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第三十六卷第四期 (期別142) (110年)

作者:

第三十六卷第四期 (期別142) (110年)

標題鋼造建築結構耐震能力之詳細評估及其檢核
作者鍾立來、喬丹、林敏郎、梁瀞方、邱聰智、鄧凱文
關鍵字鋼構造、非線性鉸、側推分析、耐震能力詳細評估方法
摘要    隨著時代的演進與規範的與時俱進，既有之鋼構造建築結構亦可能耐震能力不足，需要耐震能力評估與補強。鋼構造詳細評估法為延續鋼筋混凝土建築物耐震能力詳細評估方法之原理，以容量震譜法與非線性靜力側推分析為基礎，並使用國內工程師普遍使用之 ETABS 程式進行非線性靜力側推分析。本文參考 ASCE 41-13，檢核其非線性鉸之合理性及適用性，進而修訂為本土化之非線性鉸參數。側推分析得容量曲線 (結構基底剪力與屋頂位移之關係) 後，本文進而提出其檢核之方法，包括結構之勁度 (容量曲線之斜率) 及最大基底剪力，以確認側推分析結果之合理性，避免工程師與分析程式溝通不良，繼而出現系統性之錯誤，而工程師又未能即時察覺分析結果有誤，則可能嚴重誤判評估結果，傷及結構所有權人及使用者之權益。最後，以一案例進行耐震能力之詳細評估，接著檢核評估結果，確屬合理。
TitleDetailed evaluation and its checking for seismic performance of steel building structures
AuthorLap-Loi Chung, Dan Chiao, Min-Lang Lin, Jing-Fang Liang, Tsung-Chih Chiou, Kai-Wen Deng
Keywordssteel structure, nonlinear hinge, pushover analysis, detailed evaluation method of seismic capacity
AbstractWith the evolution of the times and the development of the code, the existing steel structures may also be insufficient in earthquake resistance, which need to be evaluated and reinforced. The detailed evaluation method of steel structure is a continuation of the principle of the detailed evaluation method of seismic capacity of reinforced concrete buildings. It is based on the capacity spectrum method and nonlinear static pushover analysis by using ETABS program. In this paper, the rationality and applicability of the nonlinear hinge are checked by referring to ASCE 41-13. After the capacity curve (the relationship between the structural base shear and the roof displacement) is obtained from the pushover analysis, this paper further proposes the checking method, including the structural stiffness (the slope of the capacity curve) and the maximum base shear, so as to confirm the rationality of the pushover analysis results, and avoid the poor communication between the engineer and the analysis program, which leads to systematic errors. If the engineer fails to detect the error of the analysis result immediately, he may misjudge the evaluation result seriously. Finally, a case is used to evaluate the seismic capability in detail, and then the evaluation results are verified to be reasonable.
標題中高樓層建築物耐震能力之簡易詳細評估法
作者鄧凱文、張筑媛、賴昱志、鍾立來、賴濤、劉俊秀
關鍵字極限基底剪力、耐震評估、簡易詳細評估法
摘要    找出耐震能力不足及需要補強的老舊建築物為當前重要任務，但若全數進行詳細評估，工程會極為浩大、不經濟且難以實施，故本文針對中高樓層建築物提出簡易詳細評估法，該法僅考量構件之強度、破壞形式等，不須透過套裝軟體建置模型進行分析，以極限彎矩平衡法求得建築物之極限基底剪力，以此判斷其耐震能力，可提供工程師作為詳評結果的參考。本文分別透過簡易詳細評估及詳細評估方法，以實例分析中高樓層建築物，其中詳細評估方法是參考國家地震工程研究中心出版之校舍結構耐震評估與補強技術手冊所建議的方式，對建築物進行側推分析，將兩方法之分析結果進行比較，就本案例而言，簡易詳細評估方法之極限基底剪力強度及耐震性能與詳細評估結果差異不大，未來可推廣於中高樓層建物使用。
TitleSimplified Seismic Detailed Evaluation Method on Mid-to High-Rise Buildings
AuthorKai-Wen Teng, Chu-Yuan Chang, Yu-Chih Lai, Lap-Loi Chung, Tao Lai, Gin-Show Liu
Keywordsmaximum base shear, seismic evaluation, simplified seismic evaluation method
AbstractTo find out the buildings with less seismic capacity is an important issue. However, conducting detailed evaluation for all buildings will cost a lot and uneconomical. This article focuses on Simplified Seismic Detailed Evaluation for mid-rise to high-rise buildings. The method needs not to use structural analysis software to obtain the results, but only consider strength of member, failure mode, etc. The article uses Ultimate Moment Balanced Method to evaluate the maximum base shear of building and assesses the seismic ability of the building. The result of Simplified Seismic Detailed Evaluation can be reference for engineers to check with Seismic Detailed Evaluation. The article adopts both Simplified Seismic Detailed Evaluation and Seismic Detailed Evaluation for a mid-rise to high-rise building to compare the differences of two methods. The Seismic Detailed Evaluation in the article is the method provided by NCREE. The results show that the base shear and seismic ability evaluated by both two methods only with minor difference. The method can be proposed to conduct seismic evaluation on mid-rise to high-rise buildings.
標題國家地震工程研究中心十三層增建大樓耐震性能分析
作者林冠泓、莊明介、蔡克銓、林瑞良
關鍵字複合結構、鋼筋混凝土結構、鋼結構、鋼筋混凝土剪力牆、複合材料補強、挫屈束制支撐、鋼板阻尼器、油壓阻尼器、PISA3D、非線性反應歷時分析
摘要    本研究針對國家地震工程研究中心增建後的結構進行耐震分析。增建案是在既有的六層 RC 建築上，擴建為十三層 RC 與鋼構的複合結構；此外建築基地面積也增大以容納一樓至十三樓鋼結構服務核。舊有一樓至六樓的 RC 建築結構加厚或新增剪力牆，並採複合材料補強 RC 短梁，另外為增加結構耐震能力，也採用 BRB、SPD 及 FVD 等消能元件。為了解增建後之耐震行為，本研究採 PISA3D 程式建立結構模型，在 RC 梁、RC 柱、RC剪力牆、鋼梁、鋼柱、BRB 及 SPD 等構件分別採用雙線性、衰減、硬化等不同材料模型，二至七樓新舊樓板採雙質心雙剛性樓板，並在交界節點採 6自由度接點元素來分析新舊樓板交界面受力情形，進行模態與非線性反應歷時分析。結果顯示前三個振態的週期相近，分別為長向平移 1.24s、短向平移並旋轉 1.19s 及旋轉 1.05s。非線性歷時分析採 21 組三向地震紀錄，放大兩水平方向反應譜的幾何平均以擬合臺北二區設計反應譜(DBE)，定比係數約在 2.22~6.35 之間，其中 921 地震在 TAP042 測站下的定比放大反應譜最接近設計反應譜。將 DBE 三向地震除以 3.5 或乘以 1.3 以得中小度地震(SLE)、最大考量地震(MCE)危害度之地震加速度歷時。採用 ASCE/SEI 4-16強震段定義的愛氏震度 5%至 75%區間擷取地震歷時，每組非線性歷時分析花費約一小時。在 21 組 SLE、DBE、MCE 作用下，長向最大層間側移角發生在七樓且各層側移角最大值分布較為均勻，平均值分別為0.35、1.21、1.61%弧度，短向則發生在五樓且七樓以下反應較大，平均值分別為0.34、1.12、1.52%弧度，並且二至七樓板有明顯旋轉反應。結果顯示，在DBE作用下兩向最大層間側移均小於ASCE/SEI 7-10如講堂等建築之1.5%弧度(Risk3)的層間側移角限制，在MCE作用下，也小於 FEMA 356 Life Safety性能所限制的2%層間側移角，梁柱構件、消能元件與基樁也不致破壞，顯示增建案之耐震性能應可滿足未來使用上的需求。
TitleSeismic Analysis of NCREE Office Building Extension
AuthorGuan-Hong Lin, Ming‐Chieh Chuang, Keh-Chyuan Tsai, Jui-Liang Lin
KeywordsComposite structure, RC structure, Steel structure, RC shear wall, FRP strengthening, BRB, SPD, FVD, PISA3D, Nonlinear response history analysis
AbstractThis study conducts the seismic analysis of NCREE office building extension. The extended NCREE building becomes a composite structure including the original six-story RC structure with RC shear walls and FRP strengthened beams, vertically added seven-story steel structure with BRBs, SPDs and FVDs. In addition, a service core was extended from the first floor to the roof at the north side of the building. PISA3D program was used for conducting the modal and nonlinear response history analyses (NRHAs). Bilinear, degrading, hardening material models were adopted for RC beam and column, RC shear wall, steel members, BRB and SPD. Maxwell model was applied on FVDs. In order to gain insight into the force transfers between the RC structure and steel service core interfaces, dual rigid diaphragms with two individual mass centers and several 6DOF joint elements were incorporated into the lower six floors of the structural model. Single rigid diaphragm and mass center were considered in all other floors. Modal analysis results show that the first three natural periods are 1.24s (longitudinal translation), 1.19s (transverse translation and rotation) and 1.05s (rotation), respectively. A total of 21 sets of ground accelerations and scaling factors were chosen in fitting the Taipei Zone 2 DBE design spectrum. The scale factors range from 2.22 to 6.35. 0921TAP042 earthquake scaled spectrum is closest to the design spectrum among all selected earthquake records. SLE and MCE earthquake hazard levels are 0.29 and 1.3 times of DBE, respectively. Under three different earthquake hazard (SLE, DBE, MCE) levels, maximum story drifts (SD) are distributed evenly in the LG direction but unevenly in the TR direction and coupled with rotation. Obvious story rotations occurred from the 2nd to the 7th floor. The averaged SDs occur at the LG 7th floor and TR 5th floor, which are 0.35, 1.22, 1.61% radians and 0.34, 1.12, and 1.52% radians respectively. In the DBEs, the SDs are less than 1.5% radians, and within the ASCE/SEI 7-10 limitation of the risk3 category having an importance between hospital and general buildings. In the MCEs, SDs are less than 2% radians within the FEMA356 performance limitation for life safety. Through the results of NRHAs, the satisfactory seismic performance of the extended NCREE building can be demonstrated.
標題新北市樹林藝文大樓受震反應之研究
作者鄭立輝
關鍵字系統識別、地震反應、健康監測、振動週期、建物週期
摘要    財團法人台灣建築中心為推廣建築物安全 AI 系統，在 109 年 10 月底選定新北市樹林藝文大樓 B1F、6F 與 7F 共安裝四部網路型三軸向地震儀，計劃自該年 10 月起進行連續三年的地震反應監測，本研究利用該套系統於109 年 12 月 10 日與 110 年 1 月 9 日所蒐集的兩次地震事件紀錄利用三種不同系統識別方法進行分析，該棟建物由地震訊號識別出來的週期 Tx、Ty分別為 0.3 秒與 0.35 秒，阻尼比約為 4%，由於本大樓 108 年 7 月啟用，至109 年 12 月即遇到 4 級震度之有感地震，故該次識別之振動週期可合理地視為勁度參數之初始值，並做為後續年度建物健康監測的比較依據。另本棟建物週期識別出來之結果，僅為現有耐震規範的經驗公式以及 ETABS 以純構架模式分析結果的 1/3，因此本研究推論，目前一般業界常使用的分析程式，若僅針對構架系統進行建模，未將其他內外牆元件一併納入考量，所得動力分析結果與實際建物週期相較，有 2~3 倍的差異；此外，若以識別出來的週期套用靜力分析公式進行本大樓耐震設計，所算出之設計橫力超出目前規範建議的經驗公式設計值約 10%，顯示若依現有規範公式計算的設計地震力在建物週期的推估是否合宜須更進一步探討。
TitleStudy on the Earthquake Response of Shulin Art & Administrative Building in New Taipei City
AuthorCheng, Li-Hui
Keywordssystem identification, earthquake response, building health monitoring, vibration period, building period
AbstractFor promoting the building safety AI system, Taiwan Architecture & Building Center installed an earthquake monitoring system including four triaxial seismometers and a host computer in Shulin Art & Administrative Building in New Taipei City for health monitoring in October, 2020. Earthquake response data of the building will be collected by the system in the following consecutive three years. The research is based on the data recorded from the earthquakes on Dec.10, 2020 and Jan. 09, 2021 in North Taiwan. By system identification methods, the periods of the building are 0.3 second in X direction and 0.35 second in Y direction while the results of damping ratio are about 3%~5%. Since the building was just finished in July 2019, the identification results from the above earthquake records can be regarded as the initial properties of the structural stiffness which could be the reference for the building health monitoring in the future. In addition, the identified periods of the studied building are only 1/3 of both the empirical equation of Taiwan’s earthquake designing code and dynamic analysis of ETABS base on a mere RC frame model assumption. Thus, the research infers that, without taking the inner and outer walls into analysis consideration, the estimation of building periods will be much different from the actual values. Furthermore, in the studied building, the designing earthquake forces based on the empirical period equation might be less 10% than the forces based on the periods given from the identification results. In the result, the research proposes that the relationship between the periods and building categories shall be studied more thoroughly.
標題中高層結構物微振量測之最佳感測器配置
作者楊晏瑜、呂良正
關鍵字最佳化感測器配置、結構健康監測或檢測、隨機子空間識別、系統識別、三次樣條內插法
摘要    台灣位屬多地震區域，由於地震頻繁，為了結構物之安全性，需於災害發生前與災害發生後進行結構物健康識別。本研究所提出之最佳化配置為減少往後檢測量測同棟中高層結構物所設置之感測器顆數，及提高判斷結構物模態頻率的精度。為此目的，需先求得結構物之參考模態頻率；首先在結構物上設置參考感測器獲得真實時間歷時，並利用 Cubic spline 內插法取得模擬時間歷時，得到結構物各樓層真實與模擬時間歷時後，運用隨機子空間識別 (SSI)，做出穩態圖，使用機器學習中的 K-means 演算法判斷穩態圖上之各參考模態頻率，最後基因演算法判斷出加速度感測器配置之最佳樓層位置。最後做了四棟真實結構物之實驗以驗證此方法的可行性。
TitleOptimal Sensors Placement for Micro-Vibration Monitoring of Mid-High Rise Building
AuthorYen-Yu Yang, Leng-Jenq Leu
KeywordsOptimal Sensors Placement, Structural Health Monitoring, Stochastic Subspace Identification, Cubic Spline Interpolation
AbstractTaiwan is located in the seismic zone with high frequency earthquake occurrences. In order to increase structure safety, it needs to monitor the structural health before and after disaster occurs. This study proposes a method to obtain the optimal sensors placement(OSP), which could reduce the number of sensors for building monitoring. In additions, the method could find out the higher modal frequencies for structures. First, collect the real time-histories and use Cubic spline interpolation method to obtain simulated time-histories for each floor. Second, use Stochastic Subspace Identification to generate stabilization diagrams. Third, K-means clustering method is used to obtain modal frequencies. Finally, use Genetic Algorithm method to find OSP. There are four in-situ experiments for the method verifying, one is in National Taiwan University Cancer Center, one in Tamsui(a new building) and others are 5 years buildings in Banqiao.

國震中心11月26日(五)的工程技術講座資訊

作者:

主辦單位：財團法人國家實驗研究院國家地震工程研究中心、中華民國結構工程學會。

協辦單位：中華民國鋼結構協會。

時間：民國110年11月26日 (星期五)

地點：國家地震工程研究中心一樓R101會議室

費用：300元整，民國110年11月19日(星期五)前截止報名。

名額：預計80人，依報名順序，額滿為止

報名方式：即日起開始報名，請上網址：https://conf.ncree.org.tw/indexCht.aspx?n=A11005270

備註：本研討會已向行政院公共工程委員會申請技師積點及公務人員終身學習護照相關證書。

聯絡人：莊勝智/ sjjhuang@ncree.narl.org.tw、紀凱甯/ knchi@narlabs.org.tw

「2021國家地震工程研究中心實驗成果研討會（臺南場）」

作者:

親愛的會員大家好,

國家地震工程研究中心謹訂於110年11月26日(五)於國震中心臺南實驗室(臺南市歸仁區中正南路一段2001號)舉辦

「2021國家地震工程研究中心實驗成果研討會（臺南場）」(議程如附檔)，敬請協助轉知貴會會員踴躍參加。

說明：

一、本研討會邀請去(109)年，於國震中心臺南實驗室各測試系統進行實驗之研究團隊，

以口頭演講方式發表最新實驗與研究成果。透過分享與交流，

期能提供學界人員在未來進行結構實驗規劃及執行時能更加周詳有效率，

亦可使工程界先進了解地震工程領域最新研究趨勢與成果，創造更多產學合作與應用機會。

二、本研討會免費報名，人數上限80名。報名網址：https://conf.ncree.org.tw/index.aspx?n=A11011260

三、本研討會提供公務人員與技師積點，請於報名系統登錄相關資訊。
2021國家地震工程研究中心實驗成果研討會(臺南場)議程2021國家地震工程研究中心實驗成果研討會(臺南場)議程
四、因應防疫工作，與會當天請配戴口罩，並配合實名制與量測體溫。

中華民國結構工程學會 敬啟-11/04/2021

「2021女科技人大會」即將於12月11日(星期六)線上登場 ：

作者:

親愛的會員大家好,

科技界首次大會師支持女性

「2021 女科技人大會」開始報名

歡迎科技人、職場新鮮人、老師、同學上線參加！

52家科技組織聯合籌辦，12月11日線上登場。

領航科技界的專業女性分享智慧：陳佩君、蘇慧貞、郭淑珍、蔡惠卿、何麗梅、程淑芬、劉怡均、葉常菁、林麗瓊、林志潔等。快上網看看他們是誰？

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跨產政學研的女科技人聯絡網已經形成，會後展開交流、引導與相互學習，讓多元團隊與包容合作的觀念及能力深植於科技界。

大會網站：http://wist2021.etop.org.tw

線上報名：https://forms.gle/mf6a7Xh7ngAtKU8C9

大會 FB：https://fb.me/e/1PaEJmBio

女科技人聯絡網 IG：https://www.instagram.com/wist_taiwan

中華民國結構工程學會 敬啟-11/04/2021

【唐獎教育基金會敬邀】唐獎第四屆頒獎典禮及得獎人演講(全程線上直播)即將於11月20日(星期六)隆重登場

作者:

親愛的會員好,
唐獎教育基金會訂於今(110)年11月20日(星期六)下午2時舉辦「唐獎第四屆頒獎典禮」，8位唐獎得主將分別在所屬國家於線上受獎及發表得獎感言，邀請全球觀眾一起見證2020年唐獎得主傑出成就與貢獻，及分享這份榮譽與喜悅。
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中華民國結構工程學會 敬啟-10/22/2021

Vol.36/No.3 (141) (2021)

作者:

Vol.36/No.3 (141) (2021)

Special issue: Bridge engineering

Guest editor: Dzong-Chwang Dzeng

TitlePlanning and Design of AnShin Bridge, the Ankeng LRT System Xindian River Crossing Bridge
AuthorTeo Eng-Huat, Chang Jhih-Bin, Chang Jung-Tzu
KeywordsCable-Stayed Bridge, Steel Truss Bridge, Wind Tunnel Test
Abstract    Ankeng LRT, located in New Taipei City, is a part of the “3 ring & 6 line railway project”. The route goes through Xindian and Ankeng area, and the section crossing Xindian River is the AnShin Bridge. Since the route crossing Xindian River has a skew with the river channel in 41 degrees, and there is a big turn in the Xindian side in order to enter the K9 station, it makes distance crossing river over 500 m. Moreover, there is a restriction which allows only 2 piers in the Xindian river reservation. In order to fulfill the requirement of the hydrographic as well as the railway system, a cable-stayed and truss composite bridge is used, which is the first in Taiwan and are seldom used in the foreign as well. AnShin Bridge crosses the deep trench area with a big span, a three-span continuous truss girder is used (225m+150m+127m=502m) for the bridge, not only can fulfill the deflection restriction of the railway structure, but also can keep the deformation continuity of the rail and structure at the curve route section. Since the location of the pier is restricted, the A-shaped inclined tower with single pier and the arrangement of the cable was well designed to surmount the imbalanced force due to unbalanced span. Last but not least, the analysis and modeling of the cable-stayed bridge with truss girder, the design detail of the curve and gradient steel truss, and the extra consideration for the railway bridge are some of the design features of AnShin Bridge which is different from the usual. The Anshin Bridge are special not only in the scale, span and design features, but also in the steel details and construction challenge. The design of AnShin Bridge is carried out in this article, some railway bridge design feature including seismic design, wind resistance design as well as the structural detail are also introduced, provide as a reference for the future engineering related project.
TitlePlanning, Design and Construction of the Sanying Second Bridge in New Taipei City
AuthorKang-Yu Peng, Ming-Sing Wu, Tien-Jen Hsiao
KeywordsAdjacent precast PC inverted T-beam, Accelerating Bridge Construction, Construction crossing over the railroad
Abstract

    In recent years, New Taipei City Government has made great efforts to develop various constructions and promote tourism. The rapid growth of traffic volume in Tucheng District, Shulin District, Sanxia District and Yingge District must be actively responded and improved, facing the factors such as urgency of transportation construction, road safety requirements, bottleneck section improvement and the demands for access roads to tourism-developing districts. Among other things, the Sanying Bridge is an important one connecting Yingge and Shulin to Sanxia City Road No.110 and Sanying Interchange of National Highway No. 3. As the current service level of traffic has reached F-level during peak hours, in order to actively improve the traffic bottleneck, New Taipei City Government promotes the construction of the Sanying Second Bridge (hereinafter referred to as this project) to connect the 40m road (Dayi Road) in the Designated Area of Taipei University to share the traffic flow of City Road No. 110 and the Sanying Bridge.

    The planned route of the Sanying Second Bridge connects City Road No. 114 in a turning manner after crossing National Highway No. 3, the Dahan River and the track of Taiwan Railway. It adopts the first domestic inverted T-shaped, precast and prestressed beam to strive for the clearance under the bridge and to boost construction to ensure maintaining smooth traffic of national highway. By using large-span steel box girder for the bridge to cross the Dahan River and the track of Taiwan Railway, the design overcomes the risks of construction during the flood season and railway adjacency. This article aims to provide the design considerations and construction experience of this project which is expected to give a constructive reference to the domestic construction community.

TitleDevelopment of Computer-aid Design System for Prestressed Concrete Bridges Considering Weight-minimum
AuthorGuan-Chun Chen, Po-Hsin Lee, Guan-yu Sung, Jia-Hsuan Li, Chih-Hsing Peng, Zheng-Hong Chen, Yu-Chi Sung
KeywordsPrestressed concrete bridges; Weight-minimum design; Program development
Abstract    Based on the specifications of railway bridges and highway bridges, this study developed the computer-aid design system for weight-minimum of prestressed concrete railway bridges. Creep, shrinkage, and relaxation would cause variation of the prestress tendons and deflection of the structure, leading to a lot of analyses in design. Through the computer-aid design system, complicated analysis can be performed quickly to obtain results, reduce human errors, and improve design efficiency.The results show that the optimized section is valid for reducing the superstructure section area by around 20 % and reducing the area of the pier section by around 2.5%.”
TitleSeismic Performance Design of New RC Bridges subjected to Near-Fault Earthquakes
AuthorKuang-Yen Liu, Chen-Yang Wu
Keywordshigh-strength concrete, bridge column, near-fault earthquake, strain rate, seismic performance assessment
Abstract    This study adopts the stress-strain relationship of localized high-strength reinforced concrete to explore the effect of replacing general-strength concrete with high-strength concrete on the reduction of the cross-sectional dimensions of the bridge column and the amount of steel under the same superstructure load. Case analysis shows that the increase in material strength reduces the crosssection of the bridge column, resulting in an extension of the structural period and a decrease in seismic force, which further achieves the dual goal of reducing the main reinforcement of the bridge column. In addition, when the bridge site is located near the fault, if conventional and high-strength reinforced concrete materials are used, and the contribution of the speed pulse to the high strain rate and the enhancement of the material strength is incorporated, it can also effectively reduce the cross-section of the bridge column and save the amount of main reinforcements. The design results adopt the ATC-40 capacity seismic spectrum method and the Fu-R-T strength and ductility reduction method, and the seismic performance assessment are consistent, verifying that the crosssectional size and the amount of steel reinforcement of the high-strength concrete bridge column are more economical.
TitleEffects of Longitudinal Reinforcement and Aspect Ratios on Deteriorated Hysteresis Behaviors of Reinforced Concrete Bridge Columns
AuthorPing-Hsiung Wang, Wei-Chung Cheng, Kuo-Chun Chang
Keywordsreinforced concrete, bridge column, longitudinal reinforcement, aspect ratio, hysteresis behavior, deteriorations
Abstract    To study the effects of longitudinal reinforcement and aspect ratios on the deteriorated hysteresis behaviors of reinforced concrete (RC) bridge columns, five rectangular RC column specimens with hoop and tie reinforcements are tested under cyclic loading considering longitudinal reinforcement ratios of 0.75%, 1.5%, and 3.0% and aspect ratios of 3, 6, and 10. Furthermore, another five circular RC columns with spiral reinforcement and similar test scheme obtained in the literature are included to further compare the differences of deterioration characteristics resulting from various confining mechanisms. Test results show that the stiffness degradation and pinching severity of column would increase as its longitudinal reinforcement decreases. The pinching severity of column would also increase with decreasing aspect ratio, but the stiffness degradation is barely affected by the aspect ratio. Moreover, due to the well confinement effects, the severity of deteriorations of circular columns are less than those of rectangular columns with the same longitudinal reinforcement ratio and the minimum transverse reinforcements required by seismic design codes. Besides, the failure of rectangular columns is mainly caused by the loosening of transverse reinforcements at seismic hooks, leading to gradually deteriorated confinement and strength. In contrast, the failure of circular columns is primarily induced by the fracture of spirals, resulting in destruction of confinement mechanism and sudden strength loss.
TitleRecommendations of Pushover Analysis and 𝑭𝒖- 𝑹- 𝑻 method for Bridge Seismic Capacity Evaluation and its Algorithm
AuthorDzong-Chwang Dzeng, Dzong-Chwang Dzeng, Ching-Yu Liu, Tsan-Hsiang Chou
Keywordsdynamic time history analysis, pushover analysis, capacity curve, capacity spectrum curve, bilinearization, EPA (Effective Peak Acceleration)
Abstract    While the approach combined pushover analysis with 𝐹௨- 𝑅- 𝑇 process is universally adopted in examination and evaluation of seismic capacity for domestic bridge, there are still many aspects to be reviewed, clarified, expanded and improved to further recognize its applicability and variation and to ensure the reliability of the analyzed results. This work presents an algorithm expanding the period 𝑇଴ at the end of constant spetral design acceleration plateau to obtain the 𝐸𝑃𝐴 (effective peak acceleration) corresponding to any spectrum displacement 𝑆ௗ ), establishing the continuous 𝐸𝑃𝐴 and load condition curve (e.g. displacement and plastic hinge ductility ratio) and verifying its applicability and reliability by comparing the results of simplified regular bridge model analysis with nonlinear dynamic time-history analysis. Combining this continuous EPA and load condition curve with seismic hazard at bridge site, it could be the basis for quantified calculation of bride seismic risk costs and the benefits of retrofit. In addition, this work also studies and reviews the bilinearization method of capacity spectrum curve. It proves that a much greater seismic capacity would be obtained by the “non-elastoplastic bi-linearization method” than the “elastoplastic bi-linearization method” . It should be cautious in practical applications.
TitleHysteretic Model Parameters with Using Support Vector Regression
AuthorTzu-Kang Lin, Tzu-Hui Yang, Hao-Tun Chang, Ping-Hsiung Wang, Kuo-Chun Chang
Keywordssupport vector regression, smooth hysteretic model, pinching, stiffness degradation
Abstract    This study developed artificial intelligence–based models for predicting smooth hysteretic model (SHM) parameters. Recently, an SHM based on the Bouc–Wen model was developed to determine damage accumulation and path dependence of reloading. The model comprises five main parameters that describe the seismic behavior of ductile, flexure-dominated reinforced concrete (RC) bridge columns. However, each time-variant parameter can be derived only through practical experiments and cannot be tested on actual structures; therefore, the SHM is not very practical. In this study, support-vector regression (SVR) was adopted to capitalize on the advantages of the developed SHM, which exhibits superior performance to other existing hysteresis models. Nine different RC bridge columns were tested under displacement time histories, and a total of 119 samples were acquired. Of the samples, 80% were used for training and the remaining 20% were used for testing. The longitudinal reinforcement ratio, aspect ratio, and displacement or residual displacement of individual columns were set as the inputs to the SVR models, and the pinching and stiffness degradation parameters were set as the model output. Time-variant parameters could be predicted accurately with low deviation and error percentages. Moreover, hysteresis loops were generated using the identification parameters, and the SVR prediction results were compared with experimental data. The results indicated that the seismic behavior of the RC bridge columns could be estimated with high reliability using the proposed method without the support of experimental progress and support the SHM to predict the degree of damage. “

第三十六卷第三期 (期別141) (110年)

作者:

第三十六卷第三期 (期別141) (110年)

橋梁工程特刊 

客座主編：曾榮川

標題安坑輕軌線跨新店溪安心橋之橋梁配置與設計
作者張英發、張志斌 、張容慈
關鍵字斜張橋、鋼桁架橋、風洞試驗
摘要    安坑輕軌計畫位於新北市，為政府積極推動之三環六線之一，路線行經 新店及安坑地區，其中跨越新店溪部分之橋梁即為安心橋。因此處路線與新 店溪河道以41度角度斜交，並於新店端設置一處轉彎以便進入K9車站(十四 張站)，使得跨越行水區長度長達500公尺，另受限於行水區內僅能設置兩處 橋墩之限制，在橋梁跨度、高度及橋墩斷面尺寸及型式皆須符合軌道系統以 及防洪水利需求條件下，安心橋採用國內首見且國外亦少有案例之複合式 斜張鋼桁架橋。 安坑輕軌安心橋以大跨度不落墩的方式跨越深槽區，採用三跨連續桁 架主梁之配置（225m+150m+127m=502m），除可滿足軌道結構物對於變位 的要求外，亦可維持轉彎段軌道與結構變位的一致性。本橋受限於橋墩位置 ，採用單柱式A型傾斜橋塔及雙索面鋼索配置，克服長短跨徑差異產生的不 平衡力影響，達到力與美的設計目標。此外，桁架主梁搭配斜張橋之分析與 模擬，以及轉彎段與漸變段之鋼桁架設計細節，加上軌道橋梁在設計上須考 量的項目，均為本橋有別於一般大跨度橋梁之設計特點。 安心橋不論在規模、跨距、量體、工程難度等，均屬國內軌道橋梁首見 ，本文除就安心橋之規劃設計做整體敘述外，也將針對軌道橋梁所需考量之 耐震設計、耐風設計以及構造細節等議題逐一介紹，以提供未來相關工程參 考。
TitlePlanning and Design of AnShin Bridge, the Ankeng LRT System Xindian River Crossing Bridge
AuthorTeo Eng-Huat, Chang Jhih-Bin, Chang Jung-Tzu
KeywordsCable-Stayed Bridge, Steel Truss Bridge, Wind Tunnel Test
Abstract    Ankeng LRT, located in New Taipei City, is a part of the “3 ring & 6 line railway project”. The route goes through Xindian and Ankeng area, and the section crossing Xindian River is the AnShin Bridge. Since the route crossing Xindian River has a skew with the river channel in 41 degrees, and there is a big turn in the Xindian side in order to enter the K9 station, it makes distance crossing river over 500 m. Moreover, there is a restriction which allows only 2 piers in the Xindian river reservation. In order to fulfill the requirement of the hydrographic as well as the railway system, a cable-stayed and truss composite bridge is used, which is the first in Taiwan and are seldom used in the foreign as well. AnShin Bridge crosses the deep trench area with a big span, a three-span continuous truss girder is used (225m+150m+127m=502m) for the bridge, not only can fulfill the deflection restriction of the railway structure, but also can keep the deformation continuity of the rail and structure at the curve route section. Since the location of the pier is restricted, the A-shaped inclined tower with single pier and the arrangement of the cable was well designed to surmount the imbalanced force due to unbalanced span. Last but not least, the analysis and modeling of the cable-stayed bridge with truss girder, the design detail of the curve and gradient steel truss, and the extra consideration for the railway bridge are some of the design features of AnShin Bridge which is different from the usual. The Anshin Bridge are special not only in the scale, span and design features, but also in the steel details and construction challenge. The design of AnShin Bridge is carried out in this article, some railway bridge design feature including seismic design, wind resistance design as well as the structural detail are also introduced, provide as a reference for the future engineering related project.
標題新北市三鶯二橋新建工程之規劃設計與施工
作者彭康瑜 、吳明興 、蕭天任
關鍵字密排倒T型預鑄預力梁、橋梁快速施工、跨越鐵路施工
摘要    近年來新北市政府極力發展各項建設及推動觀光，土城區、樹林區、三 峽區及鶯歌區之交通量成長快速，面對交通建設急迫性、道路安全需求性、 瓶頸路段改善及觀光發展區聯外道路需求等因素，必須積極因應與改善。其 中，三鶯大橋為鶯歌與樹林通往三峽市道110與國道3號三鶯交流道之重要 聯絡橋梁，由於現況交通服務水準尖峰時間已達到F級，為積極改善此交通 瓶頸，新北市政府推動三鶯二橋新建工程（以下稱本工程），銜接台北大學 特定區內之40m道路（大義路），以分擔市道110及三鶯大橋之車流。 三鶯二橋的規劃路線，於穿越國道3號、跨越大漢溪及台鐵軌道後，以 迴轉方式銜接市道114，在穿越國道路段，採用國內首創倒T型預鑄預力梁， 爭取橋下淨高並加速橋梁施工，確保國道交通維持的順暢。跨越大漢溪與台 鐵軌道，採大跨徑鋼箱型梁橋設計，克服汛期與鄰接鐵路施工的風險。本文 旨在提出本工程的設計考量與施工經驗，期對國內工程界有一建設性的參考。
TitlePlanning, Design and Construction of the Sanying Second Bridge in New Taipei City
AuthorKang-Yu Peng, Ming-Sing Wu, Tien-Jen Hsiao
KeywordsAdjacent precast PC inverted T-beam, Accelerating Bridge Construction, Construction crossing over the railroad
Abstract

    In recent years, New Taipei City Government has made great efforts to develop various constructions and promote tourism. The rapid growth of traffic volume in Tucheng District, Shulin District, Sanxia District and Yingge District must be actively responded and improved, facing the factors such as urgency of transportation construction, road safety requirements, bottleneck section improvement and the demands for access roads to tourism-developing districts. Among other things, the Sanying Bridge is an important one connecting Yingge and Shulin to Sanxia City Road No.110 and Sanying Interchange of National Highway No. 3. As the current service level of traffic has reached F-level during peak hours, in order to actively improve the traffic bottleneck, New Taipei City Government promotes the construction of the Sanying Second Bridge (hereinafter referred to as this project) to connect the 40m road (Dayi Road) in the Designated Area of Taipei University to share the traffic flow of City Road No. 110 and the Sanying Bridge.

    The planned route of the Sanying Second Bridge connects City Road No. 114 in a turning manner after crossing National Highway No. 3, the Dahan River and the track of Taiwan Railway. It adopts the first domestic inverted T-shaped, precast and prestressed beam to strive for the clearance under the bridge and to boost construction to ensure maintaining smooth traffic of national highway. By using large-span steel box girder for the bridge to cross the Dahan River and the track of Taiwan Railway, the design overcomes the risks of construction during the flood season and railway adjacency. This article aims to provide the design considerations and construction experience of this project which is expected to give a constructive reference to the domestic construction community.

標題預力橋梁結構檢核與輕量化設計輔助介面開發
作者陳冠淳 、李柏辛 、宋冠諭 、李家萱、 彭知行 、陳正鴻 、宋裕祺
關鍵字預力混凝土橋梁、輕量化設計、程式開發
摘要    預力混凝土橋梁在施工期間與完工後，或因採用工法不同、或因混凝土 潛變乾縮及預力鋼腱鬆弛等特性導致結構應力與撓度具備時變特性，結構 設計時須能考量此些過程，確認造成構件可能發生最大應力究係發生於各 施工階段或完工使用階段，乃至於是受何種因素影響所及，方能獲得合理的 設計成果。為能執行此一設計程序，大量的分析工作實不可避免，設計輔助 介面開發亦屬需要。 本研究係依據鐵路橋梁設計規範、鐵路橋梁耐震設計規範、公路橋梁設 計規範與公路橋梁耐震設計規範，建立預力混凝土橋梁之檢核與輕量化輔 助設計介面，並說明此介面計算原理與流程。為有效降低輕軌捷運橋梁斷面 尺寸，本研究依逃生走道需求及橋梁電力設施、隔音牆配置等，提出中路式 箱型梁斷面，作為輕量化方案進行有限元素模型分析與設計，並與實際案例 進行比較。透過本檢核與輕量化輔助設計介面可以大量執行繁複的分析工 作，可以減少人為錯誤與檢核時間、提高設計效率、供使用者快速得到設計 檢核結果、提升操作便利性。分析結果顯示，中路式箱型梁斷面在該案例中 ，上部結構斷面積減少約20%，橋柱斷面積則減少約2.5%。
TitleDevelopment of Computer-aid Design System for Prestressed Concrete Bridges Considering Weight-minimum
AuthorGuan-Chun Chen, Po-Hsin Lee, Guan-yu Sung, Jia-Hsuan Li, Chih-Hsing Peng, Zheng-Hong Chen, Yu-Chi Sung
KeywordsPrestressed concrete bridges; Weight-minimum design; Program development
Abstract    Based on the specifications of railway bridges and highway bridges, this study developed the computer-aid design system for weight-minimum of prestressed concrete railway bridges. Creep, shrinkage, and relaxation would cause variation of the prestress tendons and deflection of the structure, leading to a lot of analyses in design. Through the computer-aid design system, complicated analysis can be performed quickly to obtain results, reduce human errors, and improve design efficiency.The results show that the optimized section is valid for reducing the superstructure section area by around 20 % and reducing the area of the pier section by around 2.5%.”
標題應用高強度鋼筋混凝土於斷層近域橋梁之耐震性能設計
作者劉光晏 、吳振揚
關鍵字高強度鋼筋混凝土、橋柱、近斷層地震、應變率、耐震性能檢核
摘要    本研究採用本土化之高強度鋼筋混凝土受圍束之應力應變關係，探討 高強度混凝土取代一般強度混凝土後，在相同的上部結構載重作用下，對於 橋柱斷面尺寸與鋼筋用量縮減之影響。案例分析顯示，因材料強度提升後使 橋柱斷面縮小，造成結構周期延長與地震力下降，進一步達到橋柱主筋減量 的雙重目標。此外，當橋梁工址位於斷層近域，如採用一般強度或高強度鋼 筋混凝土材料，並納入速度脈衝引致高應變率來提升材料強度之貢獻，亦可 有效縮減橋柱斷面及節省主筋量。設計成果採用ATC-40容量震譜法與Fu-RT強度韌性折減法，耐震性能檢核均符合，驗證高強度混凝土橋柱之斷面尺寸與鋼筋量更具經濟性。
TitleSeismic Performance Design of New RC Bridges subjected to Near-Fault Earthquakes
AuthorKuang-Yen Liu, Chen-Yang Wu
Keywordshigh-strength concrete, bridge column, near-fault earthquake, strain rate, seismic performance assessment
Abstract    This study adopts the stress-strain relationship of localized high-strength reinforced concrete to explore the effect of replacing general-strength concrete with high-strength concrete on the reduction of the cross-sectional dimensions of the bridge column and the amount of steel under the same superstructure load. Case analysis shows that the increase in material strength reduces the crosssection of the bridge column, resulting in an extension of the structural period and a decrease in seismic force, which further achieves the dual goal of reducing the main reinforcement of the bridge column. In addition, when the bridge site is located near the fault, if conventional and high-strength reinforced concrete materials are used, and the contribution of the speed pulse to the high strain rate and the enhancement of the material strength is incorporated, it can also effectively reduce the cross-section of the bridge column and save the amount of main reinforcements. The design results adopt the ATC-40 capacity seismic spectrum method and the Fu-R-T strength and ductility reduction method, and the seismic performance assessment are consistent, verifying that the crosssectional size and the amount of steel reinforcement of the high-strength concrete bridge column are more economical.
標題縱向鋼筋比及高寬比對鋼筋混凝土橋柱遲滯衰減行為之影響
作者王柄雄 、鄭維中 、張國鎮
關鍵字鋼筋混凝土、橋柱、縱向鋼筋、高寬比、遲滯行為、衰減
摘要    為了解縱向鋼筋比及高寬比對鋼筋混凝土橋柱遲滯衰減行為之影響， 本研究規劃五座矩形橫箍筋橋柱之反覆載重試驗，考慮之縱向鋼筋比為 0.75%、1.5%及3.0%，橋柱之高寬比為3、6及10。再加上文獻相關圓形螺箍 筋橋柱之試驗結果，以綜合探討不同斷面圍束型式及設計參數對多項結構 性質之衰減特性，如強度衰減、勁度折減及束縮行為之影響。試驗結果顯示 ，橋柱之勁度折減程度及加載路徑之束縮嚴重程度，皆會隨著縱向鋼筋比的 降低而趨於嚴重；而高寬比對勁度折減之影響不甚明顯，但加載路徑之束縮 效應則是會隨著高寬比的降低而趨於嚴重。此外，在相同的縱向鋼筋比及滿 足耐震設計規範最低橫向鋼筋用量的前提下，圓形螺箍柱因有較好的圍束 作用，其衰減幅度會比矩形橫箍柱來的輕微。在試體破壞模式的比較方面， 矩形橫箍柱主要因其箍繫筋之彎鉤外撐鬆脫以致圍束失效，而產生漸進式 的強度衰減破壞；圓形螺箍柱則為螺箍筋發揮至極限應變斷裂以致圍束機 制崩解，而發生急遽的強度損失破壞。
TitleEffects of Longitudinal Reinforcement and Aspect Ratios on Deteriorated Hysteresis Behaviors of Reinforced Concrete Bridge Columns
AuthorPing-Hsiung Wang, Wei-Chung Cheng, Kuo-Chun Chang
Keywordsreinforced concrete, bridge column, longitudinal reinforcement, aspect ratio, hysteresis behavior, deteriorations
Abstract    To study the effects of longitudinal reinforcement and aspect ratios on the deteriorated hysteresis behaviors of reinforced concrete (RC) bridge columns, five rectangular RC column specimens with hoop and tie reinforcements are tested under cyclic loading considering longitudinal reinforcement ratios of 0.75%, 1.5%, and 3.0% and aspect ratios of 3, 6, and 10. Furthermore, another five circular RC columns with spiral reinforcement and similar test scheme obtained in the literature are included to further compare the differences of deterioration characteristics resulting from various confining mechanisms. Test results show that the stiffness degradation and pinching severity of column would increase as its longitudinal reinforcement decreases. The pinching severity of column would also increase with decreasing aspect ratio, but the stiffness degradation is barely affected by the aspect ratio. Moreover, due to the well confinement effects, the severity of deteriorations of circular columns are less than those of rectangular columns with the same longitudinal reinforcement ratio and the minimum transverse reinforcements required by seismic design codes. Besides, the failure of rectangular columns is mainly caused by the loosening of transverse reinforcements at seismic hooks, leading to gradually deteriorated confinement and strength. In contrast, the failure of circular columns is primarily induced by the fracture of spirals, resulting in destruction of confinement mechanism and sudden strength loss.
標題側推分析暨𝐹௨- 𝑅- 𝑇法於橋梁耐震評估強化及其演算法之建議
作者曾榮川 、黃鎮齊 、劉靖俞 、周贊翔
關鍵字動力歷時分析、側推分析、容量曲線、容量譜曲線、雙線性化、 EPA(有效最大地表加速度)
摘要    側推分析暨Fu‐R‐T法目前為國內橋梁耐震能力檢核或評估所普遍採用， 但在實務應用上仍有多方面待檢討釐清及擴充強化，以進一步了解此方法 的適用性及變異性，確保分析評估結果的可靠度。本文提出了對水平譜加速 度係數短、中週期分界T0的擴充，以及求得譜位移Sd對應之EPA(有效最大地 表加速度)的演算法，建立連續的EPA與受力狀況(如位移、塑鉸韌性比等)曲 線，並經由規則橋梁簡化模型的案例分析，與非線性動力歷時分析結果比較 檢討，確認其適用性與可靠度。利用此一連續的EPA與受力狀況曲線，結合 橋址處的地震危害度，可作為量化計算橋梁震害風險成本或補強效益的依 據基礎。除此外，本文也針對容量譜曲線雙線性化方法的研析檢討，證明了 採用「非彈塑性雙線性化」方法，將會得到較「彈塑性雙線性化」方法為高 的橋梁耐震能力，且有相當幅度，在實務應用上須謹慎注意。
TitleRecommendations of Pushover Analysis and 𝑭𝒖- 𝑹- 𝑻 method for Bridge Seismic Capacity Evaluation and its Algorithm
AuthorDzong-Chwang Dzeng, Dzong-Chwang Dzeng, Ching-Yu Liu, Tsan-Hsiang Chou
Keywordsdynamic time history analysis, pushover analysis, capacity curve, capacity spectrum curve, bilinearization, EPA (Effective Peak Acceleration)
Abstract    While the approach combined pushover analysis with 𝐹௨- 𝑅- 𝑇 process is universally adopted in examination and evaluation of seismic capacity for domestic bridge, there are still many aspects to be reviewed, clarified, expanded and improved to further recognize its applicability and variation and to ensure the reliability of the analyzed results. This work presents an algorithm expanding the period 𝑇଴ at the end of constant spetral design acceleration plateau to obtain the 𝐸𝑃𝐴 (effective peak acceleration) corresponding to any spectrum displacement 𝑆ௗ ), establishing the continuous 𝐸𝑃𝐴 and load condition curve (e.g. displacement and plastic hinge ductility ratio) and verifying its applicability and reliability by comparing the results of simplified regular bridge model analysis with nonlinear dynamic time-history analysis. Combining this continuous EPA and load condition curve with seismic hazard at bridge site, it could be the basis for quantified calculation of bride seismic risk costs and the benefits of retrofit. In addition, this work also studies and reviews the bilinearization method of capacity spectrum curve. It proves that a much greater seismic capacity would be obtained by the “non-elastoplastic bi-linearization method” than the “elastoplastic bi-linearization method” . It should be cautious in practical applications.
標題以支持向量回歸法預測平滑遲滯模型參數之研究
作者林子剛 、楊子慧 、張皓惇 、王柄雄 、張國鎮
關鍵字支持向量機，支持向量回歸，平滑遲滯模型，勁度衰減，束縮
摘要    本研究開發一套以人工智慧為基礎的模型，將其用於預測平滑遲滯模 型(Smooth Hysteretic Model, SHM)的相關參數。近年來以Bouc-Wen模型為 基礎的平滑遲滯模型常被用於判定損害累積與遲滯迴圈的加載路徑，該類 模型包含五種主要參數，這些參數用以描述受撓曲為主的鋼筋混凝土 (Reinforced Concrete, RC)橋柱之耐震性能。其中，與時間變化相關的參數， 僅能透過實驗取得，但實際上無法頻繁使用真實結構物進行試驗，進而影響 平滑遲滯模型的實用性。雖然平滑遲滯模型的方便性有待商榷，但其性能表 現優於其他現有的遲滯模型，因此本研究試以支持向量回歸法(supportvector regression, SVR)，結合人工智慧與平滑遲滯模型的優勢，開發一套更 加完善之遲滯模型，以利橋梁震損與耐震性評估。研究資料取自近年來進行 實驗之九座不同RC橋柱，樣本資料共有119筆勁度衰減參數與81筆束縮參數資料。並以80%資料進行訓練，其餘20%資料用於測試。將各橋柱的主筋比 、高寬比、位移及殘餘位移做為輸入參數，透過支持向量回歸法，預測出該 橋柱之勁度衰減與束縮參數。該方法能在低誤差的情況下，精準預測各項時變參數。最後，將分別以支持向量回歸法預測之參數，與實驗數據識別之參 數繪製之遲滯迴圈進行比較。分析結果表明，利用本研究所提出之方法，可 以進行可靠的橋柱耐震性預測，無須進行繁雜的實驗流程，即可達成協助平滑遲滯模型預測橋柱之震損程度與耐震特性。
TitleHysteretic Model Parameters with Using Support Vector Regression
AuthorTzu-Kang Lin, Tzu-Hui Yang, Hao-Tun Chang, Ping-Hsiung Wang, Kuo-Chun Chang
Keywordssupport vector regression, smooth hysteretic model, pinching, stiffness degradation
Abstract    This study developed artificial intelligence–based models for predicting smooth hysteretic model (SHM) parameters. Recently, an SHM based on the Bouc–Wen model was developed to determine damage accumulation and path dependence of reloading. The model comprises five main parameters that describe the seismic behavior of ductile, flexure-dominated reinforced concrete (RC) bridge columns. However, each time-variant parameter can be derived only through practical experiments and cannot be tested on actual structures; therefore, the SHM is not very practical. In this study, support-vector regression (SVR) was adopted to capitalize on the advantages of the developed SHM, which exhibits superior performance to other existing hysteresis models. Nine different RC bridge columns were tested under displacement time histories, and a total of 119 samples were acquired. Of the samples, 80% were used for training and the remaining 20% were used for testing. The longitudinal reinforcement ratio, aspect ratio, and displacement or residual displacement of individual columns were set as the inputs to the SVR models, and the pinching and stiffness degradation parameters were set as the model output. Time-variant parameters could be predicted accurately with low deviation and error percentages. Moreover, hysteresis loops were generated using the identification parameters, and the SVR prediction results were compared with experimental data. The results indicated that the seismic behavior of the RC bridge columns could be estimated with high reliability using the proposed method without the support of experimental progress and support the SHM to predict the degree of damage. “

第三十六卷第二期 (期別140) (110年)

作者:

第三十六卷第二期 (期別140) (110年)

標題長跨桁架圍束式挫屈束制支撐之研究
作者陳雋、林昱成、吳安傑、陳律安、蔡克銓
關鍵字挫屈束制支撐、巨型斜撐、桁架圍束單元、撓曲剛度、剪力剛度、 穩定性分析
摘要跨越多樓層之挫屈束制支撐在高層建築結構中的抗震應用漸趨廣泛，桁架圍束式挫屈束制支撐（truss-confined buckling-restrained brace, TC-BRB） 為較新型之 BRB，TC-BRB 於圍束鋼管外部再配置一桁架圍束系統，由任意數量、方向與尺寸之桁架構架所構成，並與圍束鋼管共組成圍束單元來提供所需之撓曲剛度；因此其圍束鋼管與內灌水泥砂漿的撓曲剛度與斷面需求得以大幅下降。當安裝為具長跨與高軸力容量之斜撐構件時，更得以發揮減少材料用量、自重及初始凹曲等優點。本研究提出一全新型 TC-BRB，將桁架圍束系統之斷面高度由過去的等斷面改為沿 BRB 軸向變化，於跨中央最高並以正弦函數曲線向兩端漸縮，更有效率地使用材料並獲更優美之外觀。為使此新創型 BRB 方便實際工程應用，本研究建立穩定性理論模型與耐震設計方法並進行相關實驗與數值驗證。先提出桁架圍束系統等效撓曲剛度與剪力剛度計算方式，再建立穩定性理論模型。考量剪力效應計算 TC-BRB 之整體彈性撓曲挫屈強度（Pcr）；並再考量初始缺陷與材料非線性行為來計算整體挫屈破壞強度（Plim）。本研究並藉 ABAQUS 有限元素模型分析進行數值驗證，結果顯示理論模型在圍束單元的 Pcr 計算上，誤差小於 10%；而於整體 TC-BRB 的 Pcr 計算上，誤差更小於 3%。為驗證理論並評估 TC-BRB 之實際遲滯消能行為，本研究第一階段設計並新造兩組具不同桁架圍束系統型態、1/5 縮尺總長 6.3 米、100 噸級之 TC-BRB 試體，利用國家地震工程研究中心多軸向試驗系統執行反覆加載試驗。理論模型考量殘餘應力的效應後，預測所得 Plim 與試驗結果的誤差小於 6%；實驗證實本研究所建理論模型於穩定性預測之準確性，更證實本研究所提之設計方法與檢核程序的可靠性。為觀察 TC-BRB 更嚴峻的耐震消能與穩定性表現，本研究第二階段再設計兩組 TC-BRB 試體並提高其整體穩定性容量，理論預測的 Plim 與試驗所得結果兩者誤差小於 7%，再次確認所提理論模型之準確性；本文提供 TC-BRB 之耐震設計流程與範例以供參考。
TitleLong-Span Buckling-Restrained Braces using Truss-Confined Restrainers
AuthorChun Chen, Yu-Cheng Lin, An-Chien Wu, Lu-An Chen, Keh-Chyuan Tsai
Keywordsbuckling-restrained brace, mega brace, truss-confined restrainer, flexural rigidity, shear rigidity, stability analysis
AbstractLong span buckling-restrained braces (BRBs) are getting popular for applications in seismic tall buildings. Recently, a novel type of BRB, namely the truss-confined BRB (TC-BRB) with a constant-depth truss built into the restrainerhas been investigated. The TC-BRB’s restrainer is constructed by attaching an additional truss system composed of several steel open-web truss frames outside the central steel casing in order to develop the overall restraining rigidity. Thus, the cross-sectionof the central steel casing and the weight of the infilled mortar in the TC-BRB can be significantly reduced in comparison with the conventional BRBs. The initial crookedness caused by the BRBs’ self-weight can also be reduced in the cases of long-span and large axial capacity BRB designs. This study investigates a new type of TC-BRB using a varying-depth truss system in the restrainers. This type of TC-BRB could save construction material and achieve the structural aesthetic more effectively than those using the constant-depth trusses. In this study, stability analytical model and seismic design procedures are developed and verified. Key mechanical properties including equivalent flexural rigidity and shear rigidity of the truss system are firstly presented. It is illustrated that the TC-BRBs’ elastic flexural buckling strength (Pcr) can be satisfactorily computed by incorporating Timoshenko shear effect into the classical stability theory. TC-BRBs’s buckling failure strength (Plim) can be further computed by considering the initial imperfections and inelastic material property.Abaqus finite element model (FEM) analysis results indicate that the proposed analytical model can satisfactorily predict the restrainers’ Pcr with errors less than 10%; and predict the TC-BRBs’ Pcr with errors less than 3%. In the first phase experiment, two 1/5-scale TC-BRB specimens, each of 6.3m long with the 1016-kN nominal yield strength anda constant- or varying-depth truss design, were tested in NCREE. Cyclic test results confirm that the Plim of the two TC-BRB specimens can be accurately predicted using the proposed analytical model with errors less than 6% when the effects of residual stresses in the truss members are considered. In the second phase experiment, two additional specimens were fabricated with significantly increased stability capacities. Cyclic test results show that the Plim of these two specimens can also be accurately predicted with the errors less than 7%, further confirm the reliability of the proposed analytical model. The TC-BRBs’ experimental performance also suggests that the proposed design procedures are generally conservative and practical. This study concludes with the recommendations, produres and examples on the seismic design of the proposed TC-BRBs using the constant- or varying-depth trussses.
標題非定值軸力作用下含組合繫筋 RC 柱之耐震性能
作者李台光、陳正誠
關鍵字組合繫筋、搭接長度、軸拉力、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4座大尺寸鋼筋混凝土柱試體之反復側向載重試驗，探討非定值軸力作用下含組合繫筋RC柱之耐震性能。研究結果顯示：(1)非定值軸力作用下，使用180度彎鉤一體繫筋(兩端使用180度彎鉤之一體繫筋)之試體承受軸壓力之韌性(塑性轉角)表現最佳，使用組合繫筋之試體次之，使用傳統繫筋(一端具有135度彎鉤，而另一端為90度彎鉤之繫筋)之試體韌性表 現最差；(2)不論使用組合繫筋、180度彎鉤一體繫筋或傳統繫筋之RC柱試體，承受軸拉力之韌性表現優於承受軸壓力之韌性表現；(3)僅承受軸壓力之柱，當柱軸力比小於30%時，可採用組合繫筋取代傳統繫筋；(4)建築結構內柱承受較大之軸壓力，當柱在地震過程中僅承受軸壓力，且柱軸力比大於30%時，此時使用組合繫筋不但可以合乎規範要求且施工容易；(5)當柱在地震過程中承受反復軸力(即軸壓力及軸拉力)時，一般而言此種情形之 柱軸力比小於30%，此時可以採用組合繫筋取代傳統繫筋。
TitleThe seismic performance of reinforced concrete columns using the lap-spliced crosstie with various axial load
AuthorTai-Kuang Lee, Cheng-Cheng Chen
Keywordslap-spliced crosstie, lap splice length, axial tension, 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, the cyclic lateral load test of four large-scale reinforced concrete columns with axial force proportional to the lateral force was conducted to discuss the seismic performance of RC columns with lap-spliced crossties and investigate the axial tension load effect. The research results are presented as follows: (a) The seismic performance of the specimens that adopted lap-spliced crossties is superior to that of the specimen using conventional crossties and worse than that of the specimen using crossties featuring a 180° hook on the two ends. (b) The ductility of RC columns comprising lap-spliced crossties, crossties featuring a 180° hook on the two ends and conventional crossties under axial tension is superior to that under axial compression. (c) For RC columns under axial compression, when the axial force ratio is less than 30%, lap-spliced crossties can be used instead of conventional crossties. (d) The inner columns of the building structure are subjected to large axial compression. When the columns are only subjected to axial compression during the earthquake, and the column axial force ratio is greater than 30%, the use of lap-spliced crossties can not only meet the ACI design requirements, but also facilitate the construction. (e) When the columns are subjected to repeated axial forces (axial compression and axial tension) during the earthquake, generally speaking, the column axial force ratio in this case is less than 30%. In this case, lap-spliced crossties can be used to replace conventional crossties.
標題自來水配水池結構耐震評估之載重需求
作者翁元滔、劉季宇、沈文成、林敏郎、李昭賢、鍾立來
關鍵字自來水設施、耐震評估、配水池
摘要進行池狀結構之耐震評估與分析程序時，須先估算其所須考慮的靜載重、活載重、土壤載重、流體載重、溫度載重及地震載重，其中地震載重又可分成地震引致流體動態載重、土壤動態載重及構體本身之地震力等，而地震引致流體之動態載重又可分成流體衝擊模態載重、流體對流模態載重、流體垂直振動引致之水平動態載重等；其次，地震引致土壤之動態載重又可分成土壤主、被動土壓力等；另外，池狀結構構體本身亦應考慮其垂直地震力及池牆本身之側向慣性力。本研究針對國內常見的池狀結構的載重需求估算方式與耐震評估流程進行研討，俾使其耐震評估與分析程序更加完備。
TitleLoad demand assessment of liquid storage tank in water supply facilities
AuthorYuan-Tao Weng, Gee-Yu Liu, Wen-Cheng Shen, Min-Lang Lin, Lap-Loi Chung, Chao- Hsien Li
Keywordswater supply facilities, seismic evaluation, liquid storage tank
AbstractWhen carrying out the seismic evaluation and analysis procedure of the liquid storage tank, the static load, live load, soil load, fluid load, temperature load and seismic load must be estimated first. The seismic load can be divided into earthquake-induced fluid dynamic load, dynamic load of the soil and the seismic force induced by the self-weight of the structure. Firstly, the dynamic load of the fluid caused by the earthquake can be further divided into the fluid impulsive modal load, the fluid convective modal load, and the horizontal dynamic load caused by the vertical vibration of the fluid. Secondly, the soil dynamic load caused earthquakes can also be divided into active soil pressure and passive soil pressure. In addition, the vertical seismic force of the liquid storage tank and the lateral inertial force of the tank wall should also be considered. This study focuses on load demand assessment methods and seismic evaluation process for the common pool-like water tank structure in Taiwan to make the seismic evaluation and analysis procedures more feasible and reasonable.
標題跨斷層橋梁之地震反應研究
作者洪曉慧、何蓮桂、何宜哲、莊清鏘、黃仲偉
關鍵字跨斷層橋梁、非線性動力歷時、多支承輸入、地表位移輸入
摘要目前橋梁耐震規範主要是透過放大係數來考慮近斷層效應，對於跨斷層 橋梁並無相關的規定。然而跨斷層橋梁在斷層線兩側由於會因地表相對錯動而導致不同的變形趨勢，因此在數值模擬上必須採用多支承非同步輸入，計算橋梁模型在地震作用下的結構地震反應。本研究之目的在建立以地表位移輸入法為基礎之多支承地震輸入方式，用以探討跨斷層橋梁受地震作用之反應。首先以近斷層地震的地表加速度歷時經數值積分得到對應的地表位移歷時，利用多支承位移輸入方式進行非線性動力歷時分析來模擬跨斷層橋梁的地震反應。並進一步比較地表位移分配方式、斷層穿越角度、橋面板支承形式等對於跨斷層橋梁受震反應之影響。數值模擬結果顯示非同步輸入地震歷時會使橋梁結構產生局部較大變形與內力；同步輸入地震歷時則會使橋梁結構產生較大的絕對加速度。此外，本文就位移的分配方式區分為絕對錯位和相對錯位兩種，數值結果顯示在內力計算的部分，相對錯位與絕對錯位所得之最大值差異不大；但變形的部分，絕對錯位所得之最大值往往高於相對錯位所得之最大值。模擬同時顯示斷層水平角45度的作用下，對於柱底扭矩會產生較明顯的放大，但其餘物理量會小於斷層水平角90度的作用。最後，本文依主梁與柱頂接合處不同的邊界條件，將橋型分為連續橋、簡支梁橋和構架橋等三種。構架橋與連續橋的最大歷時反應相當接近，簡支梁橋各項物理量的最大歷時反應相較於連續橋可能增大或減少。
TitleSeismic Performance of Crossing–fault Bridges
AuthorHsiao-Hui Hung, Lian-Gui He, Yi-Che Ho, Ching-Chiang Chuang, Chang-Wei Huang
KeywordsCrossing-fault bridge, nonlinear time history, multiple excitation, ground displacement input
AbstractThe influences of near-fault earthquakes are taken into account only by the magnification factors in the seismic design code for highway bridges. There are no related specifications about crossing-fault bridges in the design code. However, cross-fault bridges which are subjected to different ground motions at opposite sides of the fault line suffer more attacks in earthquakes. In this study, the seismic responses of cross-fault bridges are simulated with the multiple-excitation method and solved by nonlinear dynamic time history analyses. The displacement time history of each excitation is obtained by integrating the acceleration time history of a near-fault ground motion. The influences of the velocity impulse and residual displacements of near-fault earthquakes on the seismic responses of cross-fault bridges are discussed. In addition, the effects of the boundary conditions of the bridge deck and the angle between the bridge and fault line on the seismic responses of cross-fault bridges are also elaborated here. Numerical results demonstrate that the multiple-excitation simulation obtained larger local deformation and internal forces. On the other hand, the single-excitation simulation obtained larger absolute acceleration. Moreover, the ground displacements from integration are further divided into absolute displacements and relative displacements, which are assigned to the ground motions at opposite sides of the fault line. Numerical results show that there are no obvious differences on internal forces between these two displacement distributions. However, the absolute displacement generates larger member deformation. Moreover, the torsions at the bottom of bridge columns are magnified when the fault angle is 45°. Finally, the influences of different boundary conditions between bridge slabs and columns on the seismic responses are investigated. The seismic responses of rigid connections are similar to those of pin connections while the seismic responses of simply supported bridges have different characteristics
標題不規則橋梁機率式耐震與倒塌風險評估之研究
作者劉光晏、呂依涵
關鍵字橋梁、勁度不規則、基樁裸露、土壤彈簧、機率式倒塌評估
摘要本研究探討既有群樁基礎橋梁，因沖刷導致基礎裸露前、後之耐震性能及倒塌機率。首先，針對土壤結構互制行為進行實驗與分析比較。根據群樁基礎單柱結構之雙軸向大型振動台實驗結果，比較美國石油協會（API ）、日本道路橋示方書（JRA）及本研究之等值線性土壤彈簧法。研究結果顯示，在綜合考量時間成本與結果準確度下，API土壤彈簧法是較佳之樁土互制模擬方式。爰此，將API土壤彈簧應用至一座四跨全橋模型，採用增量動力分析法（IDA）並參考FEMA P58流程，探討不同橋基裸露程度之破壞模式、構件轉角韌性容量與不同等級地震之耐震能力與破壞機率，最後再與公路橋梁耐震評估與補強設計規範草案（2018年版）之靜力側推分析法進行比較。案例分析顯示，FEMA P58要求等級III地震作用下倒塌機率小於 10%，對於橋梁結構過於嚴格。短柱位置之樁基礎發生裸露時，對整體耐震性能有明顯降低。採用側推分析進行勁度不規則橋梁之耐震能力評估時， 其結構反應較動力分析有不保守的疑慮。
TitleProbabilistic Assessment of Seismic Performance and Collapse Risk for Irregularly Bridge
AuthorKuang-Yen Liu, Yi-Han Lu
KeywordsScouring Effect, Soil Spring, Group Pile Effect, Probabilistic Assessment Method, Collapse Risk Analysis, Incremental Dynamic Analysis, Static Pushover Analysis
AbstractThis study investigates the seismic performance and collapse risk of a group pile foundation irregularly bridge after scouring, which use API soil spring method to build a group pile foundation, four-span bridge models, and use probabilistic assessment to discuss the seismic performance due to different scouring places. This methodology was presented by previous researcher. For numerical analysis, this study uses SAP2000 to do incremental dynamic analysis (IDA). Afterward, based on the result, also establish fragility curve considering IO, LS, and CP performance. This study also uses pushover analysis to evaluate the seismic performance of bridge after scouring. The result shows the first yielding point for group pile will appear at the top of the pile. Second, Seismic performance for the bridge will have the greatest influence when scouring was taken place at the pier which has the biggest stiffness difference compare to its nearby pier. Last, pushover analysis for irregularly bridge may underestimate its reaction compare to nonlinear time history analysis. All in all, this simplified probabilistic procedure can be used as a reference for future seismic performance evaluation for bridges.