strengths of columns need to be calculated for shear design. The maximum probable moment strength is the maximum possible moment strength considering material overstrengths (e.g. actual strengths higher than specified ones, concrete confinement, strain hardening of reinforcement, etc.) and the range of factored axial load acting on the column. Both the codes for design of reinforced concrete structures and seismic design of bridges have include their own provisions to calculate the maximum probable moment strength. Earlier studies have shown that both the code methods tend to show unconservative results with increasing axial compression, particularly for compression-controlled sections. In this research, the ratios of measured moment strength to nominal moment strength of 297 column specimens were examined. The examination confirmed that the ratios increased with increasing axial compression and found that it is mainly due to the effect of concrete confinement. To account for the phenomenon, a general equation for maximum probable moment strength of normal and high-strength columns was developed based on actual material strengths. Comparison with the test data of the 297 columns showed that the proposed equation produced conservative predictions for most of the columns. In contrast, current code equations for reinforced concrete structures and for seismic design of bridges produced unconservative predictions for most of the columns. Moreover, the predictions by the proposed equation showed smaller standard deviation than those by the current code methods. Based on the general equation, two equations were developed based on specified material strengths for normal and high-strength columns. Comparison with the test data of the 297 columns showed the two equations produced results similar to the proposed general equation.
標題含開口鋼筋混凝土牆非韌性構架試驗研究
作者曾建創、陳力平、黃世建
關鍵字鋼筋混凝土、開口剪力牆、開窗、開門、剪力強度、試驗研究
摘要本研究設計了六座對台灣低矮型建築具代表性之含開口鋼筋混凝土牆非韌性構架試體，於國家地震工程研究中心（National Center for Research on Earthquake Engineering, NCREE）進行試驗。共規劃三個系列，每個系列各二座試體：單一開窗試體、雙開窗試體以及單一開門試體。實驗結果顯示，開窗寬度較小的試體，因保有翼牆的特性，其翼牆能讓剪力強度明顯提昇。雙開窗試體，於兩開窗中間的垂直牆段，其強度的貢獻，與其高長比有明顯的差異。而單一開門系列的試體，其開門上方所增加的垂壁，對試體的剪力強度提昇效果不大，但會因開門兩側垂直牆段的高長比，明顯影響試體的韌性表現。關於含開口鋼筋混凝土牆的剪力強度計算，ACI 318-14 規範中已有明確的計算公式，本文利用ACI 318 的建議公式來計算剪力強度並與實驗值作比較，以驗證ACI 318-14 規範針對含開口RC 牆的剪力強度預測之適用性。
TitleExperimental Study of Non-ductile Frame Infilled with RC Shear Wall with Openings
AuthorChien-Chuang Tseng, Li-Ping Chen, Shyh-Jiann Hwang
Keywordsreinforced concrete, shear wall with openings, window openings, door openings, shear strength, experimental study
AbstractIn this study, six specimens of non-ductile RC infilled frames with openings were designed according to the typical low-rise buildings in Taiwan, and these specimens were tested in NCREE. Specimens were categorized into three series, such as single window opening, double window openings and single door opening, and each series has two specimens. Test results indicated that the smaller width of window opening can increase shear strength significantly due to the contribution of wing wall. For the specimens of double window openings, shear strength of vertical wall segments between two window openings is significantly lower as compared with its height-to-length ratio. For the specimens of single door opening, the experimental results showed shear strength only increased slightly by its overhanging wall. In addition, it was indicated that the ductility of the specimen is significantly improved because the larger vertical dimension of door opening can yield higher height-to-length ratio of vertical wall segment. ACI 318-14 building code has equations to predict the shear strength of RC wall with openings. In this paper, ACI 318 building code was used to calculate shear strength and compared with the experimental results to check the applicability of ACI 318-14 code on predicting the shear strength of RC wall with openings applicability.
標題採托架支承配置挫屈束制支撐之新建RC構架設計、試驗與抗震性能分析
作者林庭立、吳安傑、王孔君、蔡克銓
關鍵字挫屈束制支撐、鋼筋混凝土結構、托架、梁柱接頭、非線性動力歷時分析
摘要本文針對採Z 字形（zigzag）配置挫屈束制支撐（buckling-restrained brace,BRB）於新建鋼筋混凝土（reinforced concrete, RC）構架中的接合介面進行探討，依據現行耐震設計規範提出一棟含BRB 之12 層樓RC 結構設計例。為了解所提接合方式之施工性與耐震性能，擷取設計例中位於10 樓的RC梁柱接頭處進行細部設計，並製作含接合板基座及托架之實尺寸梁與柱節點子結構試體進行反覆載重試驗。試驗結果顯示，接頭處之接合板基座及托架未發生明顯損壞，可有效傳遞BRB 與RC 構架間的力量，並證實所提接合方式之設計與施工方法可供工程實務應用。為更進一步探討整體結構系統受震反應，本研究採用三種地震危害度（SLE, DBE and MCE）共240組含近斷層之地震加速度歷時進行非線性動力歷時分析。分析結果顯示，整體結構系統高模態振動反應並不顯著，三種危害度地震下BRB 最大抗層間側力比例平均值分別為23%（SLE）、21%（DBE）及19%（MCE）；DBE及MCE 等級地震下，最大層間側位移角則分別為0.0182 及0.0232 弧度。此外，接合板基座之最大水平向拉力需求可採相鄰兩組BRB 可能發展之最大拉力強度水平向合力之70%進行設計。
TitleSeismic Design and Tests of the Beam-column Joint in a Buckling-Restrained RC Braced Frame
AuthorTing-Li Lin, An-Chien Wu, Kung-Juin Wang, Keh-Chyuan Tsai
Keywordsbuckling-restrained brace, reinforced concrete structure, corbel, beam-column joint, nonlinear response history analysis
AbstractIn this study, the brace connection performance in the new reinforced concrete (RC) frame buildings with buckling-restrained braces (BRBs) arranged in a zigzag configuration is investigated. A 12-story buckling-restrained braced RC building is proposed following the model building codes as a prototype. In order to verify the constructability and the seismic performance of the proposed connection, the beam-column joint at the tenth floor selected as the sub-assemblage specimen was designed and fabricated. The full-scale sub-assemblage, including the BRB gusset bracket and a pair of RC corbels, in the proposed BRB-RCF structural system was tested using cyclic loading procedure. Test results demonstrate that the proposed BRB-to-RC connection details performed very well without failure in the steel gusset bracket or the RC corbels. The design and construction of the sub-assemblage specimen show the feasibility of the proposed system for practical applications. In order to further gain insights into the seismic performance of the BRB-RCF system, nonlinear response history analyses were conducted using a total of 240 (SLE, DBE and MCE) ground accelerations. Analysis results indicate that the mean maximum total BRB shear to base story shear ratios are about 23%, 21% and 19% for SLE, DBE and MCE, respectively. The maximum inter-story drift ratios under the DBE and MCE events are 1.82% and 2.32%, respectively. Analysis results also suggest that the high mode effect is moderate. It is found that the peak demand of the horizontal tension force on the gusset bracket can be estimated by considering 70% of the sum of the horizontal force components computed from the maximum tension strengths of two adjacent BRBs.
標題台灣混凝土潛變收縮資料庫建置及特質分析
作者陳振川、廖文正、劉庭愷、秦維邑
關鍵字混凝土、潛變、收縮、高爐石粉、飛灰、資料庫
摘要本研究彙整台灣近半世紀潛變及收縮試驗資料，參考國際上資料庫的參數組成及資料架構，並與前所建立台灣既有混凝土資料庫結合，建立「台灣混凝土潛變收縮資料庫」。其中收錄82 篇文獻，包含潛變試驗156 組及收縮試驗303 組，並對於其材料性質、配比、摻料用量、試體幾何、養護條件等試驗情況皆有紀錄。本研究透過與文獻探討和國際資料庫資料的分析比較，證實台灣混凝土配比設計中，在相同設計強度目標，具有使用高水泥量及漿體量，及使用彈性模數較低之本土粒料的特性。最後，本文成果除了將台灣資料庫併入世界混凝土資料庫，並可用以建立台灣混凝土潛變與收縮預測公式，亦期望能奠定世界資料庫發展至雲端化、網頁化之基礎。
TitleDevelopment and Analysis of Creep and Shrinkage Database of Concrete in Taiwan
AuthorJenn-Chaun Chern, Wen-Cheng Liao, Ting-Kai Liu, Wei-Yi Chin
KeywordsConcrete, Creep, Shrinkage, Slag, Fly Ash, Database
AbstractThe present study begins with the organization of recent half a century data on the shrinkage and creep testing, and proceeds to refer the parameter formation and data structure in international databases, and combines those with present concrete databases in Taiwan to create the Database on Creep and Shrinkage of Taiwan Concrete. The database incorporates 82 documents, 156 data sets for concrete creep tests, and 303 data sets for concrete shrinkage tests. The material properties, the mix designs, the admixture amounts, the geometry of the test specimens, and the test conditions, for each test, are well documented in this database. Through comparisons with international database analyses and literature reviews, this study has verified that the mix design of concrete in Taiwan, for comparable design strength targets, tends to have the following characteristics: high cement amounts, and low elastic moduli of local aggregate. Finally, this study, in addition to incorporating the Taiwan database into the international concrete databases, is also expected to serve as a base to facilitate the development of the worldwide database with a cloud-based web platform for the world.

Vol.33/No.1 (129) (2018)

作者:

Vol.33/No.1 (129) (2018)

Title Long-Term Micro-Vibration Monitoring and Seismic Performance Evaluation of an Existing 10-Story Steel Factory in Hsinchu Science Park
Author Chung-Che Chou, Steven Tsuang, Yu-Ting Ling
Keywords Steel factory, Micro-vibration, Seismic performance, Moment connection
Abstract The Hsinchu Science Park was opening in 1979 and becomes a very important high-tech area in Taiwan to support the economic growth. This work supported by the MOST, Taiwan focused on the micro-vibration and seismic performance of an existing 10-story steel factory that was designed in 1991 and completed in 1995 in Hsinchu Science Park, Taiwan. A few velocity and acceleration meters were used to monitor the building micro-vibration and performance during earthquakes and typhoons. The monitoring duration is from January to October, 2015 while Typhoons Soudelor and Dujuan and several small earthquakes hit the building. The recorded data was used to (1) evaluate the factory performance in terms of micro-vibration in vertical and longitudinal directions, and (2) adjust the building computer model such as the fundamental period and damping ratio. Then, the nonlinear pushover analysis and time history analyses were conducted on the factory model to obtain seismic demands on design-based and maximum-considered earthquake levels.
TitleMaximum probable moment strengths of reinforced concrete columns
AuthorYu-Chen Ou, Tung-Chun Tsai
Keywordsreinforced concrete, columns, maximum probable moment strength, high strength, axial force
AbstractIn seismic design, the maximum probable moment strengths of columns need to be calculated for shear design. The maximum probable moment strength is the maximum possible moment strength considering material overstrengths (e.g. actual strengths higher than specified ones, concrete confinement, strain hardening of reinforcement, etc.) and the range of factored axial load acting on the column. Both the codes for design of reinforced concrete structures and seismic design of bridges have include their own provisions to calculate the maximum probable moment strength. Earlier studies have shown that both the code methods tend to show unconservative results with increasing axial compression, particularly for compression-controlled sections. In this research, the ratios of measured moment strength to nominal moment strength of 297 column specimens were examined. The examination confirmed that the ratios increased with increasing axial compression and found that it is mainly due to the effect of concrete confinement. To account for the phenomenon, a general equation for maximum probable moment strength of normal and high-strength columns was developed based on actual material strengths. Comparison with the test data of the 297 columns showed that the proposed equation produced conservative predictions for most of the columns. In contrast, current code equations for reinforced concrete structures and for seismic design of bridges produced unconservative predictions for most of the columns. Moreover, the predictions by the proposed equation showed smaller standard deviation than those by the current code methods. Based on the general equation, two equations were developed based on specified material strengths for normal and high-strength columns. Comparison with the test data of the 297 columns showed the two equations produced results similar to the proposed general equation.
Title Experimental Study of Non-ductile Frame Infilled with RC Shear Wall with Openings
Author Chien-Chuang Tseng, Li-Ping Chen, Shyh-Jiann Hwang
Keywords reinforced concrete, shear wall with openings, window openings, door openings, shear strength, experimental study
Abstract In this study, six specimens of non-ductile RC infilled frames with openings were designed according to the typical low-rise buildings in Taiwan, and these specimens were tested in NCREE. Specimens were categorized into three series, such as single window opening, double window openings and single door opening, and each series has two specimens. Test results indicated that the smaller width of window opening can increase shear strength significantly due to the contribution of wing wall. For the specimens of double window openings, shear strength of vertical wall segments between two window openings is significantly lower as compared with its height-to-length ratio. For the specimens of single door opening, the experimental results showed shear strength only increased slightly by its overhanging wall. In addition, it was indicated that the ductility of the specimen is significantly improved because the larger vertical dimension of door opening can yield higher height-to-length ratio of vertical wall segment. ACI 318-14 building code has equations to predict the shear strength of RC wall with openings. In this paper, ACI 318 building code was used to calculate shear strength and compared with the experimental results to check the applicability of ACI 318-14 code on predicting the shear strength of RC wall with openings applicability.
Title Seismic Design and Tests of the Beam-column Joint in a Buckling-Restrained RC Braced Frame
Author Ting-Li Lin, An-Chien Wu, Kung-Juin Wang, Keh-Chyuan Tsai
Keywords buckling-restrained brace, reinforced concrete structure, corbel, beam-column joint, nonlinear response history analysis
Abstract In this study, the brace connection performance in the new reinforced concrete (RC) frame buildings with buckling-restrained braces (BRBs) arranged in a zigzag configuration is investigated. A 12-story buckling-restrained braced RC building is proposed following the model building codes as a prototype. In order to verify the constructability and the seismic performance of the proposed connection, the beam-column joint at the tenth floor selected as the sub-assemblage specimen was designed and fabricated. The full-scale sub-assemblage, including the BRB gusset bracket and a pair of RC corbels, in the proposed BRB-RCF structural system was tested using cyclic loading procedure. Test results demonstrate that the proposed BRB-to-RC connection details performed very well without failure in the steel gusset bracket or the RC corbels. The design and construction of the sub-assemblage specimen show the feasibility of the proposed system for practical applications. In order to further gain insights into the seismic performance of the BRB-RCF system, nonlinear response history analyses were conducted using a total of 240 (SLE, DBE and MCE) ground accelerations. Analysis results indicate that the mean maximum total BRB shear to base story shear ratios are about 23%, 21% and 19% for SLE, DBE and MCE, respectively. The maximum inter-story drift ratios under the DBE and MCE events are 1.82% and 2.32%, respectively. Analysis results also suggest that the high mode effect is moderate. It is found that the peak demand of the horizontal tension force on the gusset bracket can be estimated by considering 70% of the sum of the horizontal force components computed from the maximum tension strengths of two adjacent BRBs.
Title Development and Analysis of Creep and Shrinkage Database of Concrete in Taiwan
Author Jenn-Chaun Chern, Wen-Cheng Liao, Ting-Kai Liu, Wei-Yi Chin
Keywords Concrete, Creep, Shrinkage, Slag, Fly Ash, Database
Abstract The present study begins with the organization of recent half a century data on the shrinkage and creep testing, and proceeds to refer the parameter formation and data structure in international databases, and combines those with present concrete databases in Taiwan to create the Database on Creep and Shrinkage of Taiwan Concrete. The database incorporates 82 documents, 156 data sets for concrete creep tests, and 303 data sets for concrete shrinkage tests. The material properties, the mix designs, the admixture amounts, the geometry of the test specimens, and the test conditions, for each test, are well documented in this database. Through comparisons with international database analyses and literature reviews, this study has verified that the mix design of concrete in Taiwan, for comparable design strength targets, tends to have the following characteristics: high cement amounts, and low elastic moduli of local aggregate. Finally, this study, in addition to incorporating the Taiwan database into the international concrete databases, is also expected to serve as a base to facilitate the development of the worldwide database with a cloud-based web platform for the world.

第三十二卷第四期 (期別128) (106年)

作者:

第三十二卷第四期 (期別128) (106年)

標題 化學植筋在低強度混凝土中剪力行為研究
作者 許家銘、鄭元良、蕭輔沛、廖文義、翁樸文、李台光、黃國倫
關鍵字 低強度混凝土、化學錨栓、植筋、剪力、補強
摘要 植筋工程常被用於結構物補強工程中，如翼牆及剪力牆補強等工法，藉由對既有結構體進行植筋，將補強結構體與既有結構體相連接，以期發展出良好的耐震行為。國家地震工程研究中心於校舍補強案例中，發現老舊校舍結構常有混凝土強度偏低的問題，其平均混凝土強度約為17 MPa，甚至有低至5 MPa 左右之案例，因此本研究探討低強度混凝土中植筋剪力行為，並探討現行ACI 混凝土設計規範之適用性。本研究在混凝土強度分別為5MPa、10 MPa 及15 MPa 之混凝土試體中，進行一系列的植筋單向剪力測試，試體共計有192 組，試驗控制參數包含植筋深度、邊距及混凝土強度。試驗結果與ACI 規範計算值相比較後，發現ACI 計算值在強度10MPa 和15MPa 之試體仍屬保守，但在5MPa 試體之試驗值則與計算值相當接近，故ACI 規範錨定計算公式應用於極低強度混凝土中可能會有不保守情況產生。此外，實驗發現有一種在低強度混凝土中的破壞模式屬鋼筋彎曲破壞，其強度介於邊距破壞與鋼筋剪斷之間，有別於ACI 規範中所考慮之邊距、撬破和鋼筋剪斷三種破壞模式。最後，本文以國內實際RC 剪力牆試驗與震害勘災結果，說明混凝土植筋界面剪力強度之重要性。
Title Study on the Shear Behavior of Chemical Anchors in the Low Strength Concrete
Author Jia-MingHsu, Yuan-Liang Zheng, Fu-Pei Hsiao, Wen-I Liao, Pu-Wen Weng, Tai-Kuang Lee, Guo-Luen Huang
Keywords low strength concrete, adhesiveanchors, post-installed rebars, shear, retrofit
Abstract In order to increase seismic capability of structural system, retrofit techniques are usually applied. Traditional RC retrofit methods include adding RC shear wall, wing wall and RC jacketing. In addition to connect new structural members to old structural members,adhesive anchors (post-installed rebars) are used. From the investigation results by National Center for Research on Earthquake Engineering (NCREE), it was found that concrete strength of old school buildings is very low due to poor construction quality. Therefore, the behavior of post-installed rebars in low strength concrete is very important. In this study, the concrete strength of specimens are 5MPa, 10MPa and 15MPa. According to the minimum edge distance and depth of ACI code, this study proposed a series of anchorage and shear test, a total of 192 specimens. Control parameters are the embedded depth of the rebar, the distance to edge, and concrete strength. The results of those experiments are compared with the calculated values of ACI code. It was found ACI calculated values remain conservative in strength 10MPa and 15MPa, but in the 5MPa calculated values is very close to experiment results.So,the formula of ACI code used in low strength concrete may not be conservative. From the experiments of this study,it was also found a new failure mode as steel bending failure. Finally, the importance of the shear strength of the interface between the post-installed rebar and concrete was addressed with an actual experiment of RC shear wall and the results of the reconnaissance of earthquake disaster in Taiwan.
標題震害橋梁載重試驗之分析
作者陳俊仲、宋裕祺、張峰愷、邱毅宗、李政寬、許家銓、葉芳耀、黃炳勳、陳嘉盈、吳萬龍
關鍵字遺傳演算法、反應曲面法、車載試驗
摘要本文以震害橋梁載重試驗為研究分析案例，採用有限元素分析軟體建構橋梁結構模型，並依車輛載重現地試驗量測成果，瞭解橋梁於試驗現況之結構基本特性，用以回饋分析模型設定參數調校參考，目的為確保建構之結構分析模型可詳實反映真實橋梁基本結構特性與輸出反應。由於建置可靠之結構分析模型，考量各受載情境下推估結構可能的真實反應，是訂定橋梁長期監測與管養量化參數主要應用參考方法，惟真實橋梁結構構件與系統複雜度高，欲完整詳實模擬真實橋梁結構，通常可利用現地橋梁試驗量測得真實結構反應，並據以適當調校結構分析模型參數，讓分析模型反應接近真實結構反應。一般而言必須採用足夠多的分析元素才能得到較具代表性的結構分析模型，因此在調校模型參數過程配合反覆演算需求，經常遇到調校過程分析效率不佳或無法完成模型參數調校目的。因此本研究應用實驗設計方法，建立反應曲面函數以代表原有限元素分析模型，並針對反應曲面函數參數，配合遺傳演算法進行分析模型選定之設定參數最佳化，透過最佳化後之反應曲面函數，取得最佳之分析模型材料設定參數。本研究方法可有效提升結構分析模型參數調校之效率，提高分析模型相對真實結構之代表性，近而將分析模型應用於結構長期監測與健康診斷系統之安全資訊評估。
TitleLoading Test Analysis of An Earthquake-Damaged Bridge
AuthorChun-Chung Chen, Yu-Chi Sung, Zheng-Kuan Lee, Chia-Chung Hsu, Fang-Yao Yeh, Yu-Chi Sung, Feng-Kai Chang, Yi-Tsung Chiu, Ping-Hsun Huang, Jia-Ying Chen, Wan-Long Wu
KeywordsGene Algorithm, Response Surface Method, Loading Test
AbstractThis paper conducts an analysis on loading tests of the earthquake-damaged bridge. The study uses the commercial finite element program to build a bridge analytical model, and the analysis result is compared with that of the field load testing to verify the proposed model. Generally, in order to improve the reliability of the finite element model, it is needed to adjust some modeling parameters using field experimental data to realize the representative characteristic of the bridge structure. However, the structural model usually involves numerous elements which lead the poor analysis efficiency of modeling parameters adjustment work. In view of this, this study applies the response method of experimental design function to take place of the finite element model by statistical experimental design theory and integrates the genetic algorithm to optimize modeling parameters which were used in the model and can make the model gives the reliable results which close to static and dynamic characteristics of the actual bridge.
標題鋼筋混凝土建築物耐震能力初步評估系統PSERCB之建置與應用
作者宋裕祺、蔡益超、陳建忠、賴明俊、邱毅宗、陳俊榕、林宏軒、陳長佑、顏志良
關鍵字雲端作業系統、定量評估、防災
摘要老舊建築物或因設計年代久遠或因現況不佳等因素，其耐震能力恐未能符合現行規範標準。若逐一進行詳細耐震能力評估，將耗費相當龐大的經費與時間。本文根據內政部建築研究所2014 年委託研究計畫所制定的新版建築物耐震能力初步評估方法為基礎，開發出鋼筋混凝土建築物耐震能力初步評估系統(Preliminary Seismic Evaluation of RC Building, PSERCB)，讓使用者能夠快速且不失準確的估算建築物的耐震能力。PSERCB 能夠將耐震能力初步評估結果以定性與定量方式呈現，並以分數表示，讓評估者能夠判別建築物耐震能力之情況，作為後續是否須執行耐震詳細評估與補強或者是拆除重建之參考依據。本系統採雲端作業方式，評估者之調查資料將儲存於雲端資料庫內，可提供各級政府資料檢視、分析、統計與管理之用，並可作為擬訂防災策略所需大數據(Big Data)分析之依據，達到災害控管的目的。
TitleStudy and Establishment for Cloud Platform of Preliminary Seismic Evaluation of Reinforced Concrete Buildings
AuthorYu-Chi Sung, Ming-Chun Lai, Yi-Tsung Chiu, Chun-Jung Chen, Hong-Syuan Lin, Chih-Liang Yen, I-Chau Tsai, Chien-Jung Chen, Chang-Yu Chen
KeywordsCloud Operation System, Quantitative Evaluation, Disaster Prevention
AbstractThe numerous existing buildings maynot behave qualified seismic performance satisfied with the current seismic design code as a result of material deterioration or outdated design, etc. It needs a significant cost and time to do the detailed seismic evaluation of existing buildings for determination on necessary seismic retrofit. Therefore, development of a preliminary seismic evaluation system giving a rapid and reliable result is very important currently in Taiwan. This paper focused on developing the preliminary seismic evaluation of reinforced concrete buildings (PSERCB), based on research of Profs. Tsai and Sung 2014, granted by Architect Research Institute, Taiwan. Both qualitative and quantitative evaluation results are involved in this framework. A cloud platform was established for the engineers to input the inspection of current status of buildings and the evaluation report is able to be downloaded as technical report. All the data on the cloud platform are collected as the basis of big data analysis for strategy of disaster prevention to government in the future.
標題立面不規則建築受震反應簡化分析方法
作者曹智嘉、林瑞良、蔡克銓
關鍵字立面不規則建築、退縮、非線性反應歷時分析、振態側推分析、振態反應歷時分析
摘要耐震規範中對立面不規則建築有其定義與限制，並且要求須以動力分析方法進行結構設計。除了以有限元素分析法(finite element method, FEM)進行全結構的非彈性動力分析外，振態側推分析法(modal pushover analysis method)是常用的簡化分析方法之一。進行振態側推分析可以得到各振態的非彈性受力與變形關係，由此受力與變形關係可以建立代表該振態的單自由度振態系統。再進行各單自由度振態系統的非線性反應歷時分析，並將各振態造成的反應歷時相加，即可求得結構的總反應，在本研究中稱此簡化分析方法為單自由度振態分析方法(single-degree-of-freedom modal analysis method,SDM)。相關文獻顯示SDM會高估底層或下半結構較強或較強且較硬之立面不規則建築之下部樓層的受震反應，建議對此類結構仍應採用較為複雜與耗時的FEM來分析其受震反應。然而此類型之立面不規則結構物常見於實際工程中，若能發展適合的簡化分析方法，則將有助於工程的應用。有鑒於單自由度振態系統無法反映上述類型結構上下兩部分顯著不同的受震反應， 本研究提出二自由度振態分析方法(two-degree-of-freedom modal analysis method,2DM)，將每個振態系統以兩個自由度分別代表上部及下部結構的振態反應，經由疊加各振態所造成的反應歷時以估算結構的總反應歷時。本研究以一棟9層樓及一棟20層樓規則平面抗彎矩構架做為原型建築，修改每一個原型建築成為四個立面不規則構架(底層較強、底層較強且較硬、下半結構較強、下半結構較強且較硬)做為研究之標的建築。以FEM、SDM及2DM分析上述八個立面不規則構架分別受到60筆地震記錄作用下的反應。本研究顯示當結構保持彈性，2DM與SDM分析結果完全相同；當結構進入非彈性，一般而言2DM估算的各樓層反應較SDM準確，能夠有效降低被SDM高估的下部結構的最大層間位移比。
TitleA Simplified Seismic Analysis Procedure for Vertically Irregular Buildings
AuthorChih-Chia Tsaur, Jui-Liang Lin, Keh-Chyuan Tsai
Keywordsvertically irregular building, setbacks, nonlinear response history analysis, modal pushover analysis, modal response history analysis
AbstractMost seismic building design codes describe the features of vertically irregular buildings. In addition, these building design codes prescribe that dynamic analysis should be adopted in the seismic analysis and design of these irregular structures. Besides the finite element method (FEM), which performs inelastic dynamic analysis to complete finite element models, the modal pushover analysis (MPA) method is one of common simplified seismic analysis procedures. The force-deformation relationship of each vibration mode obtained from the MPA method is employed to construct the corresponding single-degree-of-freedom (SDOF) modal system. The modal response histories are obtained from performing nonlinear response history analysis to each SDOF modal system. The total seismic responses of the building are estimated by adding up the seismic response histories resulting from all vibration modes. This study designates the aforementioned simplified method as the single-degree-of-freedom modal analysis method (SDM). Some research literatures showed that using SDM leads to overestimated seismic responses of the lower parts of the vertically irregular buildings, which have stronger or stronger-and-stiffer bottom story or lower half. Instead of the SDM, the complicated and time-consuming FEM was thus suggested for the seismic analysis of this type of buildings. Nevertheless, this type of vertically irregular buildings is common. It would benefit engineering practice if there are simplified seismic analysis methods available to this type of irregular buildings. In light of the incompetence of using the SDOF modal systems to simultaneously reflect the seismic responses of the super- and sub-structures of the buildings, this study proposes the two-degree-of-freedom modal analysis method (2DM). 2DM is basically the same as SDM, except that 2DM represents each vibration mode as a two-degree-of-freedom modal system. One 9-story and one 20-story regular moment resisting frames are selected as the prototype building in this study. Each of the two prototype buildings are further varied into four vertically irregular buildings as the target buildings. The four variations include buildings with stronger, stronger-and-stiffer first story; stronger, stronger-and-stiffer lower half. FEM, SDM, and 2DM are applied to the eight target buildings subjected to the selected 60 ground motions. This study shows that the analysis results obtained from 2DM are the same as those obtained from SDM as long as the structures remain elastic. While the structures become inelastic, 2DM generally results in more accurate estimations of inter-story drifts, compared with those obtained from SDM. The overestimated peak inter-story drifts of the substructures by using SDM are effectively reduced by using 2DM.
標題高層建築於干擾效應下氣動力及氣彈力實驗結果比較
作者羅元隆、陳紀柔
關鍵字高層建築、氣彈實驗、干擾效應、干擾因子
摘要風力對高層建築物的反應為高層建築物設計中重要的一環，本研究以建築物之間風力所造成的干擾效應影響比較為主要探討項目，比較氣動力實驗與氣彈力實驗結果在干擾效應影響下的差異性。實驗結果討論分為三個部分，第一部分為探討干擾效應下氣動力實驗─風壓量測法之建物整體平均風力係數、擾動風力係數與風力干擾因子；第二部分為探討干擾效應下氣彈力實驗─位移量測法之位移擾動值與位移干擾因子；第三部分為比較第一部分與第二部分之相同流場下不同實驗方法之干擾效應結果差異。在不同的實驗方法中所得到的結構擾動反應值之變化與不同干擾位置之影響甚大。且由氣彈力實驗結果中找出氣動力實驗無法預估的結構氣彈力現象。本研究期望能藉由兩種實驗方式指出結構物受干擾效應影響下可能發生的遮蔽效應及增幅效應隨著干擾位置變動，而有不同的結果。
TitleInterference Effects on High-rise Building Based on Aerodynamic and Aeroelastic Tests
AuthorYuan-Lung Lo, Chi-Rou Chen
KeywordsHigh-rise building, Aero-elastic test, Interference effect, Interference factor
AbstractWind effects on high-rise buildings are one of the most important topics in safety designs of structures, especially the target building is neighbored by another or even multiple high-rise buildings. This study intends to compare the differences between the results from the aerodynamic test and the results from the aeroelastic test. Physical scaling tests are planned in three parts: firstly the aerodynamic test is conducted in order to understand mean and fluctuating force coefficients of a square prism model with interference effects; secondly the aeroelastic test is conducted in order to examine the displacement variation under various velocities and terrain flows; thirdly the results from both tests are compared to find the differences by means of displacement estimation methodologies. It is found that, adopting the aerodynamic test for wind-induced response is not reliable compared to the aeroelastic test since the wind-induced response with/without interference effects are much more complicated and need more investigations in systematic aeroelastic test works.

Vol.32/No.4 (128) (2017)

作者:

Vol.32/No.4 (128) (2017)

TitleStudy on the Shear Behavior of Chemical Anchors in the Low Strength Concrete
AuthorJia-MingHsu, Yuan-Liang Zheng, Fu-Pei Hsiao, Wen-I Liao, Pu-Wen Weng, Tai-Kuang Lee, Guo-Luen Huang
Keywordslow strength concrete, adhesive anchors, post-installed rebars, shear, retrofit
AbstractIn order to increase seismic capability of structural system, retrofit techniques are usually applied. Traditional RC retrofit methods include adding RC shear wall, wing wall and RC jacketing. In addition to connect new structural members to old structural members,adhesive anchors (post-installed rebars) are used. From the investigation results by National Center for Research on Earthquake Engineering (NCREE), it was found that concrete strength of old school buildings is very low due to poor construction quality. Therefore, the behavior of post-installed rebars in low strength concrete is very important. In this study, the concrete strength of specimens are 5MPa, 10MPa and 15MPa.According to the minimum edge distance and depth of ACI code, this study proposed a series of anchorage and shear test, a total of 192 specimens. Control parameters are the embedded depth of the rebar, the distance to edge, and concrete strength. The results of those experiments are compared with the calculated values of ACI code. It was found ACI calculated values remain conservative in strength 10MPa and 15MPa, but in the 5MPa calculated values is very close to experiment results.So,the formula of ACI code used in low strength concrete may not be conservative. From the experiments of this study,it was also found a new failure mode as steel bending failure. Finally, the importance of the shear strength of the interface between the post-installed rebar and concrete was addressed with an actual experiment of RC shear wall and the results of the reconnaissance of earthquake disaster in Taiwan.

 

TitleLoading Test Analysis of An Earthquake-Damaged Bridge
AuthorChun-Chung Chen, Yu-Chi Sung, Zheng-Kuan Lee, Chia-Chung Hsu, Fang-Yao Yeh, Yu-Chi Sung, Feng-Kai Chang, Yi-Tsung Chiu, Ping-Hsun Huang, Jia-Ying Chen, Wan-Long Wu
KeywordsGene Algorithm, Response Surface Method, Loading Test
AbstractThis paper conducts an analysis on loading tests of the earthquake-damaged bridge. The study uses the commercial finite element program to build a bridge analytical model, and the analysis result is compared with that of the field load testing to verify the proposed model. Generally, in order to improve the reliability of the finite element model, it is needed to adjust some modeling parameters using field experimental data to realize the representative characteristic of the bridge structure. However, the structural model usually involves numerous elements which lead the poor analysis efficiency of modeling parameters adjustment work. In view of this, this study applies the response method of experimental design function to take place of the finite element model by statistical experimental design theory and integrates the genetic algorithm to optimize modeling parameters which were used in the model and can make the model gives the reliable results which close to static and dynamic characteristics of the actual bridge.
TitleStudy and Establishment for Cloud Platform of Preliminary Seismic Evaluation of Reinforced Concrete Buildings
AuthorYu-Chi Sung, Ming-Chun Lai, Yi-Tsung Chiu, Chun-Jung Chen, Hong-Syuan Lin, Chih-Liang Yen, I-Chau Tsai, Chien-Jung Chen, Chang-Yu Chen
KeywordsCloud Operation System, Quantitative Evaluation, Disaster Prevention
AbstractThe numerous existing buildings maynot behave qualified seismic performance satisfied with the current seismic design code as a result of material deterioration or outdated design, etc. It needs a significant cost and time to do the detailed seismic evaluation of existing buildings for determination on necessary seismic retrofit. Therefore, development of a preliminary seismic evaluation system giving a rapid and reliable result is very important currently in Taiwan. This paper focused on developing the preliminary seismic evaluation of reinforced concrete buildings (PSERCB), based on research of Profs. Tsai and Sung 2014, granted by Architect Research Institute, Taiwan. Both qualitative and quantitative evaluation results are involved in this framework. A cloud platform was established for the engineers to input the inspection of current status of buildings and the evaluation report is able to be downloaded as technical report. All the data on the cloud platform are collected as the basis of big data analysis for strategy of disaster prevention to government in the future.
TitleA Simplified Seismic Analysis Procedure for Vertically Irregular Buildings
AuthorChih-Chia Tsaur, Jui-Liang Lin, Keh-Chyuan Tsai
Keywordsvertically irregular building, setbacks, nonlinear response history analysis, modal pushover analysis, modal response history analysis
AbstractMost seismic building design codes describe the features of vertically irregular buildings. In addition, these building design codes prescribe that dynamic analysis should be adopted in the seismic analysis and design of these irregular structures. Besides the finite element method (FEM), which performs inelastic dynamic analysis to complete finite element models, the modal pushover analysis (MPA) method is one of common simplified seismic analysis procedures. The force-deformation relationship of each vibration mode obtained from the MPA method is employed to construct the corresponding single-degree-of-freedom (SDOF) modal system. The modal response histories are obtained from performing nonlinear response history analysis to each SDOF modal system. The total seismic responses of the building are estimated by adding up the seismic response histories resulting from all vibration modes. This study designates the aforementioned simplified method as the single-degree-of-freedom modal analysis method (SDM). Some research literatures showed that using SDM leads to overestimated seismic responses of the lower parts of the vertically irregular buildings, which have stronger or stronger-and-stiffer bottom story or lower half. Instead of the SDM, the complicated and time-consuming FEM was thus suggested for the seismic analysis of this type of buildings. Nevertheless, this type of vertically irregular buildings is common. It would benefit engineering practice if there are simplified seismic analysis methods available to this type of irregular buildings. In light of the incompetence of using the SDOF modal systems to simultaneously reflect the seismic responses of the super- and sub-structures of the buildings, this study proposes the two-degree-of-freedom modal analysis method (2DM). 2DM is basically the same as SDM, except that 2DM represents each vibration mode as a two-degree-of-freedom modal system. One 9-story and one 20-story regular moment resisting frames are selected as the prototype building in this study. Each of the two prototype buildings are further varied into four vertically irregular buildings as the target buildings. The four variations include buildings with stronger, stronger-and-stiffer first story; stronger, stronger-and-stiffer lower half. FEM, SDM, and 2DM are applied to the eight target buildings subjected to the selected 60 ground motions. This study shows that the analysis results obtained from 2DM are the same as those obtained from SDM as long as the structures remain elastic. While the structures become inelastic, 2DM generally results in more accurate estimations of inter-story drifts, compared with those obtained from SDM. The overestimated peak inter-story drifts of the substructures by using SDM are effectively reduced by using 2DM.
TitleInterference Effects on High-rise Building Based on Aerodynamic and Aeroelastic Tests
AuthorYuan-Lung Lo, Chi-Rou Chen
KeywordsHigh-rise building, Aero-elastic test, Interference effect, Interference factor
AbstractWind effects on high-rise buildings are one of the most important topics in safety designs of structures, especially the target building is neighbored by another or even multiple high-rise buildings. This study intends to compare the differences between the results from the aerodynamic test and the results from the aeroelastic test. Physical scaling tests are planned in three parts: firstly the aerodynamic test is conducted in order to understand mean and fluctuating force coefficients of a square prism model with interference effects; secondly the aeroelastic test is conducted in order to examine the displacement variation under various velocities and terrain flows; thirdly the results from both tests are compared to find the differences by means of displacement estimation methodologies. It is found that, adopting the aerodynamic test for wind-induced response is not reliable compared to the aeroelastic test since the wind-induced response with/without interference effects are much more complicated and need more investigations in systematic aeroelastic test works.

第三十二卷第三期 (期別127) (106年)

作者:

第三十二卷第三期 (期別127) (106年)

標題台灣高強度混凝土彈性模數預估公式研究
作者廖文正、胡瑋秀
關鍵字高強度混凝土、彈性模數、抗壓強度、矽灰、New RC
摘要彈性模數為混凝土在工程設計中的重要材料性質，影響混凝土變形，也是計算撓度和剛度的重要參數。台灣現積極研發New RC 建築技術，採高強度混凝土（f’c > 700 kgf/cm2）搭配高強度鋼筋，朝向超高層鋼筋混凝土建築發展；惟台灣目前對於高強度混凝土彈性模數預估式一般仍採用美國混凝土學會ACI318 或ACI 363 相關規定，然而相關研究已發現由於高漿體量、低粒料強度與矽灰添加等特性，台灣高強度混凝土的彈性模數預估值明顯高估。為了能獲得較準確的彈性模數，須提出一個符合台灣高強度混凝土材料特性之評估計算公式。本研究收集國內本土471 筆的試驗資料，對各參數進行迴歸分析，將矽灰添加等重要參數納入考量；根據研究成果，本研究以ACI 363 彈性模數預估公式為基礎，乘上矽灰折減係數 ksf，除了易於業界計算外，並可反映台灣混凝土彈性模數偏低的現象，並做為未來New RC 構件設計及工程規範修訂的參考。
TitleStudy of Prediction Equation for Modulus of Elasticity of High Strength Concrete in Taiwan
AuthorWen-Cheng Liao, Wei-Xiu Hu
KeywordsHigh Strength Concrete, Modulus of Elasticity, Compressive Strength, Silica Fume, New RC
AbstractThe modulus of elasticity of concrete is an important factor in design of RC structures. Modulus of elasticity is also essential for engineers to estimate deflections and stiffness of RC members. Nowadays, Taiwan New RC project is developing to reduce the member sections and increase the available space of high rise buildings by using high strength concrete (f’c > 700 kgf/cm2) and high strength rebars. However, the prediction and calculation of modulus of elasticity of high strength concrete in Taiwan is still mainly referred to ACI318 or ACI363. It was confirmed that modulus of elasticity of high strength concrete is usually overestimated due to less coarse aggregate amount and high paste volume. In order to gain precise modulus of elasticity, it is necessary to find out an equation which can reflect materials characteristic in Taiwan.This study collects 471 data sets of high strength concrete in Taiwan. By regression analysis with certain key parameters, such as silica fume, a new and practical prediction equation based on the ACI318 is proposed. This equation is easy to calculate and reflects the low modulus of elasticity characteristics in Taiwan. It can offer more accurate estimation of modulus of elasticity for New RC member design.
標題含水平搭接組合繫筋RC柱考慮搭接長度效應之耐震性能
作者李台光、陳正誠、何明錦
關鍵字水平搭接組合繫筋、搭接長度、RC 柱、耐震性能
摘要組合繫筋為由兩支一端為180 度彎鉤另一端為直線的J 形鋼筋搭接組合而成。本研究完成3 支大尺寸鋼筋混凝土柱試體之反復側向載重試驗，探討水平搭接組合繫筋在圍束柱核心混凝土之效應。研究結果顯示：(1)本研究使用之組合繫筋水平搭接長度雖不符合甲級搭接長度之要求，但是由試體之遲滯行為可看出，其圍束效果不亞於兩端為180 度彎鉤之一體繫筋，以及使用90 度-135 度彎鉤之傳統繫筋；(2)組合繫筋之應變量測的結果顯示，組合繫筋發展之強度遠高於單根鋼筋之降伏強度，應變量測結果亦顯示本研究所使用之組合繫筋可以發揮良好的圍束功能；(3)雖然本研究使用之組合繫筋的搭接長度低於甲級搭接長度，而仍然可以發揮預期的功能，但是試驗數據很有限，因此建議組合繫筋還是使用甲級搭接長度；(4)組合繫筋可以大幅改善繫筋之施工性及施工品質，但也會增加鋼筋使用量。本研究探討的個案顯示，使用組合繫筋會使每個塑性鉸區增加11.5 公斤之橫向鋼筋量，柱淨高範圍較傳統繫筋之橫向鋼筋量增加17%。
TitleThe seismic performance of reinforced concrete columns using horizontally lap-spliced crosstie
AuthorTai-Kuang Lee, Cheng-Cheng Chen, Ming-Chin Ho
Keywordshorizontally lap-spliced crosstie, lap splice length, RC columns, seismic performance
AbstractA lap-spliced crosstie consists of two J-shaped steel bars (rebars) that have a straight end and an end featuring a 180° hook. In this study, a lateral cyclic load test was conducted on three specimens of large-sized reinforced concrete (RC) columns to investigate the seismic resistance capability of RC columns comprising horizontally lap-spliced crossties with less than Class A splice length. The research results are presented as follows: (a) The confinement effect of horizontally lap-spliced crosstie with less than Class A splice length, was comparable to that of the specimens using crossties featuring a 180° hook on the two ends and conventional crossties. (b) According to the reading data of strain, the horizontally lap-spliced crosstie can develop the required strength and provide satisfactory confinement effect. (c) In order to be safe and conservative, Class A splice (1.0 times the development length) for lap-spliced crossties is recommended. (d) Using lap-spliced crossties in construction is easy and produces a low possibility of construction errors. Therefore, the construction quality of RC column reinforcement and the seismic resistance capability of RC structures can be substantially increased. The case discussed in this study shows that the use of lap-spliced crosstie would increase the amount of transverse steel in each plastic hinge by 11.5 kg and in the clearance height of columns by 17%.
標題自體調諧質量阻尼系統動力反應最佳化於實務案例之可行性研究
作者陳培榮、劉郁芳、李柏翰、林子剛、張國鎮
關鍵字調諧質量阻尼器、中間樓層隔震、自體調諧質量阻尼器、目標函數、結構控制、動力反應最佳化
摘要近年來隨著隔震設計之建築物蓬勃發展，其中因施工性較優之中間層隔震(Mid-Story Isolation)設計逐漸被廣泛應用，然而中間層隔震設計之高模態參與比例較高，常造成隔震層下部結構反應放大，欲減少隔震層下部反應放大的問題，採用調諧質量阻尼(Tuned Mass Damper，TMD)系統為能量吸收器，於外力作用下與主結構產生反相位運動進而消散外力擾動能量。自體調諧質量阻尼系統(Building Mass Damper System，BMD)將上部結構視為調諧質量，並利用控制層中的橡膠支承墊與黏性阻尼器分別提供BMD 系統所需之勁度及阻尼，結合中間層隔震與調諧質量阻尼器設計之優點，同時控制下部與上部結構反應。數值模型上，以一簡化三自由度模型分別模擬上部結構、控制層及下部結構，進而以三自由度之動力反應總和最小化作為控制目標，推導BMD 最佳化系統(Optimum Building Mass Damper，OBMD)。基於過去研究已分別透過數值模擬及振動台實驗，驗證OBMD 設計於八層樓縮尺構架之可行性，故本研究將針對OBMD 於實際結構之可行性進行探討，因此將採用57 層樓鋼構架作為空構架設計依據，在分析程序上，先根據2%鋼構架初始阻尼比分別設計TMD、BMD 及OBMD 構架，輸入六組不同特性之地震歷時，比較三種系統之歷時反應，同時透過簡化三自由度之加速度轉換函數配合震波FFT 頻涵圖，交互驗證其動態反應。根據第一階段之分析結論，再分別設計下部結構阻尼比為4%之OBMD 構架及一整體阻尼比為4%之消能減震構架，並重新對於空構架、消能減震構架及OBMD 構架進行分析，最後比較最大層間變位角及樓層最大加速度，以驗證OBMD 於實際案例應用之可行性。
TitleFeasibility Study on Building Mass Damper Using Optimum Dynamic Response Control Algorithm for Practical Application
AuthorPei-Rong Chen, Yu-Fang Liu, Bo-Han LEE, Tzu-Kang Lin, Kuo-Chun Chang
KeywordsMid-story isolation system, Tuned mass damper, Building mass damper, Objective function, Optimum Dynamic Response Control Algorithm
AbstractIn a mid-story isolated building, the isolation system is incorporated into the mid-story rather than the base of the building. The effectiveness of mid-story isolation design in reducing seismic demands on the superstructure above the isolation system has been verified in many researches. However, the response of substructure may be amplified due to the flexibility and the contribution of the higher modes. On the other hand, although tuned mass damper has been recognized as an effective energy absorbing device to reduce the undesirable vibrations of the attached vibrating system subjected to harmonic excitations, the mass ratio of most TMD was not enough for earthquake resistance due to the limitation of the building space. Therefore, the concept of building mass damper (BMD) design has been developed, which incorporates the TMD design concept into the mid-story isolated building to control the seismic response of both substructure and superstructure. In the BMD design, the superstructure serves as a tuned absorber mass while the stiffness and damping can be provided by the isolation system composed of elastomeric bearings and additional dampers, as the advantages of conventional TMD and mid-story isolation systems can be integrated. A simplified three-lumped-mass structure model, in which three lumped masses are respectively assigned at the building mass absorber, the control layer, and the primary structure, is rationally assumed to represent a building structure with a BMD system. The reason for doing this is that the inherent dynamic characteristics (fundamental modal characteristics of vibration) of both the building mass absorber and the primary structure can be considered comprehensively in the simplified structure model. The feasibility of the optimum BMD (OBMD) design method has been verified in previous studies. In this research, the 57 story steel frame is used to be a bare frame. According to 2% inherent damping ratios of the TMD, BMD and OBMD can be designed respectively. Six real earthquake records with distinct seismic characteristics adopted in this research are selected for the ground acceleration inputs along the longitudinal and transversal direction. On the other hand, the acceleration transfer functions of the simplified three-lumped-mass structural model and the FFT of each ground motion are used to describe the seismic behavior of the TMD, BMD and OBMD. Then, the seismic responses of the OBMD system are thoroughly investigated and the practicability and effectiveness of the OBMD system for seismic design are verified.
標題移動載重引致鋼承樓版振動之評估
作者翁健煌、李其航
關鍵字樓版振動、鋼承版、移動載重、通用振動標準、1/3 倍頻程譜、SCI P354
摘要一般實驗研究中心的振動敏感設備多規劃於地下室，一方面可減緩建築物外部環境振動之影響；另一方面，當須增加樓版厚度時，因樓版的水平地震力可直接由地下室外牆承擔，故對整體結構設計之影響較小。然而，地下室用途經常包含停車或裝卸貨物，在空間規劃上雖可設置全高RC 牆以區隔車道，或使振動敏感設備盡量遠離車道，但其效果仍須經由樓版振動分析才可確認。本文應用SAP2000 之移動載重分析功能，評估建築物內部車行載重引致的樓版振動，其中，考慮樓版型式為鋼結構常見之鋼承樓版，故結構模擬部分特別參考英國鋼結構學會出版的樓版振動設計指引SCIP354。本文內容包含移動載重模擬、鋼承樓版模擬以及振動標準計算等，其中，振動標準採用高科技廠房常見的通用振動標準，最後，以一動物實驗中心之樓版振動設計為例，詳述各項操作細節和常見問題的解決方法。
TitleEvaluation of composite floor vibrations induced by moving loads
AuthorJian-Huang Weng, Chi-Hang Li
Keywordsfloor vibration, composite floor deck, moving load, generic vibration criteria, one-third octave spectrum, SCI P354
AbstractIn the laboratories or research centers, the vibration-sensitive equipments are often placed on the basement floors. The reason is the impact of environmental vibrations outside the building can be reduced. Another reason is the influence on the structural design will be smaller if the slab thickness needs to be increased because the lateral seismic force of the slab is directly borne by the basement exterior wall. However, basements are often used as parking or loading/unloading spaces so that the vibration induced by vehicle pass-bys may affect the equipments. Although the full height RC partition wall can be used to reduce the vibration and it is also effective to keep the equipments far away from the lane, the result should be confirmed with floor vibration analysis. In this paper, the moving load analysis in SAP2000 is applied to evaluate the floor vibration induced by vehicle traveling inside the building. The publication of Steel Construction Institute: Design of Floor Vibration – A New Approach (SCI P354) is referred as a guideline for structural simulation of the composite floor deck which is commonly used in steel structures. This paper contains simulation of moving load, modeling of composite floor deck and calculation of the generic vibration criteria which is commonly used for high-tech facilities. Finally, an example, design of floor vibration in an animal research facility, is provided to illustrate the design details.
標題國道橋梁耐震補強之碳纖維包覆設計與施工
作者彭康瑜、吳明興、陳建宏、王吉杉、林生發、鄭俊傑
關鍵字橋梁、耐震補強、碳纖維、包覆補強、施工
摘要自有地震儀觀測90 年間以來，臺灣地區已發生多次重大的地震災害。88年9 月21 日發生芮氏地震規模達7.3 的921 集集大地震，造成臺灣相當重大的生命及財產損失，使人不得不懾於大自然無與倫比的力量。此次地震後橋梁結構物之耐震安全成為國家防災計畫非常重要的課題，而國道高速公路為臺灣地區南北交通的大動脈，對於國家整體經濟發展及民生影響甚鉅。臺灣區國道高速公路局為防範於未然，開始分階段持續推動高速公路橋梁耐震評估補強工作。在耐震補強工法中，橋柱包覆補強可有效提升橋梁於強震時之韌性，國內橋梁耐震補強工程常見之包覆補強方式為鋼筋混凝土包覆及鋼板包覆補強工法。鑑於補強材料科技日新月益，碳纖維材料其具有承受主要負載、限制微裂紋延伸、提高材料強度與剛性、改善材料抗疲勞、抗潛變性能及提高材料使用壽命之特性，因此高公局於「國道橋梁耐震強工程」中考量若因空間受限、美觀要求或施工條件不適用混凝土及鋼板包覆工法時，採用纖維強化高分子複合材料包覆工法（FRP 包覆），藉由碳纖維材料重量輕、強度高、易施工等的特性以提高高速公路橋梁的耐震能力與累積本土之設計、施工及檢測維護經驗，期能提供國內橋梁未來耐震補強更多的工法選擇。
TitleDesign and Construction of Carbon Fiber Reinforced Polymer Composite Jacketing for Seismic Retrofit of National Freeway Bridges
AuthorKang-Yu Peng, Ming-Shing Wu, Chien-Hung Chen, Chi-Shan Wang, Sheng-fa Lin, Jun-Jjie Zheng
Keywordsbridge, seismic retrofit, carbon fiber, jacket, construction
AbstractChi-Chi earthquake measuring 7.3 on the Richter scale struck Taiwan on September 21, 1999, and caused severe property losses and casualties to central Taiwan. After the earthquake, the seismic safety of the bridge structure has become a very important issue in the national disaster prevention plan. The national freeway is the main traffic artery connecting the north and south in Taiwan, which has great influence on the national economic development and the people’s livelihood. Taiwan Area National Freeway Bureau (TANFB) actively took preventive measures for the bridge structures. The bridge columns jacketing can effectively increase the flexural ductility and shear strength of the bridge in large earthquake. The reinforced concrete jacketing and steel jacketing are the most widely used in the domestic bridge columns seismic retrofit project. In view of the ever-changing materials technology, carbon fiber material has the characteristics of bearing the load, limiting the micro-crack extension, improving the material strength and rigidity. The material can also improve the material anti-fatigue, anticreep performance and service life. When the space is limited, the landscape requirements or construction conditions are not applicable reinforced concrete jacketing and Steel Jacketing , the seismic retrofit program of national freeway bridges using carbon fiber reinforced polymer composite jacketing (CFRP jacketing). With carbon fiber materials’ light weight, high strength, easy constructed and other characteristics, increase the seismic capacity of freeway bridges, and accumulate the experience of domestic design, construction, testing and maintenance. Looking forward to provide more choice for future domestic bridge seismic retrofit project.

Vol.32/No.3 (127) (2017)

作者:

Vol.32/No.3 (127) (2017)

TitleStudy of Prediction Equation for Modulus of Elasticity of High Strength Concrete in Taiwan
AuthorWen-Cheng Liao, Wei-Xiu Hu
KeywordsHigh Strength Concrete, Modulus of Elasticity, Compressive Strength, Silica Fume, New RC
AbstractThe modulus of elasticity of concrete is an important factor in design of RC structures. Modulus of elasticity is also essential for engineers to estimate deflections and stiffness of RC members. Nowadays, Taiwan New RC project is developing to reduce the member sections and increase the available space of high rise buildings by using high strength concrete (f’c > 700 kgf/cm2) and high strength rebars. However, the prediction and calculation of modulus of elasticity of high strength concrete in Taiwan is still mainly referred to ACI318 or ACI363. It was confirmed that modulus of elasticity of high strength concrete is usually overestimated due to less coarse aggregate amount and high paste volume. In order to gain precise modulus of elasticity, it is necessary to find out an equation which can reflect materials characteristic in Taiwan.This study collects 471 data sets of high strength concrete in Taiwan. By regression analysis with certain key parameters, such as silica fume, a new and practical prediction equation based on the ACI318 is proposed. This equation is easy to calculate and reflects the low modulus of elasticity characteristics in Taiwan. It can offer more accurate estimation of modulus of elasticity for New RC member design.
TitleThe seismic performance of reinforced concrete columns using horizontally lap-spliced crosstie
AuthorTai-Kuang Lee, Cheng-Cheng Chen, Ming-Chin Ho
Keywordshorizontally lap-spliced crosstie, lap splice length, RC columns, seismic performance
AbstractA lap-spliced crosstie consists of two J-shaped steel bars (rebars) that have a straight end and an end featuring a 180° hook. In this study, a lateral cyclic load test was conducted on three specimens of large-sized reinforced concrete (RC) columns to investigate the seismic resistance capability of RC columns comprising horizontally lap-spliced crossties with less than Class A splice length. The research results are presented as follows: (a) The confinement effect of horizontally lap-spliced crosstie with less than Class A splice length, was comparable to that of the specimens using crossties featuring a 180° hook on the two ends and conventional crossties. (b) According to the reading data of strain, the horizontally lap-spliced crosstie can develop the required strength and provide satisfactory confinement effect. (c) In order to be safe and conservative, Class A splice (1.0 times the development length) for lap-spliced crossties is recommended. (d) Using lap-spliced crossties in construction is easy and produces a low possibility of construction errors. Therefore, the construction quality of RC column reinforcement and the seismic resistance capability of RC structures can be substantially increased. The case discussed in this study shows that the use of lap-spliced crosstie would increase the amount of transverse steel in each plastic hinge by 11.5 kg and in the clearance height of columns by 17%.
TitleFeasibility Study on Building Mass Damper Using Optimum Dynamic Response Control Algorithm for Practical Application
AuthorPei-Rong Chen, Yu-Fang Liu, Bo-Han LEE, Tzu-Kang Lin, Kuo-Chun Chang
KeywordsMid-story isolation system, Tuned mass damper, Building mass damper, Objective function, Optimum Dynamic Response Control Algorithm
AbstractIn a mid-story isolated building, the isolation system is incorporated into the mid-story rather than the base of the building. The effectiveness of mid-story isolation design in reducing seismic demands on the superstructure above the isolation system has been verified in many researches. However, the response of substructure may be amplified due to the flexibility and the contribution of the higher modes. On the other hand, although tuned mass damper has been recognized as an effective energy absorbing device to reduce the undesirable vibrations of the attached vibrating system subjected to harmonic excitations, the mass ratio of most TMD was not enough for earthquake resistance due to the limitation of the building space. Therefore, the concept of building mass damper (BMD) design has been developed, which incorporates the TMD design concept into the mid-story isolated building to control the seismic response of both substructure and superstructure. In the BMD design, the superstructure serves as a tuned absorber mass while the stiffness and damping can be provided by the isolation system composed of elastomeric bearings and additional dampers, as the advantages of conventional TMD and mid-story isolation systems can be integrated. A simplified three-lumped-mass structure model, in which three lumped masses are respectively assigned at the building mass absorber, the control layer, and the primary structure, is rationally assumed to represent a building structure with a BMD system. The reason for doing this is that the inherent dynamic characteristics (fundamental modal characteristics of vibration) of both the building mass absorber and the primary structure can be considered comprehensively in the simplified structure model. The feasibility of the optimum BMD (OBMD) design method has been verified in previous studies. In this research, the 57 story steel frame is used to be a bare frame. According to 2% inherent damping ratios of the TMD, BMD and OBMD can be designed respectively. Six real earthquake records with distinct seismic characteristics adopted in this research are selected for the ground acceleration inputs along the longitudinal and transversal direction. On the other hand, the acceleration transfer functions of the simplified three-lumped-mass structural model and the FFT of each ground motion are used to describe the seismic behavior of the TMD, BMD and OBMD. Then, the seismic responses of the OBMD system are thoroughly investigated and the practicability and effectiveness of the OBMD system for seismic design are verified.
TitleEvaluation of composite floor vibrations induced by moving loads
AuthorJian-Huang Weng, Chi-Hang Li
Keywordsfloor vibration, composite floor deck, moving load, generic vibration criteria, one-third octave spectrum, SCI P354
AbstractIn the laboratories or research centers, the vibration-sensitive equipments are often placed on the basement floors. The reason is the impact of environmental vibrations outside the building can be reduced. Another reason is the influence on the structural design will be smaller if the slab thickness needs to be increased because the lateral seismic force of the slab is directly borne by the basement exterior wall. However, basements are often used as parking or loading/unloading spaces so that the vibration induced by vehicle pass-bys may affect the equipments. Although the full height RC partition wall can be used to reduce the vibration and it is also effective to keep the equipments far away from the lane, the result should be confirmed with floor vibration analysis. In this paper, the moving load analysis in SAP2000 is applied to evaluate the floor vibration induced by vehicle traveling inside the building. The publication of Steel Construction Institute: Design of Floor Vibration – A New Approach (SCI P354) is referred as a guideline for structural simulation of the composite floor deck which is commonly used in steel structures. This paper contains simulation of moving load, modeling of composite floor deck and calculation of the generic vibration criteria which is commonly used for high-tech facilities. Finally, an example, design of floor vibration in an animal research facility, is provided to illustrate the design details.
TitleDesign and Construction of Carbon Fiber Reinforced Polymer Composite Jacketing for Seismic Retrofit of National Freeway Bridges
AuthorKang-Yu Peng, Ming-Shing Wu, Chien-Hung Chen, Chi-Shan Wang, Sheng-fa Lin, Jun-Jjie Zheng
Keywordsbridge, seismic retrofit, carbon fiber, jacket, construction
AbstractChi-Chi earthquake measuring 7.3 on the Richter scale struck Taiwan on September 21, 1999, and caused severe property losses and casualties to central Taiwan. After the earthquake, the seismic safety of the bridge structure has become a very important issue in the national disaster prevention plan. The national freeway is the main traffic artery connecting the north and south in Taiwan, which has great influence on the national economic development and the people’s livelihood. Taiwan Area National Freeway Bureau (TANFB) actively took preventive measures for the bridge structures. The bridge columns jacketing can effectively increase the flexural ductility and shear strength of the bridge in large earthquake. The reinforced concrete jacketing and steel jacketing are the most widely used in the domestic bridge columns seismic retrofit project. In view of the ever-changing materials technology, carbon fiber material has the characteristics of bearing the load, limiting the micro-crack extension, improving the material strength and rigidity. The material can also improve the material anti-fatigue, anticreep performance and service life. When the space is limited, the landscape requirements or construction conditions are not applicable reinforced concrete jacketing and Steel Jacketing , the seismic retrofit program of national freeway bridges using carbon fiber reinforced polymer composite jacketing (CFRP jacketing). With carbon fiber materials’ light weight, high strength, easy constructed and other characteristics, increase the seismic capacity of freeway bridges, and accumulate the experience of domestic design, construction, testing and maintenance. Looking forward to provide more choice for future domestic bridge seismic retrofit project.

第三十二卷第二期 (期別126) (106年)

作者:

第三十二卷第二期 (期別126) (106年)

標題含鋼板阻尼器構架耐震設計與分析
作者許仲翔、李昭賢、金步遠、蔡克銓
關鍵字鋼板阻尼器、容量設計、耐震設計、有限元素模型分析、非線性結構分析
摘要鋼板阻尼器(Steel Panel Damper, SPD)為耐震間柱的一種，在抗彎構架(Moment Resisting Frame, MRF)中設置SPD 可增加結構的側向勁度、強度與韌性。本文利用兩組SPD 試體說明SPD 的構造原理與力學特性，介紹三段式SPD 容量設計與延遲塑性挫屈加勁設計方法。另介紹含鋼板阻尼器構架(SPD-MRF)的耐震設計，與邊界梁容量設計，並設計一棟六層SPD-MRF 範例，來闡明SPD-MRF 塑鉸產生機制與非線性動力歷時分析結果。分析證實ABAQUS 有限元素、PISA3D 結構模型均能準確模擬試體之反覆受力變形反應。統計非線性動力歷時分析結果可得MCE 級地震作用下，SPD 核心段最大剪變形角平均值加標準差為0.055 弧度，而兩組SPD 試體反覆載重試驗結果核心段最大剪變形角皆可達0.11 弧度，且累積塑性變形可達127 以上，約可承受4 次MCE 級地震才可能產生破壞。顯示本文所提之三段式SPD 具備足夠的耐震容量。最後本文提出以等效單構件模擬三段式SPD 的建模方法，並探討連接段相對長度與勁度對整體SPD 彈性勁度、降伏側位移角與降伏後勁度之影響，說明設計適當之上下連接段不僅能確保彈性反應，還能在保持SPD 的強度下，調節整體SPD 之降伏側位移角、彈性與降伏後勁度。
TitleSeismic Design, Tests and Analysis of Steel Panel Dampers for Steel Moment Frames
AuthorChung-Hsiang Hsu, Chao-Hsien Li, Pu-Yuan Chin, Keh-Chyuan Tsai
Keywordssteel panel damper, capacity design, seismic design, finite element model analysis, non-linear structural analysis
AbstractA ductile vierendeel frame can be constructed by incorporating the steel panel dampers (SPDs) into the moment resisting frame (SPD-MRF). Thus, the lateral stiffness, strength and energy dissipation capacity of the building can be enhanced.This paper presents the mechanical properties, capacity design procedures and the buckling-delaying stiffeners for the proposed 3-segment SPDs using two specimens subjected to cyclic increasing deformations. This paper also discusses the seismic design procedures of the SPD itself and the boundary beams connected to the SPDs in typical SPD-MRFs. Tests confirm that the proposed SPDs possess excellent ductility and energy dissipation capacities. The cyclic force vs. deformation relationships of the two SPD specimens can be accurately predicted using either the ABAQUS or PISA3D model analyses. This paper also investigates the seismic performance of a 6-story example SPD-MRF by using nonlinear response history analysis procedures and 240 ground accelerations. Results indicate that under the 80 MCE ground accelerations, the mean plus one standard deviation shear deformation of the SPD inelastic core segment is 0.055 radian, substantially less than the 0.11 radian capacity observed from both two SPD specimens. In addition, the cumulative plastic deformation of the proposed SPD is 127 times the yield deformation, capable of sustaining the MCE at least 4 times before failure. This paper concludes the method of using one equivalent element for effective modeling of the 3-segment SPD. The effects of the core segment relative length and stiffness on the overall SPD elastic, post-elastic stiffness, elastic deformation limit and inelastic deformational demand are discussed.
標題全尺寸二層樓雙核心自復位斜撐構架與夾型挫屈束制斜撐構架之耐震試驗與非線性動力歷時分析
作者周中哲、蕭佳宏、陳澤邦、鍾秉庭、范廷海
關鍵字雙核心自復位斜撐、夾型挫屈束制斜撐、二層樓鋼構架試驗
摘要雙核心自復位斜撐是利用斜撐中的兩組拉力構件束制斜撐中的三組鋼受壓構件，並利用第一核心構件與外層構件之相對位移進行摩擦消能，使斜撐受軸拉與軸壓下提供自復位及消能能力，即在大變形下具有回到零殘餘變形的能力；夾型挫屈束制斜撐則是利用兩組獨立分離的圍束構件以栓接方式束制斜撐中的核心構件，使得斜撐受壓不會挫屈而產生飽滿的遲滯消能。本研究主要目的為比較雙核心自復位斜撐與夾型挫屈束制斜撐安裝在相同梁柱構架下的影響，因此設計三組三層樓鋼造斜撐構架，分別為雙核心自復位斜撐構架(Dual-Core Self-Centering Braced Frame, DC-SCBF)、特殊混合斜撐構架(Special Mixed Braced Frame, SMBF)及夾型挫屈束制斜撐構架(Sandwiched Buckling-Restrained Braced Frame, SBRBF)，其中特殊混合斜撐構架之斜撐由雙核心自復位斜撐和夾型挫屈束制斜撐分別配置於不同樓層，目的是結合兩種不同力學行為的斜撐於單一構架中進行抗震。本研究以非線性側推及動力歷時分析三組斜撐構架在20 組強地動地震紀錄下的反應，並於實驗室進行三組全尺寸二層樓鋼造斜撐構架試驗，目的為檢驗三組斜撐構架的側向勁度、能量消散、殘餘變位、累積韌性、等效阻尼比及耐震性能等抗震行為。
TitleSeismic Tests and Nonlinear Time History Analyses of Full-Scale Two-Story Steel Frames with DC-SCBs and SBRBs
AuthorChung-Che Chou, Chia-Hung Hsiao, Ze-Bang Chen, Ping-Ting Chung, Dinh-Hai Pham
KeywordsDual-core self-centering brace (DC-SCB), Sandwiched buckling-restrained brace (SBRB), Tests of two-story steel braced frames
AbstractTraditional seismic resisting systems in a large earthquake can experience significant damage and residual drifts due to energy dissipation of some structural members, which leads to difficult or expensive to repair after earthquakes. A steel dual-core self-centering brace (DC-SCB), which utilizes three steel bracing members, two friction devices, and two sets of tensioning elements that are in a parallel arrangement for doubling its axial deformation, has been proposed and validated to provide both the energy dissipation and self-centering properties to seismic resisting systems. A prototype three-story steel dual-core self-centering braced frame (DC-SCBF) was designed, and its full-scale one-bay DC-SCBF was tested to validate the system response. The DC-SCB was then replaced by the sandwiched buckling-restrained brace (SBRB) in a full-scale two-story frame, so the seismic performance of the DC-SCBF and the special mixed braced frame (SMBF) that has both the DC-SCB and SBRB in a frame could be evaluated. The full-scale two-story DC-SCBF, SMBF and BRBF subassembly specimen performed well up to an interstory drift of 2% after multiple tests. Nonlinear time history analyses were also performed on the prototype braced frames to obtain seismic demands.
標題單擺式滑動隔震系統於水平垂直雙向地震力作用下之曲面效應理論與實驗探討
作者蔡諄昶、盧煉元、王亮偉、鍾立來
關鍵字滑動隔震、摩擦單擺支承、曲面效應、耦合效應、垂直震波、極限地震力、雙向地震力
摘要摩擦單擺支承(FPS)為目前使用最廣之滑動式隔震支承，該類支承之滑動面為具有固定曲率半徑之圓球面，以便提供隔震系統所需之回復力，並以滑動摩擦提供系統所需之消能能力。目前常用之FPS 隔震分析模型多以一固定勁度之彈簧及定摩擦之元件加以並聯而成。此種模型係假設支承位移遠小於曲率半徑故支承回復勁度近似常數，同時忽略滑動曲面傾角對回復力及摩擦子正向力之影響。此種簡化式模型在支承位移較小時或可提供足夠的精度，但在極大地震力或具速度脈衝特性之近斷層震波作用下，支承位移與速度有可能急速增加，此時滑動曲面效應對隔震動力行為即可能產生可觀之影響。為能補捉FPS 隔震系統於極大地震力作用下之真實隔震行為，本文以拉格朗運動方程式推導該系統於水平與垂直雙向震波同時作用下之完整運動方程式。經由本文所推導之方程式可知，FPS 隔震系統之水平與垂直向運動方程式實應包含二個與曲面斜率及曲率相關之非線性高階項，同時此二項又分別與支承水平滑動加速度及速度相關，因而造成隔震系統垂直與水平運動間之耦合效應，並產生額外之垂直向加速度及支承軸壓力等效應，本文經由振動台實驗並進一步證實此耦合效應之存在。本文進一步利用所推導之完整分析模型，並採用168 筆不同強度之水平與垂直雙向震波以進行剛性結構之隔震模擬。初步研究結果顯示，支承曲面效應對於隔震結構水平向反應(水平上傳加速度與支承位移)之影響較為有限，但對於隔震結構之垂直向反應(垂直上傳加速度與支承正向力)則有較大之影響。若忽略曲面效應可能低估垂直向反應達20%以上，部份震波甚至可達40%以上。
TitleCurvature effect on seismic responses of pendulum sliding isolators subjected to vertical and horizontal bi-directional ground excitations
AuthorChun-Chung Tsai, Lyan-Ywan Lu, Liang-Wei Wang, Lap-Loi Chung
Keywordsbase isolation, sliding isolation, pendulum isolator, curvature effect, bi-direction excitation, centrifugal force
AbstractFriction pendulum system (FPS) isolator is one of most widely used sliding isolators, presently. This type of isolators usually has a spherical sliding surface with constant radius, in order to produce a restoring force for the isolation system. The energy dissipation of the isolator is provided by sliding friction force. The common model adopted for an FPS isolator usually contains a constant-stiffness spring and a friction element placed in parallel. This model assumes that the isolator displacement is much smaller than the radius of the sliding surface, therefore the curvature and slope effects of the spherical surface on the restoring and friction forces can be neglected. This simplified model may not be applicable for FPS isolators under earthquakes that produce large isolator displacements or sliding velocities, since in these earthquakes the curvature and slope of the sliding surface may have significant effects on the dynamic response of the isolation system. In order to capture the actual response of a FPS-isolated structural system under an extreme earthquake, in this paper, complete dynamic equations of motion for the isolation system under vertical-and-horizontal bi-directional ground excitations were derived by using Lagrange’s equation. It is shown that the derived governing equations in both horizontal and vertical directions contain high-order nonlinear terms related to the slope and curvature of the sliding surface. These terms that are functions of horizontal sliding velocity and acceleration cause the coupling effect between horizontal and vertical motions and result in extra vertical acceleration and isolator axial load. The existence of the coupling effect was further verified by the shaking table test conducted in this study. In addition, by using the derived complete dynamic equations, the time responses of a FPS-isolated rigid structure under 168 ground motions with different intensities and characteristics were simulated. The simulation result demonstrates that the high-order terms have less effect on the horizontal response (acceleration and isolator drift) of the isolated system, but are more influential on the vertical responses (acceleration and isolator axial load). Neglecting the high-order terms may underestimate the vertical response by about 20-40% in a sever earthquake.

 

標題SRC結構營造施工安全問題之探討
作者彭瑞麟、何崇銘、李文進、呂良正
關鍵字臨界載重、直接分析法、二階分析、SRC結構
摘要SRC 結構(Steel Reinforced Concrete)是融合SS 結構(Steel Structure)與RC 結構(Reinforced Concrete)的優點，將鋼筋混凝土與鋼骨結合，以增加結構的延展性、耐震性及耐火性。近年來，一些安全及耐震要求高的建案，多會採用SRC 結構進行設計。但SRC 結構在施工過程中，若無正確施工程序，則易造成未預期的施工荷重而發生倒塌。本文即以國內一件SRC 結構施工中倒塌案例，利用二階分析及複合式柱之簡化模式解析解，來探討SRC施工中結構的安全問題。研究結果顯示：經由二階分析確認，設計者可能未考慮SRC 施工中鋼骨整體自重已超過SRC 施工中結構的臨界載重，此造成SRC 施工中結構系統發生挫屈，在受微小擾動後立即瞬間倒塌。複合式柱之簡化模式分析結果顯示，當SRC 結構施工程序比照SS 結構施工程序，持續往上吊裝鋼樑鋼柱而不顧下層鋼筋混凝土梁柱施工進度，則SRC 上層鋼骨自重可能會超過SRC 施工中結構的臨界載重，進而發生倒塌。為避免SRC 結構於施工過程中發生倒塌，建議政府主管機關，在施工方面，應制訂SRC 安全組裝施工程序，使鋼骨吊裝作業與鋼筋混凝土作業能完美結合；在設計方面，參考先進國家鋼結構設計規範，將直接分析法或二階分析納入我國鋼結構設計規範，以供設計者遵循。
TitleInvestigation on Safety Problems of SRC Structures used in Construction
AuthorJui-Lin Peng, Chung-Ming Ho, Wen-Jinn Lee, Liang-Jenq Leu
Keywordscritical load, direct analysis method, second-order analysis, steel reinforced concrete structure
AbstractThe steel reinforced concrete structures (SRC) integrate into the merits of steel structures (SS) and reinforced concrete structures (RC). The steel reinforced concrete structures, combined by reinforced concrete and steel structures, have a good ductility, earthquake resistantce and fire resistance. In recent years, some construction projects with high safety and seismic requirements have considered the design of steel reinforced concrete. However, in the construction of SRC structures, an unexpected construction load may cause the collapse of SRC structures if the correct construction procedures is not considered. This study investigates the construction safety of SRC structure based on the collapse of a SRC structure using a second-order analysis and a simplified model of composite columns. The study result of the second-order analysis shows that designers might fail to consider the overall steel self-weight of the SRC construction structure to exceed the critical load of this structure. This caused that the SRC construction structure buckled and then immediately collapsed after a slight disturbance. The analysis result of the simplified model of the composite column shows that the self-weight of SRC may exceed the critical load of the SRC construction structure and then the structure fails finally. The analysis result implies that the SRC construction structure collapses if the construction procedure of SRC only follows that of SS regardless of the setup progress of reinforced concrete beams and columns at the bottom. In order to avoid the collapse of SRC construction structure, this study proposes that, in terms of construction, the government authorities should develop a safety assembly procedure of SRC structures so that the hoisting of steel beams and columns can combine reinforced concrete operations perfectly. In terms of design, the government authorities should add the direct analysis method or the second-order analysis into the domestic design specifications of steel structures based on those used in advanced countries.
標題樁基礎沖刷橋梁模型之振動台實驗與分析研究
作者劉光晏、陳正鴻、陳家漢、張國鎮
關鍵字振動台實驗、樁基礎、沖刷、土壤彈簧
摘要本研究提出土壤結構互制分析之簡化分析流程，探討樁基礎橋梁受地震與沖刷之複合式災害作用下之受震反應。土壤結構互制行為係以等效線性土壤彈簧模擬，主要特點為採用實測之土壤剪力波速與動態剪力模數來推估土壤彈簧之初始值，並假設樁身近域土壤與樁體產生相同剪力變形，根據地震作用下之土層有效剪應變對動態剪力模數進行修正，經少量迭代後獲致合理的等效線性土壤彈簧。此外，本研究建議地震時之土壤分層方式，根據白噪音訊號或者地震訊號作用下之土層加速度進行轉換函數，作為單層土及雙層土模型之依據。基於前述方法，本研究比較樁基礎沖刷橋梁模型之振動台實驗成果。分析結果顯示，無論在基樁有無裸露條件下，均能有效模擬上部結構之相對位移、絕對加速度，樁頂應變等之歷時與峰值，與沿樁長各高程之最大應變，且雙層土模型之預測結果均較單層土模型更佳準確。
TitleNumerical simulation of shaking table tests on dynamic response of a bridge model with scoured piled foundation
AuthorKuang-Yen Liu, Zheng-Hong Chen, Chia-Han Chen, Kuo-Chun Chang
KeywordsShaking table test, Pile foundation, Scouring effect, Soil springs
AbstractThe simplified analysis process of soil-structure interaction is proposed in this research to study the response of the bridge with scoured piled foundation under earthquake. The simplified analysis applies soil spring to simulate soil-structure interaction behavior. Both soil shear wave velocity and dynamic shear modulus are used to estimate initial value of linear soil spring. Given two assumptions: (1) the shear strain of the soil near the pile is consistent to the strain of the pile, and (2) modification of dynamic shear modulus of soil follows the relationship of effective shear strain and maximum shear modulus, proposed by Seed and Idriss, the parameters of soil springs can be determined iteratively. Furthermore, a simplified approach to identify the soil layers subjected to seismic loading was also introduced by the predominant frequencies of soil layers by the transfer function analysis. Based on the proposed method, the SDOF bridge model with equivalent linear soil springs was built to simulate behavior of soil-pile-structure interaction in the shaking table test. The acceleration and relative displacement of superstructure, the strain of pile top, and the maximum strain of pile can be effectively predicted by the proposed method, either in the condition of exposed or no exposed pile foundation. In addition, the analyzed result of the model considering the double layers of soil can obtain better accuracy than that of the model with single layer of soil.

Vol.32/No.2 (126) (2017)

作者:

Vol.32/No.2 (126) (2017)

TitleSeismic Design, Tests and Analysis of Steel Panel Dampers for Steel Moment Frames
AuthorChung-Hsiang Hsu, Chao-Hsien Li, Pu-Yuan Chin, Keh-Chyuan Tsai
Keywordssteel panel damper, capacity design, seismic design, finite element model analysis, non-linear structural analysis
AbstractA ductile vierendeel frame can be constructed by incorporating the steel panel dampers (SPDs) into the moment resisting frame (SPD-MRF). Thus, the lateral stiffness, strength and energy dissipation capacity of the building can be enhanced.This paper presents the mechanical properties, capacity design procedures and the buckling-delaying stiffeners for the proposed 3-segment SPDs using two specimens subjected to cyclic increasing deformations. This paper also discusses the seismic design procedures of the SPD itself and the boundary beams connected to the SPDs in typical SPD-MRFs. Tests confirm that the proposed SPDs possess excellent ductility and energy dissipation capacities. The cyclic force vs. deformation relationships of the two SPD specimens can be accurately predicted using either the ABAQUS or PISA3D model analyses. This paper also investigates the seismic performance of a 6-story example SPD-MRF by using nonlinear response history analysis procedures and 240 ground accelerations. Results indicate that under the 80 MCE ground accelerations, the mean plus one standard deviation shear deformation of the SPD inelastic core segment is 0.055 radian, substantially less than the 0.11 radian capacity observed from both two SPD specimens. In addition, the cumulative plastic deformation of the proposed SPD is 127 times the yield deformation, capable of sustaining the MCE at least 4 times before failure. This paper concludes the method of using one equivalent element for effective modeling of the 3-segment SPD. The effects of the core segment relative length and stiffness on the overall SPD elastic, post-elastic stiffness, elastic deformation limit and inelastic deformational demand are discussed.
TitleSeismic Tests and Nonlinear Time History Analyses of Full-Scale Two-Story Steel Frames with DC-SCBs and SBRBs
AuthorChung-Che Chou, Chia-Hung Hsiao, Ze-Bang Chen, Ping-Ting Chung, Dinh-Hai Pham
KeywordsDual-core self-centering brace (DC-SCB), Sandwiched buckling-restrained brace (SBRB), Tests of two-story steel braced frames
AbstractTraditional seismic resisting systems in a large earthquake can experience significant damage and residual drifts due to energy dissipation of some structural members, which leads to difficult or expensive to repair after earthquakes. A steel dual-core self-centering brace (DC-SCB), which utilizes three steel bracing members, two friction devices, and two sets of tensioning elements that are in a parallel arrangement for doubling its axial deformation, has been proposed and validated to provide both the energy dissipation and self-centering properties to seismic resisting systems. A prototype three-story steel dual-core self-centering braced frame (DC-SCBF) was designed, and its full-scale one-bay DC-SCBF was tested to validate the system response. The DC-SCB was then replaced by the sandwiched buckling-restrained brace (SBRB) in a full-scale two-story frame, so the seismic performance of the DC-SCBF and the special mixed braced frame (SMBF) that has both the DC-SCB and SBRB in a frame could be evaluated. The full-scale two-story DC-SCBF, SMBF and BRBF subassembly specimen performed well up to an interstory drift of 2% after multiple tests. Nonlinear time history analyses were also performed on the prototype braced frames to obtain seismic demands.
TitleCurvature effect on seismic responses of pendulum sliding isolators subjected to vertical and horizontal bi-directional ground excitations
AuthorChun-Chung Tsai, Lyan-Ywan Lu, Liang-Wei Wang, Lap-Loi Chung
Keywordsbase isolation, sliding isolation, pendulum isolator, curvature effect, bi-direction excitation, centrifugal force
AbstractFriction pendulum system (FPS) isolator is one of most widely used sliding isolators, presently. This type of isolators usually has a spherical sliding surface with constant radius, in order to produce a restoring force for the isolation system. The energy dissipation of the isolator is provided by sliding friction force. The common model adopted for an FPS isolator usually contains a constant-stiffness spring and a friction element placed in parallel. This model assumes that the isolator displacement is much smaller than the radius of the sliding surface, therefore the curvature and slope effects of the spherical surface on the restoring and friction forces can be neglected. This simplified model may not be applicable for FPS isolators under earthquakes that produce large isolator displacements or sliding velocities, since in these earthquakes the curvature and slope of the sliding surface may have significant effects on the dynamic response of the isolation system. In order to capture the actual response of a FPS-isolated structural system under an extreme earthquake, in this paper, complete dynamic equations of motion for the isolation system under vertical-and-horizontal bi-directional ground excitations were derived by using Lagrange’s equation. It is shown that the derived governing equations in both horizontal and vertical directions contain high-order nonlinear terms related to the slope and curvature of the sliding surface. These terms that are functions of horizontal sliding velocity and acceleration cause the coupling effect between horizontal and vertical motions and result in extra vertical acceleration and isolator axial load. The existence of the coupling effect was further verified by the shaking table test conducted in this study. In addition, by using the derived complete dynamic equations, the time responses of a FPS-isolated rigid structure under 168 ground motions with different intensities and characteristics were simulated. The simulation result demonstrates that the high-order terms have less effect on the horizontal response (acceleration and isolator drift) of the isolated system, but are more influential on the vertical responses (acceleration and isolator axial load). Neglecting the high-order terms may underestimate the vertical response by about 20-40% in a sever earthquake.
TitleInvestigation on Safety Problems of SRC Structures used in Construction
AuthorJui-Lin Peng, Chung-Ming Ho, Wen-Jinn Lee, Liang-Jenq Leu
Keywordscritical load, direct analysis method, second-order analysis, steel reinforced concrete structure
AbstractThe steel reinforced concrete structures (SRC) integrate into the merits of steel structures (SS) and reinforced concrete structures (RC). The steel reinforced concrete structures, combined by reinforced concrete and steel structures, have a good ductility, earthquake resistantce and fire resistance. In recent years, some construction projects with high safety and seismic requirements have considered the design of steel reinforced concrete. However, in the construction of SRC structures, an unexpected construction load may cause the collapse of SRC structures if the correct construction procedures is not considered. This study investigates the construction safety of SRC structure based on the collapse of a SRC structure using a second-order analysis and a simplified model of composite columns. The study result of the second-order analysis shows that designers might fail to consider the overall steel self-weight of the SRC construction structure to exceed the critical load of this structure. This caused that the SRC construction structure buckled and then immediately collapsed after a slight disturbance. The analysis result of the simplified model of the composite column shows that the self-weight of SRC may exceed the critical load of the SRC construction structure and then the structure fails finally. The analysis result implies that the SRC construction structure collapses if the construction procedure of SRC only follows that of SS regardless of the setup progress of reinforced concrete beams and columns at the bottom. In order to avoid the collapse of SRC construction structure, this study proposes that, in terms of construction, the government authorities should develop a safety assembly procedure of SRC structures so that the hoisting of steel beams and columns can combine reinforced concrete operations perfectly. In terms of design, the government authorities should add the direct analysis method or the second-order analysis into the domestic design specifications of steel structures based on those used in advanced countries.
TitleNumerical simulation of shaking table tests on dynamic response of a bridge model with scoured piled foundation
AuthorKuang-Yen Liu, Zheng-Hong Chen, Chia-Han Chen, Kuo-Chun Chang
KeywordsShaking table test, Pile foundation, Scouring effect, Soil springs
AbstractThe simplified analysis process of soil-structure interaction is proposed in this research to study the response of the bridge with scoured piled foundation under earthquake. The simplified analysis applies soil spring to simulate soil-structure interaction behavior. Both soil shear wave velocity and dynamic shear modulus are used to estimate initial value of linear soil spring. Given two assumptions: (1) the shear strain of the soil near the pile is consistent to the strain of the pile, and (2) modification of dynamic shear modulus of soil follows the relationship of effective shear strain and maximum shear modulus, proposed by Seed and Idriss, the parameters of soil springs can be determined iteratively. Furthermore, a simplified approach to identify the soil layers subjected to seismic loading was also introduced by the predominant frequencies of soil layers by the transfer function analysis. Based on the proposed method, the SDOF bridge model with equivalent linear soil springs was built to simulate behavior of soil-pile-structure interaction in the shaking table test. The acceleration and relative displacement of superstructure, the strain of pile top, and the maximum strain of pile can be effectively predicted by the proposed method, either in the condition of exposed or no exposed pile foundation. In addition, the analyzed result of the model considering the double layers of soil can obtain better accuracy than that of the model with single layer of soil.

第三十二卷第一期 (期別125) (106年)

作者:

第三十二卷第一期 (期別125) (106年)

標題方螺箍混凝土梁耐震行為研究
作者王柄雄、歐昱辰、尹衍樑、王瑞禎、吳振維、陳智軒、張國鎮
關鍵字方螺箍、梁、塑鉸、反覆載重
摘要本文進行鋼筋混凝土梁橫向鋼筋採連續方形螺箍之試驗研究，文中規劃三組梁柱接頭外柱接頭試體，其梁箍筋分別為傳統橫箍、單個方螺箍及兩個方螺箍嵌合型式，探討在梁端塑鉸行為控制前提下，梁受反復載重作用之耐震性能。試驗結果顯示，單方螺箍梁試體與傳統橫箍梁之耐震性能相近，而雙方螺箍梁由於塑鉸端部之箍筋缺乏適當錨定，以致在大側向變位之反覆加載下會有較嚴重的破壞。在箍筋製作的比較上，方螺箍可採自動化設備生產且組立快速，可省去傳統箍筋之彎鉤用量約25%，及節省箍筋加工綁紮的費用與時間。
TitleSeismic Behavior of Reinforced Concrete Beams with Rectangular Spiral Reinforcement
AuthorPing-Hsiung Wang, Kuo-Chun Chang, Yu-Chen Ou, Samuel Y. Yin, Jui-Chen Wang, Chih-Hsuan Chen, Chen-Wei Wu
Keywordsrectangular spiral, beam, plastic hinge, cyclic loading
AbstractThis paper presents an experimental study on reinforced concrete beam with continuous rectangular spiral as transverse reinforcement. Three exterior beam-column joint specimens with different beam detailing were devised to exhibit beam hinging and to examine their seismic performance under pseudo-static cyclic loading. Two beams with single and double rectangular spirals were introduced to compare with the one with traditional hoops. Test results show that beam specimen with single rectangular spiral has comparable hysteresis behavior compared to the traditional one, while the one with double rectangular spiral exhibits more degradation due to inadequate detailing at the end of spiral. Without the need of anchored hooks on each hoop, beam with rectangular spiral can save around 25% of transverse reinforcement in comparison with traditional hoops. Moreover, rectangular spiral can be automatically produced and easily erected with less labor effort.
標題高強度混凝土充填箱型鋼柱於高軸力下之耐震試驗
作者周中哲、吳松城
關鍵字高強度材料、混凝土充填箱型鋼柱、高軸力梁柱構件、耐震試驗
摘要高樓建築結構中的低樓層柱常會因載重要求及尺寸的限制而有使用高強度材料的需求， 因此本研究探討高強度混凝土充填高強度箱型鋼柱（Concrete Filled Box Column, CFBC）於高及低軸力(40%及20%軸力強度)下之耐震行為，主要試驗參數包括鋼柱寬厚比、軸力大小及斷面配置，共計有六組試體，試驗方式為對柱施加固定軸力並進行反覆側推試驗。鋼柱方形斷面寬分別為420、400 及280 mm，寬厚比分別為11、18 及30，試體使用高強度SM 570M 鋼材（實際降伏強度520~580MPa）及高強度混凝土（實際 f’c = 80 MPa）。研究結果顯示寬厚比增加會小幅降低柱韌性，但柱軸力大小對柱韌性之影響非常顯著，於高軸力下柱的韌性低，而銲接箱型柱斷面內充填混凝土與否對韌性並無明顯影響。本研究也將實驗所得的強度與各國規範進行比較，發現歐洲EC 規範及日本AIJ 規範對於高強度混凝土充填箱型鋼柱之強度預測較為準確，美國AISC、ACI 及台灣規範均過於保守；各規範對於高強度箱型鋼柱之強度預測均偏於保守，對於寬厚比較小之柱試體，預測誤差較大。
TitleSeismic Tests of High Strength Concrete Filled Box Columns under Large Axial Loads
AuthorChung-Che Chou, Sung-Cheng Wu
KeywordsHigh strength material, Concrete filled box column, High axial load beam-column specimen
AbstractThe cyclic behavior of high strength Concrete Filled Box Column (CFBC) under large axial loads was experimentally investigated. The parameters in the study included the width-to-thickness (b/t) ratio, axial load level and section type. Total six beam-column specimens were tested under a constant axial load and an increasing cyclic loading. The CFBC specimens were 280 to 420 mm in width and 2000 mm in height. Nominal b/t ratios varied from 11 to 30. All specimens were made of high strength steel SM 570M with a nominal yield strength of520~580 MPa.Three specimens were filled with high strength (80 MPa) concrete. Experimental results indicated that ductility decreases significantly with an increase in either axial load level or b/t ratio of the steel. The ductility does not change significantly whether concrete is infilled in the steel box column. Eurocode (EC 2004) and Architectural Institute of Japan (AIJ 2010) have good prediction in the flexural strength of high strength CFBC. AISC-LRFD (2010), ACI 318 (2011) and Taiwan Steel Design Code (2010) are too conservative in predicting the flexural strength of high strength CFBC. All the design codes are conservative in predicting high strength steel column moment capacity, especially for small b/t ratios.
標題耦合結構牆性能化抗震設計法
作者洪崇展、盧威廷、鄭宇翔
關鍵字耦合結構牆、性能化設計、抗震行為、結構設計
摘要耦合結構牆乃由兩座以上之結構牆，由連接梁結合成一體之結構物，常用以增加位處地震頻繁區域內中高層建物之側向強度與勁度。現今耐震設計規範乃基於強度設計法，雖可確保結構物於強震下之安全，卻無法使設計者或使用者得知結構物於不同層級地震下之預期行為。本研究目標為發展耦合結構牆之性能化設計法，允許設計者選定不同地震災害等級下之結構性能目標，依此目標以及選定之耦合率進行結構設計，並使耦合結構牆得以於地震時展現理想之降伏消能機制，充分發揮非彈性變形消能之能力。文中以四座耦合結構牆為設計範例，闡述設計流程，並建立其有限元素分析模型，以非線性動態歷時分析，模擬耦合牆系統之地震行為，分析結果顯示，使用本文建議之性能化設計法，不僅可使耦合牆系統展現良好之降伏消能機制，並可於不同地震災害層級下，分別達成預設之性能目標。
TitlePerformance-based design for earthquake-resistant coupled structural walls
AuthorChung-Chan Hung , Yu-Hsiang Cheng ,Wei-Ting Lu
Keywordscoupled structural walls, performance-based design, nonlinear time-history analysis
AbstractCoupled structural walls are often used in the buildings located in regions with high seismic risk. A coupled wall structure consists of two or more structural walls linked by coupling beams. It is able to provide efficient lateral strength and stiffness, which effectively reduces the drift response of buildings under earthquakes. Current seismic design codes are based on strength methods. Although they are able to prevent structures that are designed accordingly from collapse, the designers and users have limited knowledge about the seismic behavior of the designed structures under different levels of earthquakes. The objective of the present study is to develop a performance-based design method for coupled walls. The developed method allows engineers to pre-select the desirable coupling ratio and performance objectives for coupled walls, and then design the structures accordingly. In addition, it also facilitates the ideal yielding mechanism of coupled walls under earthquakes. Four example coupled wall structures are designed in this study using the proposed method. Their computational models are also built and analyzed using nonlinear time history procedures. The results show that the designed coupled walls are able to exhibit satisfactory structural yielding mechanisms and show the seismic behavior satisfying the pre-selected performance objectives for different seismic hazard levels.
標題考慮地盤種類之隔震黏滯阻尼比最佳化設計公式
作者楊卓諺、范揚志、鍾立來、陸寶軍
關鍵字設計公式、隔震、黏滯阻尼、最佳化、地盤
摘要本文旨在探討隔震系統輔以黏滯阻尼消能之最佳阻尼比，系統之回復力與阻尼力皆為線性。因前人所用之地表加速度為白雜訊，並未顯現出台灣地盤之特性，故本文以台灣177 個地震紀錄作為地表加速度。並將結構物分成剛體結構與非剛體結構，非剛體結構再以無阻尼以及含阻尼作為劃分。再來根據結構的分類表建立運動方程式，利用狀態空間法以數值模擬求得不同結構參數與地盤種類的動力反應。藉由變化阻尼比，使上部結構絕對加速度反應最小之阻尼比即為最佳阻尼比，進一步利用這些參數與對應之最佳阻尼比迴歸出設計公式。最後以實際案例比較前人與本文提供之公式的優劣，並且證明本文的設計公式之可行性，且有效反映地盤特性對阻尼需求之影響，可作為隔震設計之實務應用中，決定阻尼大小之參考依據。
TitleOptimal Design Formula for Viscous Damping Ratio in Isolation System with Consideration of Site Classification
AuthorCho-Yen Yang,Yang-Chih Fan, Lap-Loi Chung, Bao-Jyun Lu
Keywordsdesign formula, isolation, viscous damping, optimal, site classification
AbstractIn this paper, the optimal viscous damping ratio for isolation system is studied. The linear restoring and damping force are considered. According to the previous literature in optimal design formulas, the white-noise excitation is considered. However, the case analysis in previous study was not doing well because the formulas could not retain the regional feature. Therefore, the numerical analysis intended to input several ground motion records in Taiwan. After that, the rigid and non-rigid superstructures for isolation system with various structure parameters are numerically simulated. The root mean square of absolute structure acceleration is selected to be the objection function for obtaining optimal isolation damping ratio. Repeating the optimal process with various structural parameters, the proposed simple design formula was developed by regression of those optimal isolation damping ratios from numerical simulations. Finally, we conducted the case analysis to verify the feasibility of proposed optimal design formulas.
標題明架式輕鋼架天花板之斜撐組耐震分析及天花板受垂直向地震研究
作者陳威中、姚昭智、林經堯
關鍵字懸吊式輕鋼架天花板、明架式天花板、斜撐組、垂直向地震、振動台實驗
摘要歷年來國內外之地震勘災紀錄可以知道， 在建築物主結構系統尚未發生破壞之情況下，非結構物遭受嚴重破壞的例子很多，而各項非結構物之損壞又以明架式天花板之破壞最為常見。明架式天花板為國內極為普遍之懸吊式天花板系統，卻因缺乏適當之施工方式及耐震措施導致在地震中極容易受到損壞。2011年明架式天花板之耐震施工指南正式收入至「建築物耐震設計規範及解說」之附錄B 中，其中作為抵抗水平地震力之耐震措施即為斜撐組之設置。然而斜撐組之施作一直以來都面臨極大的施工問題，造成許多斜撐組並無法於現場順利組裝，以致於天花板耐震品質參差不齊，影響原訂規範之美意。近年來陸續有研究發現斜撐組並無法有效抵抗地震之作用，甚至有實驗顯示當垂直地震力同時被考慮時反而會加重天花板破壞之情況。為確實瞭解垂直向地震對於明架式天花板之影響以及斜撐組之實際效用，本研究規劃兩階段之全尺寸天花板振動台試驗，試體材料皆符合規範之耐震需求。第一階段天花板試體尺寸為5.7m×2.7m，此階段主要為量測天花板斜撐組在地震中所能負擔之地震力大小，部分試體以單一水平向震波進行測試，其餘天花板試體則同時輸入水平向及垂直向震波。實驗結果發現不論是否考慮垂直向振動，斜撐組中之斜拉線均僅能負擔極少部分之水平作用力（約3%至5%），而當垂直向振動作用於天花板試體時其斜拉線之效用則更為下降。第二階段天花板試體尺寸為7.3m×2.7m， 此階段目的為觀察天花板試體在不同方向地震作用下之破壞模式，實驗結果顯示不論天花板試體是否裝設斜撐組，在單一水平向地震作用下皆有極佳之耐震效果；然而一旦加入垂直向地震力，天花板骨架接頭及骨架收邊處則陸續會出現明顯破壞，甚至在有設置斜撐組之天花板試體中會發現因垂直懸吊線脫落而導致試體發生嚴重崩塌的情形，也說明斜撐組之設計並無法有效提升明架式天花板之耐震能力。本研究依據第二階段實驗數據利用SAP2000 建置明架式天花板電腦模型，首先透過模態分析確認電腦模型之合理性，再以實驗地震紀錄進行動力歷時分析比對電腦模型輸出反應與實驗量測值。完成後之天花板電腦模型可作為後續研究之用模擬各式不同條件明架式天花板之地震動態反應。
TitleSeismic Analysis of Ceiling Lateral Bracing and Vertical Motion Effects on Suspended Ceilings
AuthorGeorge C Yao, Wei-Chung Chen, Ching-Yao Lin
Keywordssuspended ceilings, lateral bracing assembly, bracing wire, shaking table experiment, vertical motion
AbstractPast earthquakes have shown widespread damage to the suspended ceilings. Despite their frequent use in Taiwan, many suspended ceilings experienced damage in earthquakes owing to the lacked proper seismic design or efficient installation. In 2011, Taiwan Building Code issued the seismic installation of the suspended ceiling systems which are similar to the ASTM E580-09. However, the construction of the lateral bracing assembly has always been a difficult challenge. Problems include slack installation or omission of the bracing wires due to obstructions result in uneven quality of the bracing system in-situ. In recent years, some researches have demonstrated that the lateral bracing assembly may not adequately resist the lateral force. The other researches have even shown that unbraced ceiling systems may perform well when providing both sufficient clearance and wide closure. Therefore, there is an increasing concern about the necessity of the bracing system. In order to understand the dynamic behavior of bracing systems of the suspended ceilings, full scale shaking table experiments of suspended ceiling systems were conducted in this study. The first series of experiments on 5.7m × 2.7m ceiling systems looked into the seismic effects of the bracing assemblies. Some ceiling specimens were subjected to unidirectional ground motions while the others were subjected to a horizontal and a vertical ground motions acting together. The results clearly showed that the bracing wire bore only a small portion of the inertial force, and this situation became more obvious while the ceiling systems were subjected to vertical excitations. The second series of experiments on 5.7m × 2.7m ceiling systems compared the seismic performance of the braced and unbraced ceilings. The preliminary observations revealed that the use of the lateral bracing including compression post may not improve the seismic performance of the ceiling system. The unbraced ceiling systems performed well just as the braced ceiling systems when excited only by horizontal ground motions, and it performed better when the vertical ground motions were added to the ceiling systems. In this study, a conceptual computer model was developed based on the experiment data. The accuracy of the computer model was verified by using modal analysis. In comparison with the experiment results, this computer model provides the time-history analysis with reliable accuracy and helps simulate the dynamic response of different conditions of ceiling systems.

Vol.32/No.1 (125) (2017)

作者:

Vol.32/No.1 (125) (2017)

TitleSeismic Behavior of Reinforced Concrete Beams with Rectangular Spiral Reinforcement
AuthorPing-Hsiung Wang, Kuo-Chun Chang, Yu-Chen Ou, Samuel Y. Yin, Jui-Chen Wang, Chih-Hsuan Chen, Chen-Wei Wu
Keywordsrectangular spiral, beam, plastic hinge, cyclic loading
AbstractThis paper presents an experimental study on reinforced concrete beam with continuous rectangular spiral as transverse reinforcement. Three exterior beam-column joint specimens with different beam detailing were devised to exhibit beam hinging and to examine their seismic performance under pseudo-static cyclic loading. Two beams with single and double rectangular spirals were introduced to compare with the one with traditional hoops. Test results show that beam specimen with single rectangular spiral has comparable hysteresis behavior compared to the traditional one, while the one with double rectangular spiral exhibits more degradation due to inadequate detailing at the end of spiral. Without the need of anchored hooks on each hoop, beam with rectangular spiral can save around 25% of transverse reinforcement in comparison with traditional hoops. Moreover, rectangular spiral can be automatically produced and easily erected with less labor effort.
TitleSeismic Tests of High Strength Concrete Filled Box Columns under Large Axial Loads
AuthorChung-Che Chou, Sung-Cheng Wu
KeywordsHigh strength material, Concrete filled box column, High axial load beam-column specimen
AbstractThe cyclic behavior of high strength Concrete Filled Box Column (CFBC) under large axial loads was experimentally investigated. The parameters in the study included the width-to-thickness (b/t) ratio, axial load level and section type. Total six beam-column specimens were tested under a constant axial load and an increasing cyclic loading. The CFBC specimens were 280 to 420 mm in width and 2000 mm in height. Nominal b/t ratios varied from 11 to 30. All specimens were made of high strength steel SM 570M with a nominal yield strength of520~580 MPa.Three specimens were filled with high strength (80 MPa) concrete. Experimental results indicated that ductility decreases significantly with an increase in either axial load level or b/t ratio of the steel. The ductility does not change significantly whether concrete is infilled in the steel box column. Eurocode (EC 2004) and Architectural Institute of Japan (AIJ 2010) have good prediction in the flexural strength of high strength CFBC. AISC-LRFD (2010), ACI 318 (2011) and Taiwan Steel Design Code (2010) are too conservative in predicting the flexural strength of high strength CFBC. All the design codes are conservative in predicting high strength steel column moment capacity, especially for small b/t ratios.
TitlePerformance-based design for earthquake-resistant coupled structural walls
AuthorChung-Chan Hung , Yu-Hsiang Cheng ,Wei-Ting Lu
Keywordscoupled structural walls, performance-based design, nonlinear time-history analysis
AbstractCoupled structural walls are often used in the buildings located in regions with high seismic risk. A coupled wall structure consists of two or more structural walls linked by coupling beams. It is able to provide efficient lateral strength and stiffness, which effectively reduces the drift response of buildings under earthquakes. Current seismic design codes are based on strength methods. Although they are able to prevent structures that are designed accordingly from collapse, the designers and users have limited knowledge about the seismic behavior of the designed structures under different levels of earthquakes. The objective of the present study is to develop a performance-based design method for coupled walls. The developed method allows engineers to pre-select the desirable coupling ratio and performance objectives for coupled walls, and then design the structures accordingly. In addition, it also facilitates the ideal yielding mechanism of coupled walls under earthquakes. Four example coupled wall structures are designed in this study using the proposed method. Their computational models are also built and analyzed using nonlinear time history procedures. The results show that the designed coupled walls are able to exhibit satisfactory structural yielding mechanisms and show the seismic behavior satisfying the pre-selected performance objectives for different seismic hazard levels.
TitleOptimal Design Formula for Viscous Damping Ratio in Isolation System with Consideration of Site Classification
AuthorCho-Yen Yang,Yang-Chih Fan, Lap-Loi Chung, Bao-Jyun Lu
Keywordsdesign formula, isolation, viscous damping, optimal, site classification
AbstractIn this paper, the optimal viscous damping ratio for isolation system is studied. The linear restoring and damping force are considered. According to the previous literature in optimal design formulas, the white-noise excitation is considered. However, the case analysis in previous study was not doing well because the formulas could not retain the regional feature. Therefore, the numerical analysis intended to input several ground motion records in Taiwan. After that, the rigid and non-rigid superstructures for isolation system with various structure parameters are numerically simulated. The root mean square of absolute structure acceleration is selected to be the objection function for obtaining optimal isolation damping ratio. Repeating the optimal process with various structural parameters, the proposed simple design formula was developed by regression of those optimal isolation damping ratios from numerical simulations. Finally, we conducted the case analysis to verify the feasibility of proposed optimal design formulas.
TitleSeismic Analysis of Ceiling Lateral Bracing and Vertical Motion Effects on Suspended Ceilings
AuthorGeorge C Yao, Wei-Chung Chen, Ching-Yao Lin
Keywordssuspended ceilings, lateral bracing assembly, bracing wire, shaking table experiment, vertical motion
AbstractPast earthquakes have shown widespread damage to the suspended ceilings. Despite their frequent use in Taiwan, many suspended ceilings experienced damage in earthquakes owing to the lacked proper seismic design or efficient installation. In 2011, Taiwan Building Code issued the seismic installation of the suspended ceiling systems which are similar to the ASTM E580-09. However, the construction of the lateral bracing assembly has always been a difficult challenge. Problems include slack installation or omission of the bracing wires due to obstructions result in uneven quality of the bracing system in-situ. In recent years, some researches have demonstrated that the lateral bracing assembly may not adequately resist the lateral force. The other researches have even shown that unbraced ceiling systems may perform well when providing both sufficient clearance and wide closure. Therefore, there is an increasing concern about the necessity of the bracing system. In order to understand the dynamic behavior of bracing systems of the suspended ceilings, full scale shaking table experiments of suspended ceiling systems were conducted in this study. The first series of experiments on 5.7m × 2.7m ceiling systems looked into the seismic effects of the bracing assemblies. Some ceiling specimens were subjected to unidirectional ground motions while the others were subjected to a horizontal and a vertical ground motions acting together. The results clearly showed that the bracing wire bore only a small portion of the inertial force, and this situation became more obvious while the ceiling systems were subjected to vertical excitations. The second series of experiments on 5.7m × 2.7m ceiling systems compared the seismic performance of the braced and unbraced ceilings. The preliminary observations revealed that the use of the lateral bracing including compression post may not improve the seismic performance of the ceiling system. The unbraced ceiling systems performed well just as the braced ceiling systems when excited only by horizontal ground motions, and it performed better when the vertical ground motions were added to the ceiling systems. In this study, a conceptual computer model was developed based on the experiment data. The accuracy of the computer model was verified by using modal analysis. In comparison with the experiment results, this computer model provides the time-history analysis with reliable accuracy and helps simulate the dynamic response of different conditions of ceiling systems.