結構工程期刊

第三十八卷第四期 (期別150) (112年)

作者:

第三十八卷第四期 (期別150) (112年)

標題組合式橢圓形鋼框補強構件之分析方法研究
作者許家銓、許家瑋、洪曉慧、周光武、蘇進國、宋裕祺
關鍵字近斷層地震、結構補強、組合式鋼框
摘要組合式橢圓形鋼框補強構件係由鋼框架與硫化橡膠複合而成。為一種兼具承載、耐震、使用機能、快速施工與自復位等多重功能之新型混凝土構架補強工法，可有效降低近斷層地震造成之結構損壞。此補強構件詳細分析需藉由三維有限元素法以完整考量局部力量傳遞和變形諧和關係，有限元素雖可清楚掌握各元件發展情形，但分析時間成本及評估技巧較為繁重。為使設計者能快速掌握本補強工法箇中關鍵以利於投入實務應用，本研究先進行嚴謹的有限元素分析，再透過實驗與分析結果比對，提出一套簡化分析流程。本研究先進行組合式橢圓形鋼框補強構件之設計理念概述，簡述本補強構件研發過程所進行之試體規劃、實驗過程及補強成效，再詳述複雜的三維有限元素法分析流程，同時將其所得成果與補強構架試驗結果進行比較，以確認整體結構構件之特性，再建構梁柱系統搭配斜撐的簡易分析方式，從中求取快速分析要點。根據結果顯示，本研究所提組合式橢圓形鋼框補強工法及其簡易評估流程，已可達到快速補強混凝土構架之功用，並可求得不失準確且保守的分析結果，希冀相關研究成果可為本土結構物耐震補強帶來新工法和新思維。
TitleStudy on analysis of a reinforced concrete portal frame retrofitted with an elliptically hollow steel frame infilled with rubber cylinders
AuthorChia-Chuan Hsu,Chia-Wei Hsu,Hsiao-Hui Hung, Kuang-Wu Chou,Chin-Kuo Su,Yu-Chi Sung
Keywordsnear-fault ground motion, seismic retrofit, RC frame, steel oval
hollow section, rubber, equivalent brace
AbstractThis study proposes an analysis procedure for engineers to apply a new method of retrofitting a reinforced concrete frame. This retrofitting method uses an elliptically hollow member, which is created with a steel frame infilled with rubber cylinders. This method enables rapid retrofitting construction and could help the retrofitted structure bear more loadings, resist strong earthquakes, and recenter, without sacrificing too much space for usage. Moreover, applying this method could effectively reduce structural damage caused by near-fault earthquakes. The proposed analysis procedure separates the three-dimensional finite element modeling of such a complex retrofitting member from the frame analysis that engineers need to perform for design. A retrofitting member alone gets detailed finite element modeling and pushover analysis to create a brace that can equivalently represent the retrofitting member in the frame analysis of the retrofitted RC frame. The comparison of the structural analysis result and the experiment result shows the proposed analysis procedure can prudently predict the behavior of a retrofitted RC frame with acceptable bias.
標題含混凝土防火層鋼結構梁柱接頭之受撓行為
作者陳正誠、吳品達、范晨緯
關鍵字SC 結構、SC 梁、鋼結構梁柱接頭、鋼骨鋼筋混凝土、混凝土防火層
摘要鋼材機械性質受高溫的影響很大，因此鋼結構房屋需要有適當的防火措施，防止火災發生時建築物過早倒塌。有些鋼結構建築物以混凝土作為防火材，並配置縱向及橫向輔助鋼筋，且設計時不計入混凝土及鋼筋可能提供之強度，工程實務上稱此為SC 結構。本文以5 組大尺寸梁-柱子結構試體之反復載重試驗，探討SC 梁結構細部對韌性、強度及裂縫發展之影響。試驗結果顯示：（1）H 型鋼梁翼板施作韌性切削對SC 梁之撓曲韌性有顯著的幫助，SC 梁之塑性轉角容量皆達3% rad 以上，符合耐震所需；（2）對梁塑性鉸區之翼板與混凝土間設置握裹隔離裝置，可以提升梁塑性轉角容量約16%，但梁柱交界面處之裂縫寬度在彈性範圍達到9 mm，在試驗結束時達39 mm，明顯偏大；（3）雖然翼板與混凝土間之握裹隔離裝置可以提升梁塑性轉角容量，但是裂縫寬度過大，且未設置握裹隔離裝置之試體仍然擁有耐震所需之塑性轉角容量，因此設置握裹隔離裝置的必要性低；（4）雖然H 型鋼梁與混凝土間未配置剪力釘，但是SC 梁中之H 型鋼梁與混凝土基本上可發展出完全合成之彎矩強度；（5）縱向輔助鋼筋延伸至鋼箱型柱面，若採用90°彎鉤錨定，會於柱混凝土面產生額外的裂縫，因此縱向輔助鋼筋延伸至鋼箱型柱面處直接截斷即可，不需採用彎鉤錨定；（6）縱向輔助鋼筋在壓力側可發展出87%之降伏應力，根據本試驗之經驗，梁塑性鉸區輔助箍筋之間距限制在10 倍縱向輔助鋼筋直徑以內，可以有效避免縱向輔助鋼筋受壓挫屈，此經驗可供工程實務參考。
TitleFlexural Behavior of Steel Beam-to-Column Connections with Concrete as Fire Protection Material
AuthorCheng-Cheng Chen, Pin-Da Wu and Chen-Wei Fan
Keywordssteel structure, steel girder, beam-to-column connection, steel
reinforced concrete structure, fire protection layer
AbstractThe mechanical properties of steel are greatly affected by high temperature; thus, steel structure buildings need to have appropriate fire protection measures to prevent premature collapse of buildings in the event of fire. In some cases, steel structure buildings use concrete as fireproofing material. Although longitudinal and transverse steel bars are also provided as auxiliary reinforcements, but the strength that can be contributed by these steel bars is not considered in the strength calculation during design process. In engineering practice, this kind of structure is known as SC structure. In this study, five beamcolumn sub-assemblage was tested under cyclic loading to investigate the influence of SC beam structural details on beam strength, ductility, and crack development. The test results show that the use of reduced beam section beamtocolumn connection detailing is necessary since it can significantly increase the flexural ductility of the SC beams. The SC beams can develop the full composite action even though without using any shear stud. The use of isolation layer between beam flange and concrete in plastic hinge region is not necessary since it only slightly increase the plastic rotation capacity of the SC beams but causes larger crack in the concrete at the beam-to-column interface. The auxiliary longitudinal rebar is provided up to the face of box column and the use of 90° hooks are not recommended since it will cause additional cracks. The local buckling of the auxiliary longitudinal rebar can be effectively avoided when the distance between the rebar is less than ten times of its diameter.
標題 鋼筋混凝土梁穿孔補強新工法之研究
作者 邱建國、鄭敏元、羅尊仁、王勝輝、周玠慈、何胤頤
關鍵字 鋼筋混凝土梁、塑鉸、穿孔、雙方型一筆箍、U 型斜插筋、強度、
變形能力
摘要 為避免梁構材於強震作用下因剪力破壞限制其變形能力，國內結構工程技師公會全國聯合會提出之鋼筋混凝土結構標準圖[1]禁止梁構材於距柱面兩倍梁深範圍內作橫向穿孔，此範圍一般認定是塑鉸區，依土木401-110規範[2]內規定，在此範圍內須提供閉合肋筋且滿足嚴格的肋筋細部以確保該區能發展出理想的非線性反應。但國內大部分住宅單元小且機電配置的複雜性有時迫於該區域內穿孔，因為國內外對於梁塑鉸區開孔補強的相關文獻非常有限，此問題目前並沒有適當的解決方法。據此，本研究規劃九組鋼筋混凝土梁試體，期望透過實驗結果能提供更多參考資訊外也能提供一套明確的梁塑鉸區穿孔補強方式。所有試體尺寸一致，均以單曲率變形配置(懸臂梁)於自由端施加往復位移載重，主要測試變數包含：(1)穿孔位置、及(2)穿孔補強筋型式，其中穿孔補強筋包含U型斜插筋及雙方型一筆箍，探討鋼筋混凝土梁於塑鉸區穿孔補強後之力學行為及裂縫發展情況，歸納出一套可使用於塑鉸區及非塑鉸區的穿孔補強的新工法，依穿孔位置不同而建議不同補強方式，並探討日本建築學會•鋼筋混凝土建築物之韌性保證型耐震設計指針(1999)[3]及日本建築學會•鋼筋混凝土構造計算準則(2010)[4]中相關計算方式的合理性。
Title Study on New Retrofit Methods for an Reinforced Concrete Beam with the Opening
Author Chien-Kuo Chiu ,Min-Yuan Cheng, Yu-Chen Ou, Sheng-Huei Wang, Jie-Cih Jhou, Yin-Yi He
Keywords Reinforced concrete beam, plastic hinge, opening, retrofitting method, one-piece double-square hoop, inclined U-shape stirrup, strength, deformation capacity
Abstract To prevent a reinforced concrete (RC) beam member from undergoing shear failure instead of flexural failure or flexure-shear failure under earthquakes, it is generally not recommended to make the opening within a region extending twice the beam depth from the face of the support column toward the central position of the span of the beam. However, in recent years, for actual requirements of the pipeline configuration, the problems of arranging the openings in the plastic hinge zone of an RC beam member have been already faced in the design and construction. Therefore, it is necessary to establish a set of design guidelines for the retrofit of the openings in the plastic hinge zone of an RC beam member.
A total of nine specimens are tested in this study. The main test variables include: (1) opening location, (2) retrofitting methods of the openings. All specimens are subjected to cyclic lateral load. This work investigates the crack development and mechanical behavior of reinforced concrete beams with the circular openings, and provide the novel retrofitting methods with one-piece double-square hoops and inclined U-shape stirrups for the beams with circular openings. The experimental results are used to to verify the effectiveness of the proposed retrofitting methods. Additionally, based on the experimental results, this work also investigates the application of the design formulas that are recommended from AIJ-1999 and AIJ-2010 for an RC beam with the opening.
標題鋼筋混凝土二元系統剪力牆之剪力強度設計
作者黃世建、黃紹愷、翁樸文 、歐昱辰、黃明慧
關鍵字二元系統、鋼筋混凝土、剪力牆、剪力強度設計、軟化壓拉桿模型
摘要歷年來的震後勘災均顯示鋼筋混凝土剪力牆系統有極佳的耐震能力，其中合併使用韌性立體剛構架與特殊剪力牆的二元系統尤其優越。例如二元系統具有剪力牆與構架兩道耐震防線，其對餘震有額外之安全保障。從地下室連續施作至屋頂的剪力牆可以排除軟弱層破壞之可能，而剪力牆勁度高、強度大的特性也可以有效保護非結構桿件不致於提前損毀。新版鋼筋混凝土設計規範要求特殊剪力牆作剪力容量設計，在引入超額強度係數與動剪力效應係數後，剪力牆之剪力強度設計需求被放大2 至3 倍。若按新版規範設計，如此高額之強度需求會要求非常厚的剪力牆，這造成建築使用上的困擾。此不利於優良耐震系統之推廣應用，實需有效之解決對策。若能善用二元系統之特性並配合壓拉桿設計方法，其應可解決上述困境。其設計構想為利用二元系統之梁柱框架，束制樓層間之牆體使其出現低矮型剪力牆之傳力行為。再以壓拉桿方法估計低矮型剪力牆較高之剪力強度，此可有效降低剪力牆之厚度，排除建築使用困難之不利限制。本文內容包含新版規範設計需求、壓拉桿設計方法、二元系統框架剪力牆之傳力機制、日本振動台試驗驗證、剪力牆設計建議，並配合案例比較說明。希望透過本文之努力，鋼筋混凝土二元系統之優越抗震性能可獲得肯定與廣泛之應用。
TitleShear Strength Design for Reinforced Concrete Shear Walls of Dual System
AuthorShyh-Jiann Hwang, Shao-Kai Huang, Pu-Wen Weng, Yu-Chen Ou, Ming-Huoy Huang
KeywordsDual system, Reinforced concrete, Shear strength design, Shear wall, Softened strut-and-tie model.
Abstract

Past earthquake reconnaissance already demonstrated that the reinforced concrete dual system, which consists of ductile moment resisting frames and shear walls, is one of the most effective earthquake resisting systems. A dual system can provide the 2nd line of defense when shear walls are coupled with frames. In seismic design, the 2nd line of defense is a secure protection against impulsive earthquakes. The shear walls of the dual system provide a continuity over height, which effectively prevent the story sway mechanism and provide uniform and reduced lateral drift resulting in a better damage control. The new building design code of Civil 401-110 requires the shear capacity design of the special shear wall. After the inclusion of the over-strength effect and the dynamic amplification factor, the shear strength demand can be doubled or even tripled, which leads to the shear walls with highly improbable thickness. This strict demand will hamper the application of the dual system in seismic design. This problem should be resolved.

A feasible solution to overcome this difficulty is to adopt the dual system with the shear walls designed by the strut-and-tie method. The structural walls of the dual system are equipped with substantial boundary members appearing as both beams and columns, which create a special shear force transferring mechanism within the framed squat walls. The framed squat walls possess very high shear resisting capacities, which can effectively reduce the thickness of shear walls, if well designed by the strut-and-tie method. The objective of this paper is to demonstrate the merits of the dual system and to promote its application in seismic design. The content of this paper includes the requirements of the new building design code, the softened strut-and-tie model, the shear strength design of framed squat walls of the dual system, design verification using Japanese shaking table tests, design suggestions for shear wall and the related case study.

標題山腳斷層地震對鋼筋混凝土建築物配置黏彈性制震壁之耐震性能評估
作者周中哲、賴建霖、陳冠樺、趙書賢
關鍵字黏彈性制震壁、槓桿黏彈性制震壁、山腳斷層、近斷層效應、非線性動力歷時分析
摘要黏彈性制震壁(Viscoelastic Damping Wall, VEW)為常見的速度型阻尼消能裝置，可用於降低小地震下造成的變形以及提升居住舒適性，但由於其變形能力相較於位移型消能裝置小，因此無法在大地震下提供減震效果。而槓桿黏彈性制震壁(Lever Viscoelastic Damping Wall, LVEW)為「速度型 + 位移型」的消能裝置，由黏彈性阻尼與摩擦阻尼組合而成，在中小度地震下，藉由槓桿原理放大層間位移，使黏彈性阻尼承受數倍剪變形而提升消能效果；在大地震下，限位裝置限制黏彈性阻尼變形，但啟動摩擦阻尼產生滑動而消散地震能量。本研究選取八層樓和十四層樓鋼筋混凝土建築物，分別代表週期1 秒至1.8 秒的結構物，並將傳統黏彈性制震壁(VEW)與槓桿黏彈性制震壁(LVEW)配置於結構物中進行非線性動力分析。結構物工址假設位於台北一區且緊鄰山腳斷層，因此採用模擬山腳斷層錯動之加速度歷時進行動力分析，探討在山腳斷層錯動之地震下槓桿黏彈性制震壁與一般黏彈性制震壁對中高樓層的鋼筋混凝土建築物的遲滯行為以及其減震效果。
TitleSeismic Performance of Reinforced Concrete Buildings with Viscoelastic Damping Wall under Shanchiao Fault Earthquakes
AuthorChung-Che Chou, Jian-Lin Lai, Kuan-Hua Chen, Shu-Hsien Chao
Keywordsviscoelastic damping wall, lever viscoelastic damping wall, Shanchiao fault, near-fault effect, nonlinear response time history analysis
AbstractViscoelastic damping wall (VEW) is a common velocity-dependent energydissipating device, which is used to reduce the lateral deformation of building frames in small earthquake or wind loadings. Its allowable deformation is smaller than the displacement-dependent energy-dissipating device so that VEW is unable to reduce the earthquake response under large earthquakes. The lever viscoelastic damping wall (LVEW) is a new velocity-dependent and displacement-dependent energy dissipating device, which is composed of viscoelastic and frictional damping in one single device. Under small or service level earthquakes, the LVEW could amplify its interstory drift by using a leverage mechanism so it can amplify the shear deformation and energy dissipation of a viscoelastic mechanism to reduce the frame response. Under large earthquakes, the stopper in the LVEW limits the deformation of viscoelastic damper, and activates frictional damping for energy dissipation. In this study, 8-story and 14-story reinforced concrete (RC) buildings with moment-resisting frames and shear walls were designed, representing a fundamental period of 1.0 second and 1.8 seconds. The frames were added with the traditional viscoelastic damping wall (VEW) and the leveraged viscoelastic damping wall (LVEW) for studying their seismic response. The building site was assumed to be located in Taipei Zone 1, close to the Shanchiao fault so the analysis was conducted by using acceleration time histories obtained based on the movement of Shanchiao fault. The work was focused on investigating the seismic response of RC frames with VEWs or LVEWs under Shanchiao fault ground motions.

 

第三十八卷第三期 (期別149) (112年)

作者:

第三十八卷第三期 (期別149) (112年)

第16屆結構工程暨第6屆地震工程研討會特刊

客座主編：邱建國教授、陳沛清教授

標題「第16屆結構工程暨第6屆地震工程研討會特刊」引言
作者邱建國、陳沛清
 

    第十六屆結構工程研討會暨第六屆地震工程研討會於民國一一一年八月二十四日至二十六日於淡水將捷金鬱金香酒店舉辦，為新冠肺炎疫情後結構工程學會首次舉辦的實體大型研討會，共有508人參與，發表超過300 個兼具創新與實務的研究成果。除了研討會之外，更邀請產官學界專業人士共同舉辦兩場產學論壇，特別針對即將修訂與實施的新版規範進行交流與討論，學界亦在論壇上分享新型鋼結構與New RC 結構之相關研發成果及應用技術。

    經由第十六屆結構工程研討會暨第六屆地震工程研討會論文審查委員的討論與推薦，本期結構工程特刊收錄了研討會中鋼結構與鋼筋混凝土結構的最新研究成果數篇，包括「高強度鋼纖維混凝土開口剪力牆往復載重行為及垂直牆段評估計算研究」、「含摩擦阻尼器外伸臂桁架結構耐震性能研究」、「含鋼板阻尼器構架最佳化設計與軟體」、「使用高強度撓曲鋼筋之低軸壓鋼筋混凝土柱振動台試驗」及「應用非線性靜力側推分析訂定建築物樓板需求加速度之程序與驗證」。希冀藉由這些篇章的介紹，使讀者能更了解學界在鋼結構與鋼筋混凝土結構最新的研究成果與發展趨勢，讓臺灣在結構工程與地震工程的技術發展上日新月異。                                   

                                                                    國立臺灣科技大學營建工程系 邱建國 教 授
                                                                                                           陳沛清 副教授 謹誌
                                                                                                結構工程期刊 特刊客座主編
                                                                                                                    2023 年7 月

標題含鋼板阻尼器構架最佳化設計與軟體
作者詹也影、蔡克銓
關鍵字鋼板阻尼器、抗彎構架、耐震設計、最佳化、雲端計算
摘要三段式鋼板阻尼器(SPD)設置於抗彎構架(MRF)中能增加構架的勁度、強度與消能能力。本研究改良之前以混合式演算法計算SPD-MRF最佳化尺寸，以Sequential Least Squares Programming (SLSQP)非線性規劃法，將計算時間降至1秒以內，並將此最佳化程式開發成雲端服務。本研究最佳化的子構架例包含單十字型以及雙十字型，分別設計滿足耐震設計的最小用鋼量尺寸，稱之為「基本設計」，以及1.5倍「基本設計」勁度的「1.5×K設計」。「基本設計」中，單十字構架的SPD最佳化深度約在700~1200mm，而雙十字構架單一支SPD則是500~800mm。單十字構架的最佳化邊界梁深度在700~1100mm，雙十字構架則是600~800mm，雙十字構架可得比單十字構架較淺的梁設計，在大噸位SPD(1500kN)情況，梁深可少300mm。單、雙十字構架從「基本設計」提升勁度到「1.5×K設計」時，尺寸比例增加最多的前三名是：連接段腹板厚、邊界梁深、邊界梁腹板厚。若考慮垂直載重效應比ξ=0.15進行設計，對邊界梁重量及尺寸影響不大。本研究探討0倍、0.1倍、0.2倍梁跨長三種SPD偏心距離對構架的影響，發現 8公尺(短梁跨)範例，0.2倍梁跨偏心距離下，產生的SPD軸力將超過連接段的0.15倍軸壓強度(P_y)。本研究以兩組給定邊界梁設計例，分別為 RH708×302邊界梁跨8公尺的小構架、RH800×300邊界梁跨12公尺的大構架，並分別設計單雙十字型構架，探討實務中常先決定邊界梁再設計SPD，需提升構架勁度的情況。單十字大構架因SPD翼板厚度到達極限，僅設計至0.0046的降伏層間位移角的勁度，而雙十字小構架可設計至目標值0.003的降伏層間位移角，表示在長梁跨構架、給定邊界梁時，雙十字型設計較能有效提升構架勁度。
TitleOptimal Design of Steel Panel Damper in MRF and Optimal Design Software
AuthorYe-Ying Jan, Keh-Chyuan Tsai
Keywords

steel panel damper, moment resisting frame, seismic design, optimization, software development, web service.

Abstract

Incorporating a steel panel damper (SPD) into a moment resisting frame (MRF) can increase the stiffness, strength, and energy dissipation ability of the MRF. This research improves the previous optimization algorithm by using Sequential Least Squares Programming (SLSQP) nonlinear programming algorithm. The chosen algorithm takes less than one second to complete the optimization.Time-efficient algorithm has helped the authors to implement an optimization software into a web service to users. This paper demonstrates the optimization of single-cruciform (SC) and double-cruciform (DC) types of SPDs-to-beam subassemblies. Each SC or DC type has “Basic Design (BD)” and “1.5 times stiffened Design (1.5KD)” In the BD, the optimal depth of SPD in SC type is around 700~1200mm, while around 500~800mm in DC type. The optimal beam depth of SC type is around 700~1100mm, while around 600~800mm in DC type. The DC type can save up to 300 mm less beam depth than the SC type for a strong SPD of 1500kN nominal shear strength. Comparing the BD with the 1.5KD for both the SC and DC type subassemblies, the top three largest increases of dimensions are web thickness of elastic joint (EJ), boundary beam depth and web thickness. Applying a gravity load effect ratio 𝜉, it’s found that one can consider a ratio of 𝜉 up to 0.15 to consider the gravity load effect in the optimization without much additional cost. In the case of an 8-meter boundary beam with an SPD location eccentricity of 0.2 times the beam span, the induced SPD axial force would exceed 0.15 times of compression yield capacity of the EJ segment. It is recommended that the eccentricity be limited to less than 0.2 times the beam span. In the cases when boundary beam sizes are specified first, it is found that the DC type designs are more efficient in increasing structural stiffness than the SC type designs for the SPD-MRFs with long-span beams.

標題含摩擦阻尼器外伸臂結構耐震性能研究
作者陳旻靖、鍾孟霖、林保均
關鍵字外伸臂、大型實驗、摩擦阻尼、數值分析、鋼結構
摘要此研究目的為探討摩擦阻尼器外伸臂結構系統之最佳化分析及耐震性能研究，為驗證數值分析之可靠性，設計縮尺試體進行振動台測試，縮尺試體主要分為10 層，總樓高9 公尺，總重量約15tonf，於實驗前透過OpenSees進行數值模型的建立，進行多模態之非線性反應譜分析探討10 種不同外伸臂高程及6 種摩擦阻尼器正向力之模態週期、模態等效質量。反應譜分析考慮摩擦阻尼器滑動時造成等效阻尼比增加的反應折減，迭代出結構物之最大變形。利用SRSS 方法將各模態反應進行疊加，以探討最大側向變形、層間側位移角、外周柱軸力、傾覆彎矩及等效阻尼比之影響，並透過反應譜分析選擇振動台之外伸臂高程位置及摩擦阻尼器正向力。為更加準確掌握摩擦阻尼器之行為及摩擦係數，另外設計一組摩擦阻尼器進行鋼板之反覆加載測試，以不銹鋼304 作為摩擦材料，阻尼器具有兩個摩擦面，以螺栓作為正向力加載來源，並透過荷重計觀察正向力變化。試驗以不同頻率及不同位移進行反覆加載，從實驗中得出摩擦係數對於溫度及加載頻率的影響極小。振動台實驗選用5 個地震，分別為BCJL2、El Centro、Imperial Valley、Tabas 及ChiChi，最大地表加速度為0.64g，藉由改變外伸臂高程(RF、8F 及6F)及摩擦阻尼器正向力(5kN、10kN 及20kN)探討含摩擦阻尼器之耐震性能。結果顯示，反應譜分析之結果與實驗結果趨勢接近，並根據振動台環境及試驗實際配置修正數值模型，分別對五個地震進行非線性動力歷時分析，探討3 種不同外伸臂位置下之頂層位移、層間側位移角、外周柱軸力及核心柱底彎矩之影響，以及3 種不同摩擦阻尼器正向力下的摩擦阻尼器消能表現。比較反應譜分析、動力歷時分析及振動台試驗之趨勢，探討含摩擦阻尼器外伸臂結構之受震特性及最佳耐震配置。
TitleShaking table test of damped-outrigger structure incorporating friction dampers
AuthorMing-Ching Chen,Meng-Lin Chung, Pao-Chun Lin
Keywordsoutrigger, large-scale test, friction damper, numerical analysis, steel structure
Abstract

The main purpose of this study is to investigate the seismic performance of damped-outrigger system incorporating friction dampers through numerical analysis and shaking table tests. A 9 m tall steel structure specimen was designed by scaling down a 20-story benchmark model. The specimen was equally divided into ten floors and the outrigger beams together with the friction dampers can be installed in different floors. The normal force in the friction damper is adjustable so that its energy performance can be modified during the test. The seismic response of the specimen was evaluated by performing response spectral analysis (RSA) using the OpenSees numerical model. The equivalent damping ratio was included in the RSA in order to evaluate the energy dissipation resulted from the friction dampers. Based on the RSA results, the specimen configurations when outrigger locates at the sixth (6F), eighth (8F), and roof floors (RF) and when the normal force in the friction damper varies between 5 kN, 10 kN, and 20 kN were tested by imposing five different ground motions with the peak ground acceleration of 0.64g. Both the RSA and test results indicated that the maximum roof drift of the specimen was around 0.7% 0.4%, and 0.3% rad., when the outrigger locates at the RF, 8F, and 6F, respectively. The greater normal force applied in the friction damper generally result in a greater amount of energy dissipation and a smaller roof drift response. Based on the experimental and numerical results, the optimal design of the damped-outrigger system incorporating friction dampers are demonstrated in this study.

標題高強度鋼纖維混凝土開口剪力牆預測模型與行為研究
作者黃淳憶、何奕親、Binh Nguyen Doan、廖文正
關鍵字New RC、開孔剪力牆、鋼纖維混凝土、垂直牆段、不連續區
摘要

隨著高層建築的需求逐漸提升，為縮減構件尺寸以降低結構體的自重並有效率地提高可使用空間，各國已發展出高強度混凝土，在台灣的New RC計畫也開始推廣高強度材料的使用，其主要針對混凝土抗壓強度(𝑓c′)70MPa以上、鋼筋降伏強度(𝑓y)685MPa以上之營建材料進行研究。然而，隨著混凝土材料強度之提升，其性質將逐漸轉為脆性，因此依照現今之規範需要在應力干擾區或斷面幾何不連續區(D區)如梁柱接頭等，配置大量之剪力箍筋來維持件之韌性及剪力強度，但密集的剪力箍筋將導致施工上綁紮困難、灌漿時混凝土工作性不佳而使混凝土構件品質降低。而添加鋼纖維於高強度混凝土之中能大幅增加剪力強度、延緩脆性破壞，由於鋼纖維之間的橋接效應能有效抑制裂縫寬度擴張，因此能大幅減少橫向箍筋的配置，解決施工上的問題。 

根據過去針對結構不連續區(D區)，如梁柱接頭與深梁等等進行試驗，結果顯示使用鋼纖維於高強度混凝土中可提高構件韌性與抗剪強度，因此已知使用鋼纖維混凝土於結構不連續區的效益。本研究針對同為結構不連續區域之構件的剪力牆，將執行4座高強度鋼纖維混凝土剪力牆實驗作探討，試驗參數包含開孔之有無、開孔型式、牆體鋼筋比、邊界柱箍筋量與開孔補強筋配置，欲透過試體強度變形行為和裂縫發展之觀察，釐清鋼纖維扮演的角色及其與橫向鋼筋互相搭配的效益，以修正預測模型並提供未來設計之參考。

TitleThe Study on Prediction of Lateral Load Displacement Force and Behavior of High Strength Steel Fiber Reinforced Concrete Walls with Opening
AuthorChun-Yi Huang, Yi-Ching Ho, Binh Nguyen Doan, Wen-Cheng Liao
KeywordsNew RC, Shear wall with opening, Steel fiber reinforced concrete, Vertical wall segment, Discontinuous zones
Abstract

With the gradual increase in the demand for high-rise buildings, countries all over the world have developed high-strength concrete in order to reduce the size of components to reduce the weight of the structure and increase the usable space efficiently. The New RC project in Taiwan has also begun to promote the use of high-strength materials. It mainly conducts research on construction materials with concrete compressive strength (𝑓c′) above 70MPa and steel yield strength ( 𝑓y ) above 685MPa. However, as the compressive strength of the concrete material increases, its properties will gradually become brittle. Therefore, according to the current code, it is necessary to deploy a large amount of shear reinforcements in the stress interference area or the geometric discontinuity zone (D zone) such as beam-column joints. Stirrups are used to maintain the toughness and shear strength of the parts, but dense shear stirrups cause difficulties in reinforcement assembling during construction, and poor workability of concrete during casting, which results in the poor quality of concrete components. Adding steel fibers to high-strength concrete can delay brittle failure. Since the bridging effect between steel fibers can effectively inhibit the expansion of crack width, it can greatly reduce the configuration of transverse stirrups and solve construction problems.

According to the past experiments on the structural discontinuity area (D area), such as beam-column joints and deep beams, etc., the results show that the use of steel fibers in high-strength concrete can improve the toughness and shear strength of components, so the benefits of steel fiber reinforced concrete in structural discontinuities is known. This study carried out 4 high-strength steel fiber reinforced concrete shear wall experiments as the shear walls that are also members of the structural discontinuity area. The test parameters include the presence or absence of openings, the type of openings, the ratio of steel bars in the wall, the amount of stirrups in the boundary columns, and the configuration of reinforcement bars in the openings. Through the observation of the strength and deformation behavior of the test body and the development of cracks, the role played by steel fibers and the benefits of collocation with transverse reinforcement will be clarified in order to revise the prediction model and provide reference for future design.

標題使用高強度撓曲鋼筋之低軸壓鋼筋混凝土柱振動台試驗
作者金芷萱、顏舜邦、鄭敏元
關鍵字振動台、變形量、勁度、高強度鋼筋
摘要本研究探討使用高強度撓曲鋼筋之鋼筋凝土柱在低軸壓下之振動台試驗反應(試體頂部混凝土塊自重提供柱軸壓約0.1Agfc’，其中Ag與fc’分別代表柱斷面面積與混凝土材料強度)，總共測試兩組鋼筋混凝土構架試體，每組試體均包含一個混凝土底座、兩支淨高除以斷面高度超過12的柱、以及一個頂部混凝土塊。兩組構架試體先於振動台上完成十六組地震歷時測試；接著移至反力牆區完成靜態試驗。試體C1使用普通強度撓曲鋼筋(鋼筋降伏強度453 MPa)、試體 H1 使用高強度撓曲鋼筋(鋼筋降伏強度716 MPa)，兩組試體以發展相同標稱撓曲強度作設計，所有設計參數均一致僅撓曲鋼筋量與強度不同。動力試驗結果顯示試體H1在所有十六組地震歷時下所得最大變形量均大於試體C1，兩試體最大變形量比介於1.3~2.4之間，在主筋降伏前，兩試體側向勁度隨著最大變形量增加而遞減，而試體H1具有較低的側向勁度與阻尼比；當試體進入非線性反應後，兩試體最大強度接近，分析結果顯示Shimazaki與Sozen模型可用以評估試體C1非線性最大位移評估的上限值，但該模型所得結果對試體H1並不保守。靜態試驗結果顯示(反力牆區)兩試體均能維持其最大撓曲強度達層間位移角10%，試體C1柱底在測試完後有嚴重混凝土剝落情況，試體H1除了柱底混凝土剝落外，其中一支柱底的兩支主筋在層間位移角10%第二個迴圈加載過程中斷裂，一般而言，試體C1在不同層間位移角的正規化能量消散能力大於試體H1。
TitleShaking Table Test of RC Columns Using High-Strength Flexural Reinforcement with Low Axial Load
AuthorChih-Hsuan Chin, Shun-Bang Yan ,Min-Yuan Cheng
Keywordsshaking table, drift, stiffness, high-strength reinforcement.
AbstractShaking table tests of reinforced concrete columns using high-strength flexural reinforcement and under low axial force (around 0.01 Ag fc’, where Ag and fc’ was the column gross section area and concrete cylinder strength, respectively) were investigated in this research. Two reinforced concrete frame specimens were tested. Each specimen consisted of a concrete base block, two columns with a clear-height-to-depth ratio greater than 12, and a top concrete block. The two specimens were first tested on the shaking table with 16 input ground motions, followed by static test on the strong floor. Specimen C1 used conventional strength longitudinal reinforcement (yield strength of 453 MPa) and specimen H1 used high-strength longitudinal reinforcement (yield strength of 716 MPa). The two specimens were designed to have the same flexural strength. Except for flexural reinforcement ratio and strength, all other design parameters were identical in the two specimens. Shaking table test results indicated the maximum drift of specimen H1 consistently larger than that of specimen C1 in all 16 table motions. The ratio of the maximum drift between the two specimens ranged from 1.3 to 2.4. Before yielding of the longitudinal reinforcement, lateral stiffness of the two specimens decreased as the maximum drift demand increased. Specimen H1 exhibited lower lateral stiffness and damping ratio. The inelastic responses indicated that the maximum strength of the two specimens were similar. Using Shimazaki and Sozen model provided an acceptable upper bound to estimate the maximum drift of specimen C1 but was not conservative for specimen H1. Static test results showed that both specimens sustained the maximum lateral force up to 10% drift ratio. Specimen C1 had severe concrete spalling at the column base. Specimen H1, in addition to severe concrete spalling at the column base, had two longitudinal reinforcement fracture during the 2nd cycle of 10% drift cycle. In general, specimen C1 had larger normalized energy absorption ability than that of specimen H1.
標題應用非線性靜力側推分析訂定建築物樓板需求加速度之程序與驗證
作者邱聰智、鍾立來、賴昱志、趙奕涵、 Jae-Do Kang、 Koichi Kajiwara
關鍵字非線性靜力側推分析、TEASPA、容量震譜、樓板需求加速度
摘要目前台灣非線性靜力分析常用TEASPA 提供的公式計算結構單自由度下的容量震譜，若非線性靜力分析能準確預測結構的反應，則對樓板加速度需求等等的計算會有極大的幫助。故本篇文章嘗試用台灣TEASPA 的評估方法去預測2015年在日本進行的十層樓RC 振動台實驗(E-Defense)的動力反應，以驗證其可信度。此篇文章先由TEASPA 算出的耐震容量值Sa 和單自由度模型以真實地震波激震後得到的最大加速度值進行比較，驗證TEASPA 之耐震容量準確度。再來將試體模型進行側推分析後得到之各樓層加速度值和真實實驗所得之各樓層最大加速度值進行比較分析，進而提出訂定各樓層預估加速度需求值的建議程序，該程序為以TEASPA 側推分析選定結構之耐震性能點，此時可得到的屋頂加速度，將之放大2 倍作為安裝在屋頂板上之非結構物的樓板設計需求值，接著以該屋頂層樓板加速度值為基準，乘以1/2 做為二樓樓板加速度需求值，其餘各層樓板加速度需求值則依樓層數線性內插。
TitleSeismic demand acceleration of non-structural elements attached to building floors using nonlinear pushover analysis.
AuthorTsung-Chih Chiou, Lap-Loi Chung ,Yu-Chih Lai, Yi-Han Chao, Jae-Do Kang, Koichi Kajiwara
Keywordsnonlinear pushover analysis, TEASPA, capacity Spectron, demand acceleration of building floor
AbstractTaiwan Earthquake Assessment for Structures by Pushover Analysis (TEASPA) can provide a capacity spectron of an equivalent single degree of freedom system. The predicted structural response can be applied to determine seismic demand acceleration of non-structural elements attached to building floors. The study adopts the shaking table testing results of ten-story RC building by E-defense in 2015 to verify TEASPA’s predicted response of the building. The predicted capacity Spectron Sa is compared to the maximum acceleration of an equivalent SDOF under a real excitation history. The comparison will be discussed in this paper. Eventually, the study proposed a procedure on seismic demand acceleration for non-structural components attached to building floors.

第三十八卷第二期 (期別148) (112年)

作者:

第三十八卷第二期 (期別148) (112年)

標題電熱熔渣銲儲倉口形狀對其破壞時機之影響
作者楊鈞堯、蔡克銓
關鍵字鋼箱型柱、梁柱接頭、電熱熔渣銲、SM570M-CHW 高強度鋼、喇叭形儲倉口、有限元素模型分析、鋼材破壞預測模型。
摘要鋼箱型柱為傳遞梁彎矩，常使用電熱熔渣銲（Electro-Slag Welding, ESW）在柱內配置橫隔板。因施工誤差或鋼柱兩向梁深不同，而致梁翼與橫隔的高程偏心，在銲道熱影響區（Heat Affected Zone, HAZ）旁的初始縫隙尖端易發生脆性破壞。將ESW 熔填截面形狀（儲倉口）由矩形改為喇叭形，可增加熔幅但亦會提升ESW 入熱量。本研究利用SM570M-CHW 鋼材可容忍高入熱的特性，探討ESW 耐震行為。為量化研究ESW 破壞機制，現採用MM-CVGM 鋼材破壞預測模型以預測ESW 的破壞時機。先對過往曾有之2組ESW 元件單向拉伸試驗及7 組實尺寸梁柱接頭反覆載重試驗，分析顯示MM-CVGM 預測所得與試驗相差不超過1 個載重迴圈，相較舊用模型更準確且保守。本研究另再執行4 組實尺寸梁柱接頭反覆載重試驗，探討儲倉口與梁翼偏心對ESW 破壞之影響。當儲倉口由傳統矩形改為小或大喇叭形，試體由1.5%層間位移角可改善至4%才發生破壞。為有效預測大型構件受低週疲勞之破壞，本研究修改MM-CVGM 模型的破壞判斷式，藉有限元素模型中首先破壞的元素與群組，決定整體破壞時機，將此應用於4 組試體可得預測與試驗相差皆不超過1 個載重迴圈。為探討母材及銲材的韌性差異，本研究另進行圓周刻痕試片之反覆拉伸試驗，再建立有限元素模型與代表性體積單元模型分析，結果顯示，不同來源的同系列鋼材，可獲得相似的破壞曲線且誤差在10%內。母材為SM570M-CHW 時HAZ 破壞曲線斜率為ESW 之114%與CJP 之88%，三者有相同的破壞臨界值且差異在5%內；母材改為SN490C 時HAZ 的破壞臨界值即降至29%。本研究建議柱板若為SN490C 或SM570M-CHW，皆可採用喇叭形儲倉口，以有效延緩ESW 之脆性破壞。
TitleEffects of chamber geometry on electro-slagwelding failure
AuthorChun-Yao Yang, Keh-Chyuan Tsai
Keywordssteel box column, welded moment connection, electro-slag welding,SM570M-CHW steel, flared chamber, finite element model analysis, steel fracture prediction model.
AbstractIn order to transfer the steel beam moment, diaphragm plates are welded inside the box column at the beam flange elevations. Electro-slag welding (ESW) is commonly used to attach the diaphragms to the column. Due to the fabrication imperfection or the frame beam depth difference, eccentricity between beam flange and diaphragm elevations may exist. This situation could lead to brittle fracture initiated at the tip of initial slit near heat affected zone (HAZ). By changing the ESW chamber from a rectangular to a flared cross section, the fusion zone can be increased, but with a price of increasing the thermal input. Considering its advantage of high heat tolerance, SM570M-CHW high strength steel column is considered. This study firstly applied the MM-CVGM fracture prediction model to the tests of two ESW component specimens and seven full-scaled steel beam-to-box column (BC) subassembly specimens conducted in previous studies. Analytical results indicate that the difference between MM-CVGM prediction and test results is no more than one loading cycle, which is more accurate and conservative than the previous model. Additionally, four full-scale BC specimens were fabricated and tested to investigate the effects of chamber geometry and column flange thickness on ESW performance. Results show that the joint with a rectangular ESW failed at the 1.5% inter-story drift ratio (IDR) cycle, while the fractures were delayed until the 4% IDR when the ESW sections were changed to a large or small flared shape. The fracture criterion of the MM-CVGM model was modified in this study. The overall failure initiation is determined by the difference of the first crack initiation between the element and the group. Applying this conditional fracture criterion to the test results, the difference between the prediction and test results is no more than one loading cycle. Circumferential-notched tensile coupon tests were conducted to investigate the ductility difference between the base and weld metals. This study utilized representative volume element models in finite element model analyses. Results show that even the steels are from different sources, very similar failure response can be observed for the same grade of steel with a difference less than 10%. Analytical results indicate that the slope of damage evolution curve of HAZ in the SM570M-CHW base metal is 114% of ESW zone and 88% of CJP zone. Three regions have the same critical damage threshold and the difference is within 5%. When the base metal is changed to SN490C, the critical damage threshold of HAZ is reduced to 29%. Based on the research results, it is recommended that the ESW chamber be considered with a flared section when grade SM570M-CHW or SN490C steel is selected for the column in order to effectively delay the ESW crack initiation.
標題繫筋配置對於鋼筋混凝土梁耐震性能影響之實驗研究
作者李台光、陳正誠
關鍵字鋼筋混凝土梁、繫筋、耐震性能
摘要現行「混凝土結構設計規範」規定，鋼筋混凝土梁於塑性鉸區域，梁縱向鋼筋在各角隅處之梁縱向鋼筋及每隔一根梁縱向鋼筋，均須以閉合箍筋或閉合肋筋之轉角或繫筋之彎鉤作側向支撐，惟國內鋼筋混凝土工程施工實務，RC梁縱向鋼筋配置較為密集，致使難以施工。本研究針對繫筋配置對於鋼筋混凝土梁耐震性能影響，規劃4座大型鋼筋混凝土梁試體進行實驗驗證，分別為S6D試體橫向鋼筋間距為6倍最小梁縱向鋼筋直徑(D25)，且梁中間縱向鋼筋不配置繫筋；S4D試體橫向鋼筋間距為4倍最小梁縱向鋼筋直徑(D25)，且梁中間縱向鋼筋不配置繫筋；S6D-SHB試體橫向鋼筋間距為6倍最小梁縱向鋼筋直徑(D25)，梁中間縱向鋼筋配置繫筋其耐震彎鉤勾住梁底部縱向鋼筋；S6D-SHT試體橫向鋼筋間距為6倍最小梁縱向鋼筋直徑(D25)，梁中間縱向鋼筋配置繫筋其耐震彎鉤勾住梁頂部縱向鋼筋。S6D-SHB及S6D-SHT試體橫向鋼筋(3根SD280W之D10鋼筋)總圍束力與S6D試體(2根SD 420W之D10鋼筋)相同。研究結果發現：(1)負方向(梁頂部縱向鋼筋受拉及底部縱向鋼筋受壓)韌性表現，以S6D-SHB試體為最優，S6D-SHT及S4D試體次之，S6D試體為最差。S6D-SHB試體為最優，其原因在於配置中間垂直繫筋且其耐震彎鉤勾住梁底部縱向鋼筋，延緩底部縱向鋼筋受壓挫屈之效應；(2)在相同橫向鋼筋總圍束力作用下，配置外閉合箍筋及中間垂直繫筋且其耐震彎鉤勾住梁底部縱向鋼筋試體之極限層間位移角及塑性轉角較採用外閉合箍筋的試體高出5%及12%，建議施工時，接近RC梁柱接頭2倍梁深度的範圍內，先不組立底模及側模，待繫筋完成組裝後，再進行底模及側模之組立，應可解決施工困難的問題；(3)橫向鋼筋間距為4倍最小梁縱向鋼筋直徑的試體之極限層間位移角及塑性轉角較橫向鋼筋間為6倍最繫筋配置對於鋼筋混凝土梁耐震性能影響之實驗研究小梁縱向鋼筋直徑的試體相等及高出8%，RC梁橫向鋼筋間距對於RC梁耐震性能之影響並不顯著；(4)在相同橫向鋼筋總圍束力作用下，配置外閉合箍筋及中間垂直繫筋且其耐震彎鉤勾住梁底部縱向鋼筋試體之極限層間位移角及塑性轉角較採用外閉合箍筋的試體高出5%及12%，配置外閉合箍筋及中間垂直繫筋且其耐震彎鉤勾住梁頂部縱向鋼筋試體之極限層間位移角及塑性轉角較採用外閉合箍筋的試體高出2%及4%。本研究發現「混凝土結構設計規範」第15.4.3.3節RC梁於塑性鉸區域，在各角隅處之梁縱向鋼筋及每隔一根梁縱向鋼筋，均須以閉合箍筋或閉合肋筋之轉角或繫筋之彎鉤作側向支撐之規定對於RC梁耐震性能之影響並不顯著；(5)所有4座試體正向包絡線強度無明顯衰減的情形，負方向側向強度則有明顯衰減的情形，此外Pinching(收縮)效應明顯，且極限側向位移角均可達到4.0%以上，惟參考現行「鋼結構極限設計法規範及解說」第13.6.1節韌性抗彎矩構架梁柱接頭所需塑性轉角為0.03弧度，因此所有試體的韌性(塑性轉角)表現基本上皆未達耐震結構3.0% rad之所需，推測原因應為撓剪破壞所致；(6)無論是矩形或T型斷面梁柱接頭，梁頂部縱向鋼筋量一般會略大於梁底部縱向鋼筋量，因此T型梁主要破壞模式應為梁底層縱向鋼筋受壓破壞，撐開閉合箍筋及繫筋所致，而配置垂直繫筋且其耐震彎鉤勾住梁底部縱向鋼筋，也應該有延緩底部縱向鋼筋受壓挫屈之效果。
TitleExperimental Study on the Effect of Crosstie Configuration on the Seismic Performance of Reinforced Concrete Beams
AuthorTai-Kuang Lee, Cheng-Cheng Chen
Keywordsreinforced concrete beams, crossties, seismic performance
AbstractThe current Building Code Requirements for Structural Concrete stipulates that in the plastic hinge zone of reinforced concrete beams, the longitudinal reinforcement at each corner and every other longitudinal reinforcement must be enclosed by the corner of the closed hoop or the hooks of crossties used as lateral support. However, in Taiwan reinforced concrete construction practice, the longitudinal reinforcement of RC beams is densely arranged, making construction difficult. In this study, four large-scale reinforced concrete beam specimens were planned and fabricated to conduct experiments to verify the effect of crosstie configuration on the seismic performance of reinforced concrete beams. The transverse reinforcement spacing of S6D and S4D specimens is 6 and 4 times the minimum beam longitudinal reinforcement diameter (D25) respectively, and the longitudinal reinforcements in the middle of the beam are not enclosed with crossties. The transverse reinforcement spacing of S6D-SHB S6D-SHT specimens is 6 times the minimum beam longitudinal reinforcement diameter (D25), the longitudinal reinforcement in the middle is enclosed with crossties, and the seismic hook engages the longitudinal reinforcement at the bottom and the top of the beam, respectively. The total confining force of the transverse reinforcement of S6D-SHB and S6D-SHT specimens (3-D10 reinforcements of SD 280W) is the same as that of S6D specimen (2-D10 reinforcements of SD 420W). It is found that: (1) With respect to the seismic performance in the negative direction (the longitudinal reinforcement at the top of the beam is under tension and the longitudinal reinforcement at the bottom is under compression), the S6D-SHB specimen is the best, the S6D-SHT specimen is second, and the S4D specimen is the third. S6D specimen is the worst. It is because that the middle vertical crosstie is configured in the S6D-SHB specimen and its seismic hook engages the longitudinal reinforcement at the bottom of the beam, delaying the effect of buckling of the longitudinal reinforcement at the bottom. (2) In the same transverse reinforcement total confining force, the ultimate drift angle and plastic rotation angle of the specimen with outer closed hoop and middle vertical crosstie and its seismic hook engaging the longitudinal reinforcement at the bottom of the beam are 5% and 12% higher than those of the specimen with outer closed hoop. It is recommended that during construction, within a range close to 2 times the depth of the beam at the RC beam-column connection, the bottom and side forms are not assembled in advance, and then after the crossties are assembled, the bottom and side forms are installed to solve the construction difficulties. (3) The ultimate drift angle and plastic rotation angle of the specimen with the transverse reinforcement spacing of 4 times the minimum beam longitudinal reinforcement diameter are equal to and 8% higher than those of the transverse reinforcement spacing of 6 times the minimum beam longitudinal reinforcement diameter. The transverse reinforcement spacing of RC beams has no significant effect on the seismic performance of RC beams. (4) Under the same total confining force of transverse reinforcements, when the outer closed hoops and the middle vertical crossties are configured and the seismic hooks engage the longitudinal reinforcement at the bottom of the beam, the ultimate drift angle and plastic rotation angle of the specimen are 5% and 12% higher than those of the specimen with outer closed hoop. When the outer closed hoops and middle vertical crossties are configured and the seismic hooks engage the longitudinal reinforcements at the top of the beam, the ultimate drift angle and plastic rotation angle of the specimen are 2% and 4% higher than those of the specimen with outer closed hoops. This study found that in Section 15.4.3.3 of Building Code Requirements for Structural Concrete, for the plastic hinge zone of RC beams, the rule that the longitudinal reinforcement at each corner and every other longitudinal reinforcement must be enclosed by the corner of the closed hoop or the hooks of crossties used has no significant effect on the seismic performance of RC beams. (5) All four specimens have no significant attenuation in the positive lateral strength, and the negative lateral strength has significant attenuation. In addition, the pinching effect is obvious, and the ultimate drift angle can reach more than 4.0% rad. The required plastic rotation angle is 0.03 rad, so the seismic performance (plastic rotation angle) of all specimens basically does not meet the requirement of 3.0% rad for earthquake-resistant structures. It is speculated that the reason should be caused by flexural-shear failure. (6) For RC beam-column connections, the amount of longitudinal reinforcement at the top is generally slightly greater than the amount of longitudinal reinforcement at the bottom. Therefore, the main failure mode of the T-shaped beam should be the compression failure of the longitudinal reinforcement at the bottom, and the expansion of the closed hoops and crossties. The seismic hook of vertical crosstie engaging the longitudinal reinforcement at the bottom of the beam should also have the effect of delaying the compression and buckling of the longitudinal reinforcement at the bottom.
標題台度磚牆剪力強度計算公式
作者張順益、洪浩恩
關鍵字鋼筋混凝土構架、台度磚牆、側推分析、磚牆破壞理論、剪力強度公式
摘要由先前鋼筋混凝土構架填充台度磚牆的試驗研究，發現現行台度磚牆的側向剪力強度公式並無法提供可靠的預測，進而影響側推分析的準確性。因此研究團隊在國科會研究計畫補助下，多年來陸續完成八座鋼筋混凝土構架填充台度磚牆的試驗研究。本研究首先將探討現行台度磚牆的側向剪力強度公式的缺陷，隨後提出改善公式，並利用此八座試體的反覆載重試驗結果來重新推導台度磚牆的剪力強度計算公式。現行台度磚牆剪力強度計算公式有兩個明顯的缺陷：(1) 計算公式未考慮台度磚牆高度或高寬比對剪力強度的影響以及(2) 由於未區分高、低台度磚牆，因而對於高台度磚牆的剪力強度計算公式就如同低台度磚牆一樣未納入紅磚自體劈裂強度的貢獻。依據磚牆破壞理論，磚牆強度的貢獻可能來自於紅磚與砂漿的水平介面摩擦強度，垂直灰縫的劈裂強度以及紅磚的自體劈裂強度。本文將針對上述缺陷進行改善，並重新提出台度磚牆剪力強度計算公式。在提出新台度磚牆剪力強度含待定係數的計算公式之後，利用八座試體的反覆載重試驗值經由回歸分析來擬定台度磚牆的剪力強度計算公式。為了進一步驗證此公式的可靠性，特別搜集其他研究團隊的台度磚牆剪力強度試驗值來進行比較。雖然這些試體的砌磚方式為法式砌法與新研擬公式所使用的英式砌法不同，但比對結果仍舊相當一致準確。
TitleThe Shear Strength of Brick Wall of Window Spandrel
AuthorShuenn-Yih Chang , Hao-En Hung
KeywordsReinforced concrete frame, window spandrel, pushover analysis, failure theory of brick wall, shear strength of brick wall of window spandrel
AbstractThe previous experimental study of reinforced concrete frames infilled with brick wall of window spandrel revealed that the shear strength of the brick wall cannot be reliably predicted by the current computing formula. This might result in an unreliable result that is obtained from a pushover analysis. To overcome this difficulty, a series of cyclically loading tests of the eight reinforced concrete frames infilled with this type of brick walls were conducted and thus a new computing formula can be proposed for reliably predicting the shear strength of the brick wall of window spandrel. There are two drawbacks of the current computing formula for predicting the shear strength of brick wall of window spandrel: (1) the height of the infilled brick wall of window spandrel is not considered; and (2) the strength for the rupture of brick is not accounted by the current computing formula for high brick walls of window spandrel. Based on the failure modes of brick walls, the main contributions to shear strength include the horizontal friction force between the mortar and brick, the rupture of motor in vertical direction and the rupture of brick. These two drawbacks will disappear after considering the effect of the ratio of the height over width of brick walls and the rupture of brick for the high brick walls of window spandrel. After modelling the computing formula for predicting the shear strength, a regression analysis is conducted to determine the coefficients of the computing formula based on the test results of eight specimens. To affirm the feasibility of this formula, two test results that were reported in the literature are also compared. Although they adopt the Flemish bond for bricklaying and is different from the use of the English cross bond for the eight specimens for developing the new computing formula, the calculated results are still in good agreement with the test results.
標題三段式鋼板阻尼器耐震試驗與設計研究
作者賴晉霆、吳安傑、李濰揚、蔡克銓
關鍵字耐震間柱、鋼板阻尼器、剪力降伏、腹板加勁板、耐震設計、反覆載重試驗
摘要三段式鋼板阻尼器（steel panel damper, SPD）為一種剪力消能型的耐震間柱。本研究考慮日本學者對挫屈束制加勁板設計的研究，並參考美國AISC剪力連桿梁的設計建議，提出簡化且完整的加勁板設計流程。本研究考量容量設計法並採用貼板型連接段，提出三段式SPD 的整體耐震設計流程，內容亦包含SPD 承受軸力、抗側向扭轉挫屈等設計建議。可在製造長跨寬翼斷面後，裁切成SPD 高度後再於EJ 段進行貼板，能減低SPD 的造價。利用兩組同為淨高2.6m、深1.0m、標稱降伏剪力1128kN，但消能段腹板加勁板配置不同的實尺寸貼板型三段式SPD 進行反覆載重試驗。試驗結果顯示，兩組試體受力變形反應極為相似，在層間位移角達0.04 弧度前均無明顯強度下降現象，累計塑性變形達400 以上，具極優異的韌性與遲滯消能行為。研究利用有限元素分析模型模擬試驗反應並進行參數分析；第一組分析驗證貼板型連接段須採用塞孔銲來連接疊合板與腹板，以避免彈性挫屈。第二組分析比較AISC 剪力連桿梁與本研究所提的加勁板設計方法。分析結果顯示AISC 設計方式較保守，且因雙面加勁造成用鋼量及銲接量增加，成本較高；而本研究所提設計方法可用較少的鋼量來達到延遲腹板挫屈的效果。
TitleSeismic Testing and Design of Steel Panel Dampers
AuthorJin-Ting Lai, An-Chien Wu, Wei-Yang Li, Keh-Chyuan Tsai
Keywordsseismic stud column, steel panel damper, shear yielding, web stiffener, seismic design, cyclic loading test
AbstractThe 3-segment steel (shear) panel damper (SPD) can be viewed as a type of seismic stud column capable of dissipating energy through inelastic core (IC) shear deformations. In this study, the concept of capacity design is adopted to design a novel SPD with a continuous web plate and doubler plates in the elastic joint (EJ) segments. Considering the IC web buckling resisting stiffeners design guides for SPDs from Japan, and for shear links from the US, this research proposed a simplified design procedure for the IC stiffeners. Cyclic loading tests were conducted on two full-scale 3-segment SPDs with the same EJ doubler plates but different IC web stiffeners. Specimens are 2.6m high and 1.0m deep with a nominal shear strength of 1128kN. Test results show that both specimens had remarkably similar strength and hysteresis response until the 4% inter-story drift ratio was reached. The cumulative plastic deformation index was more than 400. After calibrating the finite element material model, parametric analysis results confirm that the properly deigned plug welds are required for the doubler plates in the EJs thereby delaying shear buckling. Using six additional analysis models for three different target shear deformations of 2%, 4% and 6% radians in the IC segments, it is demonstrated that AISC design specifications on shear link web stiffeners are more conservative and costly. Seismic design recommendations for the IC web stiffeners are concluded.
標題含挫屈束制支撐外伸臂系統耐震性能分析與設計
作者蔡守榕、林保均
關鍵字高樓層結構、外伸臂桁架系統、挫屈束制支撐、非線性反應譜分析、非線性動力歷時分析
摘要此研究主要目的為進行含阻尼器外伸臂系統結構最佳化設計與探討高樓層建築之耐震性能，重點為利用外伸臂桁架系統以降低結構物之受震反應。相較於傳統型外伸臂，特別對加裝阻尼器之外伸臂系統結構進行探討，藉由阻尼器以增加結構物阻尼比達到消能效果。而此研究所使用阻尼器為挫屈束制支撐(buckling-restrained brace, BRB)，因BRB具有良好的軸拉與軸壓力發展強度，受壓時無須考量挫屈問題與良好的消能行為，故將其特殊的力學行為加入外伸臂桁架系統中，預期在小地震下因較大的彈性勁度以及面臨大地震時透過BRB的能量消散機制以減緩結構物受震反應。此研究利用OpenSees軟體建立二維分析模型，主要以配置兩組外伸臂系統做為探討目標，並將分析模型加以簡化，分別建立四種不同樓高之72、144、216、288m之簡化模型， 為了參數研究的目的， 簡化模型使用Timoshenkobeamcolumn element，以便模擬出模型從低到高，由剪力到撓曲變形的行為。分析方法主要藉由非線性反應譜分析(Response spectral analysis, RSA)進行多種結構參數組合之參數分析，包含不同的外伸臂高程及BRB與外周柱的勁度比例，且參數值皆有一定的限制，以貼近實務上的設計。並以非線性歷時分析(Nonlinear response history analysis, NLRHA )驗證其受震反應結果。探討不同樓高含阻尼器外伸臂桁架系統，滿足不同最佳化目標包括最大頂層側位移角、層間側位移角、核心結構基底剪力、核心結構傾覆彎矩和BRB消能表現，最佳設計時結構參數的組合。
TitleSeismic performance and design of high-rise building incorporating buckling-restrained brace outrigger system
AuthorShou-June Tsai, Pao-Chun Lin
KeywordsHigh-rise structures, outrigger truss systems, buckling beam bracing, nonlinear response spectrum analysis, Nonlinear response yime history analysis
AbstractThe keen purpose of this study is to investigate the seismic performance of buildings equipped with damped-outrigger system using the buckling-restrained brace (BRB) system (BRB-outrigger) and to propose the optimal design recommendation for buildings with a different height. The numerical models with building heights of 72, 144, 216 and 288m, each contains two layers of BRB-outrigger and a 40m by 40m structural plan are analyzed using response spectral analysis (RSA) and nonlinear response history analysis (NLRHA) procedures. To get more closer to the actual reality, the member-by-member benchmark models are designed based on the seismic code requirement. In the response spectral analysis procedure, the equivalent damping ratio is computed in order to include the BRB’s inelastic response. For the main purpose of parametric study, a simplified model which will be using a Timoshenko beamcolumn element in order to capture shear-type to flexural-type lateral deformation for a lower to higher raising buildings are proposed. The dimensionless parameters that actually describe the relationships between the core structure stiffness, outrigger flexural stiffness, the axial stiffness of BRB and perimeter column in the parameter study are considered based on practical design and allowable structural sections. The optimization targets include the maximum roof drift, inter-story drift ratio, core structure base shear, core structure overturning moment and the BRB energy dissipation performance. Based on the analyzed result, the ranges of optimal design parameters vary in the different optimization targets and building heights. This study concludes with a design recommendation for building equipped with BRB-outrigger system with different building heights.

第三十八卷第一期 (期別147) (112年)

作者:

第三十八卷第一期 (期別147) (112年)

標題與柱外緣切齊之鋼筋混凝土梁鋼筋細部對耐震性能影響之探討
作者李台光、陳正誠
關鍵字鋼筋混凝土梁、柱、外緣切齊、耐震性能
摘要國內建築普遍存在RC梁與RC柱外緣切齊偏心接合的情況，偏心接合RC梁之韌性尚未獲得實驗驗證。本研究針對此類國內工程實務問題，規劃4座大型鋼筋混凝土梁試體，並於內政部建築研究所材料實驗中心進行實驗驗證。本研究共製作R試體(梁主筋不偏移，箍筋為正常尺寸)、RH/SU試體(梁主筋向內偏移且箍筋為縮小尺寸，側面配置U形橫向輔助筋並以2根縱向輔助筋固定)、RH試體(梁主筋向內偏移且箍筋為縮小尺寸)，以及SH/SLB試體(梁主筋向內偏移且箍筋為正常尺寸，箍筋增加2根縱向輔助筋固定)等4座試體，其中R試體做為本研究耐震性能之比較基準。研究結果發現：(1)所有試體(含3種外緣切齊的梁鋼筋配置細部)均可發展4%弧度的梁端轉角，皆能達到規範耐震要求。負方向韌性表現，以RH/SU試體為最優，RH試體次之，R試體再次之，SH/SLB試體為最差。SH/SLB試體上、下層梁主筋，皆僅有1根被箍筋角落束制，梁箍筋之角落配置縱向輔助筋，對於RC梁之耐震性能可能會造成不利的影響，因此建議RC梁箍筋之角落應配置梁主筋；(2)RH試體之一側混凝土保護層達85 mm，惟RH試體之側向強度及耐震性能皆不亞於R試體，因此實務上採用RH試體之型式，應為可接受的作法；(3)RH/SU及RH等2座試體之耐震性能皆優於R試體，惟RH試體裂縫寬度較寬且混凝土保護層剝落程度明顯較RH/SU試體嚴重，因此實務上建議採用RH/SU試體之型式。
TitleDiscussion on Influence of Reinforced Concrete Beam Reinforcement Detail with Flush Outside Faces of Beams and Columns on Seismic Performance
AuthorTai-Kuang Lee, Cheng-Cheng Chen
Keywordsreinforced concrete beams, columns, flush outside faces of beams and columns, seismic performance
Abstract        In domestic buildings, the eccentric beam-column connections with the flush outside faces of beams and columns are common, and the ductility of RC beams with eccentric connections has not been experimentally verified. In view of such domestic engineering practice problems, this study plans four large-scale reinforced concrete beam specimens, and conducts experimental verification at the Materials Experiment Center of the Architecture and Building Research Institute, Ministry of the Interior, Taiwan. In this study, the R specimen (the main reinforcement of the beam is not offset, and the stirrups are of normal size), the RH/SU specimen (the main reinforcement of the beam is offset inward and the stirrups are reduced in size, the side is equipped with U-shaped transverse auxiliary reinforcement and two longitudinal auxiliary reinforcements are fixed), the RH specimen (beam main reinforcement is shifted inward and stirrups are reduced in size), and the SH/SLB specimen (beam main reinforcement is shifted inward and the stirrups are normal size, and two longitudinal auxiliary reinforcements are arranged at the corners of the stirrup) are fabricated. The research results show that: (1) All specimens (including 3 beam reinforcement details with flush outside faces) can develop beam end rotation angle of 4% radian, which can meet the seismic requirement of the specification. For the seismic performance in the negative direction, the RH/SU specimen is the best, the RH specimen is the second, the R specimen is the third, and the SH/SLB specimen is the worst. There is only one top and bottom main reinforcement of the SH/SLB specimen, which is surrounded by the corner of the stirrup. The longitudinal auxiliary reinforcement is arranged at the corner of the stirrup of the beam, which may have an adverse effect on the seismic performance of the RC beam. Therefore, it is recommended that the corners of the stirrups should be equipped with the main beam reinforcement. (2) The concrete cover on one side of the RH specimen is 85 mm, but the results of this study show that the lateral strength and seismic performance of the RH specimen are not inferior to the R specimen. It is acceptable to use the type of the RH specimen in practice. (3) The seismic performance of the RH/SU and RH specimens is better than that of the R specimen, but the RH specimen has wider crack width and the degree of spalling of the concrete cover is obviously more serious than that of the RH/SU specimen. Therefore, it is recommended to use the type of the RH/SU specimen in practice.
標題國家地震工程研究中心新建與既有樓板接合分析與設計
作者林昱成、莊明介、林冠泓、鄧彬斌 、蔡克銓、蔡青宜、吳安傑、林瑞良
關鍵字國家地震工程研究中心、耐震設計、接頭補強、化學錨栓、有限元素模型分析、非線性反應歷時分析
摘要國家地震工程研究中心為因應發展，於2019年10月至2020年11月，在既有六層樓鋼筋混凝土(reinforced concrete, RC)辦公大樓上，增建七層樓成為十三層RC、鋼骨鋼筋混凝土與鋼結構的複合結構。本文介紹二樓至七樓新建服務核樓板及鋼梁與既有 RC 結構接合處的分析與設計。本研究以梁腹側角鋼加勁，同時考量托架有無封板的型式，探討三種接合設計，並進行一系列的有限元素分析。經Abaqus有限元素模型推估接點元素在交界面的軸向勁度為100 tf/mm，配合PISA3D結構分析軟體建立十三層增建大樓的結構模型，進行16組地震的非線性反應歷時分析，二至七樓新舊樓板採雙質心雙剛性樓板的設定，並用6自由度接點元素來分析新舊樓板交界面接頭的受力。經PISA3D歷時分析結果可得二至七樓服務核與既有 RC 結構交界處之單一梁端最大軸力以及最大層間位移角，分別為165 tf以及 1% rad。本研究以保守方式，在不考慮樓板的貢獻，以上述力量和變形作為接頭的設計需求，再對各個接合設計進行 Abaqus 有限元素分析，接頭錨栓採用只受拉之線性彈簧，另以只受壓之線性彈簧來模擬接頭端鋼板抵靠於 RC 面之邊界條件，並在梁端反曲點 3,800 mm 處同步施以軸拉 1.5 mm 與面內向上 40 mm 之位移，來模擬設計地震下之設計需求。分析結果顯示基本設計的接頭型式，直托架接合之托架腹板產生明顯剪力降伏並可觀察到錨栓受力不均的情形。三種改良方案中，比較結果後可知新增封板能使錨栓最大受力降低 35% 以上，且封板傳力使錨栓受力分布均勻的效果顯著。此外，在封板角落可切除短邊長為200 mm之等腰直角三角形低應力區塊，以利未來錨栓受震後的安全性檢查。本研究確認以雙腹側角鋼加勁及直托架封板切角式為最佳方案，除能符合設計需求，可使梁發展出韌性較好之彎矩塑鉸，並具可供未來檢視錨栓的開孔。
TitleAnalyses and designs of the connections jointing the new steel structure and the existing RC structure in NCREE’s office building extension
AuthorYu-Cheng Lin, Ming‐Chieh Chuang, Guan-Hong Lin, Pin-Pin Deng, Keh-Chyuan Tsai, Ching-Yi Tsai, An-Chien Wu, Jui-Liang Lin
Keywordsseismic design, strengthened connection, chemical anchor, finite element analysis, nonlinear response history analysis
Abstract        The existing six-story office building of the National Center for Research on Earthquake Engineering (NCREE) was extended to thirteen-story from October 2019 to November 2020. This study presents the analysis and design of the connections jointing the existing RC structure and the new steel service core from the second to seventh floors. A steel bracket, which is welded to the steel beam bottom flange and connected to the RC column using chemical anchors, was considered as the basic design of the connection to transfer the gravity shear from the steel beam. This shear connection detail could avoid the congested reinforcing bars inside the RC beam-to-column joint, however, three alternative designs using strengthened schemes are investigated in this study.
        Nonlinear response history analyses (NRHAs) using PISA3D program for the NCREE’s 13-story composite building were conducted in order to gain insight into the possible maximum seismic force and deformational demands on the connections. The features of dual mass centroids and dual rigid diaphragms for the second to seventh floors are incorporated into the PISA3D model. The 6DOF joint elements are utilized to represent the aforementioned bracketed connections on the interface. The axial push-pull stiffness of 100 tf/mm, computed from an Abaqus finite element model (FEM) analysis for the connections, is utilized for all the 6DOF joint elements. A total of sixteen sets of ground accelerations are utilized. NRHA results indicate that the maximum axial force and maximum in-plane rotation of the connection at the steel beam end are about 165 tf and 0.01 radian, respectively.
        The Abaqus FEM analyses were conducted for investigation of four connection types including the basic design and three improved designs. The FEM analysis results indicate that the beam bracket of the basic design exhibits obvious shear yielding. The uneven anchor bolt forces developed are very evident. The improved load-carry capacity and a more uniform bolt forces developed are found in the strengthened designs, such as the stiffened steel angles at the beam web and bracket with cover plate. In addition, an approximately 200×200 mm triangular region on the cover plate corner with a low stress demand is observed. Based on these connections’ FEM analysis results, this study confirms that the strengthened scheme adopts double-sided stiffened steel angles at the beam web, the straight bracket with the angular cuts on the cover plates is suitable. The strengthened scheme adopted in the project not only meets the seismic demands but also allows the inspections of the anchor bolts in the future, if necessary.
  

    

標題擴頭鋼筋單體受拉之力學特徵與試驗裝置開發
作者林克強、歐宸宇、紀凱甯、莊勝智、廖文義
關鍵字擴頭鋼筋、擴頭鋼筋單體試件拉力試驗裝置、擴頭部滑動量、伸長率、拉力強度
摘要本文主要目的在探討台灣常用擴頭鋼筋之單體試件受拉的力學特徵，並開發符合時間效益的試驗裝置。本研究進行四種鋼筋強度等級（SD 420W、SD 490W、SD 550W與SD 690）共41組之擴頭鋼筋單體受拉試驗，擴頭部包括摩擦銲、銲接螺桿、擴頭滾牙與螺紋套筒灌漿等型式。試驗之滑動量結果顯示，試驗採用0.7Py與0.95Py為加載上限值，可獲得相同的合格與否鑑識結果，其中Py為鋼筋最小規定降伏強度。摩擦銲式擴頭鋼筋幾乎無滑動量。其餘滑動量由小至大分別為：限滑擴頭滾牙式、螺桿銲接式、擴頭滾牙式、與螺紋套筒灌漿式擴頭部，其中，非螺紋套筒灌漿式擴頭部之滑動量均不大於0.2 mm。對於螺紋套筒灌漿式擴頭鋼筋，有限制滑動裝置者，只要採用適當限滑裝置且施工適當時，其滑動量多能控制在0.3 mm內；無限制滑動裝置者，其滑動量均大於0.3 mm。本研究之強度試驗結果顯示，所有試體的最大強度均能發展鋼筋規定降伏強度的1.25倍與規定抗拉強度。本研究開發完成之擴頭鋼筋單體試件拉力試驗裝置能迅速並目視架設量測設備，以獲得準確的擴頭部滑動量，且較原試驗裝置可縮短約78%的試驗時間，該試驗裝置測試目標上限為SD 690之#12擴頭鋼筋。
Title“Mechanical Characteristics and Testing Device Development of Headed Reinforcements for Uniaxial Tension Test”
AuthorKer-Chun Lin, Chen-Yu Ou, Kai-Ning Chi, Sheng-Jhih Jhuang, Wen-I Liao
Keywordsheaded reinforcement, testing device to test single headed reinforcement in tension, slip of head part, elongation, tensile strength
AbstractThis paper mainly investigates mechanical characteristics of headed reinforcements in tension popular used in Taiwan and develops a fixture for testing to effectively shorten test time. A total of 41 headed reinforcement specimens that include four types of steel grade, SD 420W、SD 490W、SD 550W and SD 690, and three main types of head part, welded head, threaded head, grouted sleeve head. Test results related to head part slip showed that upper loading bounds of 0.7Py and 0.95Py to assess head part slip can acquire the same identified results those are qualified or not. The slip results for the various head parts indicated that the slip of welded head by friction was very limit. The slips of head part with the other heads from small to large in sequence were threaded head and grouted sleeve head. For the threaded heads of the headed reinforcements, all the slips were smaller than 0.2 mm. For the grouted sleeve heads of them, the slips of head part without a restraining-slip nut were more significant than 0.3 mm, but the slips of head part with a restraining-slip nut enable to be reduced under 0.3 mm as long as using proper fabricated process. Test results also presented that the maximum tensile strengths of each specimen exceeded its minimum specified ultimate strength and 1.25 times its minimum specified yield strength. The testing device developed in this study can install measure instruments quick and visually and get reliable measure results of head part slip. It also significantly reduces 78% of testing time per piece compared with the existed testing fixture. The load capacity of the fixture is for #12 reinforcement of SD 690.
標題應用集中塑性模型於鋼筋混凝土結構非線性動態行為之研究
作者蕭輔沛、盧煉元、黃炫文、鄭弘
關鍵字集中塑性模型、RC非線性、振動台實驗、TEASDA、ASCE 41、ETABS、OpenSees、ModIMK
摘要近年來國內所發生之重大地震皆造成中高樓鋼筋混凝土建物倒塌，進而導致重大人員傷亡及財產上嚴重的損失，包含南投集集921大地震、0206高雄美濃大地震及0206花蓮大地震。有鑑於此，準確模擬中高樓鋼筋混凝土建物於地震力作用下之非線性結構反應，對於鋼筋混凝土結構之耐震研究是相當重要的課題。本文擬藉由商用軟體ETABS及美國加州柏克萊大學所開發之開放式有限元素軟體OpenSees分別建立不同塑鉸之七層樓鋼筋混凝土構架模型，以探討不同塑鉸之設定對於非線性動力歷時分析結果的影響。接著再根據七層樓鋼筋混凝土構架之振動台實驗結果，驗證何種塑鉸分析結果較接近真實結構反應，期能提供工程界於塑鉸設定方面之依據。再者，由於ETABS為商用軟體，其應用上較為受限，使用者無法自行加入新開發之材料及元素或與實驗控制系統連接進行實驗，因此本文提出將ETABS模型等效轉換至開放式有限元素軟體OpenSees之方式，期能使研究者藉由ETABS為輔助建立等效之OpenSees模型，以運用OpenSees開放式軟體之特性進行分析。
根據本文研究結果顯示，以ETABS建立由國家地震工程研究中心所開發之TEASDA塑鉸且配合Pivot遲滯模型之設定，其分析結果與七層樓鋼筋混凝土構架之振動台實驗結果最為接近。此外，根據各不同塑鉸分析結果顯示，塑鉸設定之遲滯模型不同對於分析結果影響有限，而塑鉸設定之背骨曲線不同對於分析結果才會有所影響。最後由ETABS塑鉸及OpenSees塑鉸分析比較之結果可知，本文成功驗證以ETABS模型等效轉換為OpenSees模型方式之正確性。
TitleA Study on Nonlinear Dynamic Behavior of Reinforced Concrete Structures using Concentrated Plasticity Model
AuthorFu-Pei Hsiao, Lyan-Ywan Lu, Hsuan-Wen Huang, Hung Cheng
Keywordsconcentrated plasticity model, nonlinear RC, shaking table test, TEASDA, ASCE 41, ETABS, OpenSees, ModIMK
Abstract        In recent years, some strong earthquakes, including the 921 Chi-Chi Earthquake, the 0206 Meinong Earthquake, and the 0206 Hualien Earthquake, have caused the collapse of med-to-high rise reinforced concrete (RC) buildings, and resulted in heavy casualties and severe property losses. Because of this, it is crucial to perform accurate numerical simulation for the nonlinear structural response of med-to-high rise RC buildings. This paper establishes a 7-story RC frame model with different plastic hinges using the commercial software ETABS and the open-source finite element software OpenSees developed by the University of California at Berkeley, USA. The effect of different plastic hinge settings on nonlinear time history analysis of the RC building is explored in this study. Then, based on the shaking table test results of the 7-story RC building, it is judged which plastic hinge analysis results are closer to the experimental structural response. Furthermore, since ETABS is a commercial software, its extensibility is relatively limited. In other words, users cannot add newly developed materials and elements to ETABS, nor connect ETABS with the experimental control system to conduct experiments. Therefore, this paper proposes a method to convert an ETABS model to a OpenSees model. This method will enable researchers to establish the plastic hinges for an equivalent OpenSees model with the help of ETABS, and to take the openness advantage of OpenSees software for analysis.
標題基於FEMA P58法之區域韌性評估：以美國洛杉磯非韌性鋼筋混凝土構架為例
作者陳鵬宇、Ertugrul Taciroglu
關鍵字機率式地震風險評估、區域評估、FEMA P58、非韌性鋼筋混凝土構架、增量動力分析、韌性指標
摘要都會地區房屋密集，遭遇地震時產生之性能表現係決定災損之重要依據。然而既有之結構性能評估所採用之非線性靜力法為一定量式分析(deterministic)，一來無法有效地將地表運動以及結構動態反應之不確定性納入，二來其結果以結構反應參數來評估其耐震力，不利於非具工程背景之業主進行決策。另一方面，近來國際上朝向發展韌性城市(resilient city)，對於結構工程師而言，如何量化房屋受震後之韌性以及進行大範圍之區域評估尚不清楚。有鑑於此，本研究提出一區域韌性評估之架構，當中依據機率式地震風險評估法(即FEMA P58)，將增量動力分析與蒙地卡羅模擬結合進行災損評估，並依據評估結果量化成韌性指標(resilient index)。為示範此架構之應用，本研究以美國洛杉磯地區之非韌性(nonductile)鋼筋混凝土構架為例，透過開發之自動化建模程序完成1,452棟房屋之災損及韌性評估，當中完成了95萬筆非線性動力歷時分析。評估結果顯示在最大考量地震下的平均損失比為37.3%，震後近一年的平均韌性指標不到50%，且所有房屋恢復其原有功能需要至少三年時間。本研究藉由此案例說明，介紹FEMA P58法應用於區域評估之流程，後續期望能將此架構本土化應用於災前評估與災後應變，來提升台灣的都市韌性。
TitleRegional evaluation of resilience based on FEMA P58: a case study for nonductile reinforced concrete frames in Los Angeles
AuthorPeng-Yu Chen, Ertugrul Taciroglu
KeywordsProbabilistic seismic assessment, regional evaluation, FEMA P58, nonductile reinforced concrete frames, incremental dynamic analysis, resilient index
Abstract        Seismic damage and loss assessment are highly related to buildings’ performance. However, the current nonlinear static analysis for performance evaluation is a deterministic methodology, where the uncertainties and variation of ground motion and numerical modeling cannot be considered. Furthermore, the outcome of engineering parameters is difficult to be utilized by decision-makers who may not have engineering backgrounds. While the world is toward developing resilient city, it is still not clear to structural engineers how to quantify the seismic resilience and evaluate it for large-scale regions. Hence, this research proposes a framework for regional resilience evaluation, which is based on probabilistic seismic assessment (i.e., FEMA P58) to incorporate incremental dynamic analysis and Monte Carlo simulation for damage and loss assessment. Moreover, the outcome of the regional evaluation is used to quantify the resilience index to illustrate the ability of a city for recovering from an earthquake. To demonstrate the application of the proposed framework, 1,452 nonductile reinforced concrete frames in Los Angeles are simulated by developing an automatic modeling program. Around 950,000 nonlinear time history analyses are conducted through a supercomputer, and the outcomes are used for loss estimation and resilience quantification. The results show that the mean loss ratio for nonductile frames under maximum-considered earthquake is 37.3%, and the resilience index indicates that the city needs at least 3 years to recover. While the presented work is a US-based case study, the authors hope the framework can be extended and localized for Taiwan’s development of resilient city.

第三十七卷第四期 (期別146) (111年)

作者:

第三十七卷第四期 (期別146) (111年)

人工智慧在結構工程之應用特刊

客座主編：林子剛

標題 「人工智慧在結構工程之應用」引言
作者 林子剛
 

      近年人工智慧(AI,artificial intelligence)正對各個領域帶來前所未有革命性的影響，土木結構工程亦朝向「智慧化」邁進。結構工程導入人工智慧，運用在大量的資料彙整、分析及尋找規律上，透過AI 能有效且快速地節省人力，可直接對接進入施工過程，讓大量常規項目規劃和設計變得快速，比起以往人工判讀更具備效能與效率。美國國家科學基金會（NSF）開發了一套名為BRAILS（大規模人工智慧建築識別）的工具，可以檢測城市建築在地震、颶風或海嘯中可能面臨的風險，此即是人工智慧結合土木結構工程的案例之一。

      結構工程期刊企盼藉由此次特刊的機會，向各界介紹國內人工智慧在結構工程應用之成果。本特刊收錄了「結合神經網路熵與卷積神經網路於結構健康診斷」、「使用機器學習和統計資訊進行異常訊號檢測和分類」、「深度學習於提升地震模擬振動臺加速度性能之研究」、「含巡檢規劃、劣化辨識、損傷量化之進階建物劣化檢測架構」及「基於深度學習之合成配電網絡建置研究」。希冀藉由這些篇章的介紹，能更深入瞭解人工智慧在結構工程之應用發展與趨勢，讓臺灣在土木結構工程專案管理實務中，嘗試建立類似的工具，進而保障建築安全。

國立陽明交通大學土木工程學系 林子剛 教授 謹誌
結構工程期刊 特刊客座主編
2022 年12 月
標題含巡檢規劃、劣化辨識、損傷量化之進階建物劣化檢測架構
作者許舜翔、許筠曼、洪昊天、林禹齊、張家銘、陳宗珷、陳俊仲
關鍵字目視檢測、損傷偵測、損傷量化、深度學習
摘要目視檢測常用於結構檢測中，以快速評估建物中構件或材料之耐用性，及尋找可能的損傷。然而，傳統目視檢測相當耗費人力及時間，鑒於以上問題，本研究開發一個進階的建物劣化檢測架構，其中功能包括巡檢規劃、即時劣化識別、損傷程度判別及記錄詳細的損傷狀況。於該架構中，首先規劃巡檢草圖，提供檢測時最有效率檢測路徑；接著本研究使用Scaled-YOLOv4，進行損傷物件偵測，該方法於大規模場域中，也能快速檢測損傷，並使用SOLOv2 模型，對混凝土裂縫位置進行像素等級之實例分割，以利更精確的裂縫量化；最後，根據檢測到的劣化嚴重性及面積大小，對構件的損傷程度進行評級。本研究以一所小學之走廊進行實際場域驗證，目的為檢測和量化混凝土構件之表面劣化。由驗證結果可見，藉由本研究之進階建物劣化檢測架構，於劣化辨識、損傷量化和檢測效率上，相較傳統建物目視檢測都獲得顯著改善。
TitleFramework of Advanced Building Inspection withRoute Planning, Defect Detection, and Damage Rating
AuthorShun-Hsiang Hsu, Ho-Tin Hung, Yun-Man Hsu, Chia-Ming Chang, Tzung-Wu Chen, Chun-Chung Chen
Keywordsvisual inspection; damage detection; damage quantification; deep learning
AbstractVisual inspection is commonly adopted for building operation, maintenance, and safety. The durability and defects of components or materials in buildings can be quickly assessed through visual inspection. However, implementations of visual inspection are substantially time-consuming, labor-intensive, and error-prone because useful auxiliary tools that can instantly highlight defects or damage locations from images are not available. Therefore, an advanced building inspection framework is developed and implemented with route planning, realtime and detailed damage recognition, and damage rating in this study. The inspection route sketching is first exploited to provide an efficient plan with significantly reduced disruption. Then, Scaled-YOLOv4 and SOLOv2 models are considered in this study to detect defects even in a large-scale field quickly and acquire pixel-level damage recognition for more precise quantification, respectively. Finally, damage levels of components are rated following the importance and numbers per unit area of the detected defects. This entire framework is also implemented and verified by the hallway of an elementary school to detect and quantify surface damage of concrete components. As seen in the results, the conventional building inspection is significantly improved by the aid of the proposed framework in terms of damage localization, damage quantification, and inspection efficiency.
標題圖神經網路於線性靜力分析之應用
作者周遠同、黎光曜 、郭柏志、張慰慈、黃尹男、陳俊杉
關鍵字 
摘要結構設計是朝向最佳化的迭代過程，目前多依賴結構工程師過往的經驗結合結構分析的結果完成。結構最佳化設計需反覆進行結構分析，如何加速結構分析則是重要的突破關鍵。本研究使用深度學習模型作為線性靜力分析之代理模型，提供快速即時且精準之結構反應預測。因著結構物之空間幾何關係與圖資料結構之間之相似性，本研究將結構物表達成圖，並以圖神經網路模型去學習結構物所受之外力與結構物反應之間的關係。在透過由結構軟體所生成包含隨機樓層數、跨數、樑柱長度，以及隨機大小的側向外施載重之結構分析資料集訓練後，圖神經網路模型不僅顯示了其在預測位移以及力具有良好之表現，模型也具有很好之泛化能力，能夠預測在訓練時從未接觸過的、更高的結構物。在特徵重要性分析中也顯示模型所學習到之特徵具有一定之物理意義。
TitleLinear Static Analysis with Graph Neural Networks
AuthorYuan-Tung Chou, Kuang-Yao Li, Po-Chih Kuo, Wei-Tze Chang, Yin-Nan Huang , Chuin-Shan Chen
Keywords 
AbstractStructural design is an iterative process for optimum selection, which relies on structural analysis results and experience from structural engineers. Since iterative structural analysis is a necessary for getting a good design, accelerating structural analysis is an important task. In this work, we adopt deep learning approaches as a surrogate model for linear static analysis, which provides fast and accurate structural response prediction. Based on the similarity between the structure’s topology and graph data structure, we represent structures as graphs and leverage graph neural networks (GNNs) to learn the relationship between given external forces and corresponding structural responses. The GNN model is trained with random-generated structures, including random story number, span number, beam-column length, and value of external forces. The results show that the GNN model has good performance on displacement and force predictions and excellent generalizability on unseen, taller structures. In addition, it is shown that based on the analysis of feature importance, the GNN model can extract important physical attributes from the input features.
標題使用機器學習和統計資訊進行異常訊號檢測和分類
作者林天郇、黃謝恭、周肇昱
關鍵字異常訊號、機器學習、模式識別網路、GoogLeNet
摘要結構健康監測（structural health monitoring，SHM）和結構完整性管理（structural integrity management，SIM）為逐漸興起的技術，為了持續檢測結構狀態並不斷追蹤結構劣化，海量的資料伴隨著不正常的量測數據正不斷的被產生，至此，檢測與分類這些帶來問題的異常訊號大多依靠人工，這不僅費時費力，工作更是乏味。在本研究中，檢測與分類異常訊號的工作將被機器學習的技術取代，並嘗試利用統計學的優勢來提高檢測與分類的正確性，模式識別網路（pattern recognition network）被採納來使用一維的輸入資料，而GoogLeNet 被引入來使用二維的輸入資料，並利用一組現地量測資料進行學習，其結果顯示兩種機器學習的技術均可有效的檢測與分類異常訊號，並且其算力需求與正確性是個權衡下的結果，因此對於兩種技術的使用情境將可視應用的需求而定。
TitleDATA ANOMALIES DETECTION AND CLASSIFICATION USING MACHINE LEARNING AND STATISTIC INFORMATION
AuthorTian-Xun Lin, Shieh-Kung Huang, Jau-Yu Chou
Keywordsdata anomaly, machine learning, pattern recognition network, GoogLeNet
AbstractStructural health monitoring (SHM) and structural integrity management (SIM) are emerging recently. To continuously track the condition and constantly detect early deterioration of the infrastructure, huge amounts of data are produced and abnormal measurement is inevitable. The corrupted data can produce a lot of problems and, generally, they are examined and classified by humans. In this study, the detection and classification are replaced by the techniques of machine learning (ML) and improved by using statistic information. The neural networks based on 1-dimensional and 2-dimensional data are studied via a field dataset collected from a long-span cable-stayed bridge. Therefore, a shallow network, called pattern recognition network, is selected to use 1-dimensional data as an input and a deep network, GoogLeNet, is selected to use 2-dimensional data. The results show that both models can detect and classify the data anomalies and the usage depends on the assigned application and the trade-off between computation and performance.
標題結合神經網路熵與卷積神經網路於結構健康診斷系統應用之研究
作者林子剛、林易廷、郭凱維
關鍵字結構健康監測、神經網路熵、卷積神經網路
摘要本研究以神經網路熵(Neural Network Entropy, NNetEn)為研究基礎，並將此熵分析方法與卷積神經網路(Convolutional Neural Network, CNN)結合，發展出一套具實用性之結構健康監測系統。為了驗證其系統之可行性，將進行七層樓鋼構架的破壞實驗，並建置與鋼構架相同結構特徵之數值模型。首先使用狀態空間法建立數值模型，模擬與鋼構架相同之十六種破壞模式，並將破壞時之各樓層加速度訊號以神經網路熵進行分析，建立熵值資料庫，再將此熵值資料庫用以訓練類神經網路模型。前期研究之熵值是藉由人為觀察後定義其閥值，藉以判斷結構是否破壞，因此為了避免人為因素的誤判及自動化判讀，本研究以可視化之 heatmap 量化熵值變化，並選用適用於影像處理的卷積神經網路分析，透過將熵值轉為圖像資料之方式不僅能夠減少模型中之參數量還能提升其運算速度。神經網路模型在訓練過程中藉由提取熵值中的破壞特徵並學習，在訓練完成後模型即能在識別輸入資料的破壞特徵後定位結構物之破壞區域。最後，透過國家地震工程研究中心之七層樓鋼構架驗證所設計之十六種破壞案例，逐例討論模型的輸出值並以混淆矩陣量化數值模擬和實驗驗證之預測結果。本研究提出的結構健康診斷系統，將新興之熵分析方法結合類神經網路，其最終驗證實驗之測試樣本結果其準確率 93.13%。
TitleApplication of Convolution Neural Network and Neural Network Entropy Algorithm for Structural Health Monitoring
AuthorTzu-Kang Lin, Yi-Ting Lin, Kai-Wei Kuo
KeywordsStructural Health Monitoring, NNetEn, Convolution Neural Network
AbstractThis study combines Neural Network Entropy (NNetEn) and Convolutional Neural Network (CNN) to develop a practical structural health monitoring system. In order to verify the feasibility of the system, the failure experiment of a seven-story steel frame has been carried out with a numerical model of the same structural characteristics as the steel frame. The state space method is used to simulate the sixteen failure modes on the steel frame, where the acceleration signals of each floor at the time of failure are analyzed by neural network entropy. An entropy database is established based on the model to train the neural network model. To avoid the misjudgment and automatic interpretation of human factors, this study uses the visualized heatmap to quantify the change of entropy value, and the convolutional neural network analysis is selected for image processing. By converting the entropy value into image data, not only the number of parameters in the model can be reduced, but its operation speed can be improved. During the training process, the neural network model extracts and learns the damage features in the entropy value. After the training is completed, the model can allocate the damage area of the structure by identifying the damage features of the input data. Finally, through the verification of 16 failure cases simulated on the seven-story steel frame of the National Center for Research on Earthquake Engineering (NCREE), the performance of the proposed SHM system is evaluated by both numerical simulation and experimental verification with confusion matrix. The SHM system proposed in this study combines the emerging entropy analysis method with a neural network. The test results of the final verification have an accuracy rate of 93.13%.
標題深度學習於提升地震模擬振動臺加速度性能之研究
作者賴魁星、陳沛清
關鍵字地震模擬振動臺、加速度控制、三參數控制器、深度學習、長短期記憶神經網路
摘要地震模擬振動臺是地震工程研究重要的實驗設備，已廣泛應用在各種結構系統的耐震性能試驗，諸如鋼筋混凝土結構、鋼結構、隔減震結構以及精密設備等，因此振動臺加速度控制之精確與否在振動臺實驗中特別重要。本研究提出使用深度學習的方式， 使用了長短期記憶(Long Short-TermMemory, LSTM)神經網路，透過大量實驗資料訓練出振動臺的外迴路控制器。本研究使用油壓驅動之大型單軸向振動臺，設計一組鋼構造試體安裝其上並進行大量的振動臺實驗，以得到LSTM 之訓練資料，再將訓練所得到的LSTM 作為前饋控制器，加裝在振動臺既有的三參數控制架構中，藉此補償振動臺加速度控制的動態響應。實驗結果證明LSTM 前饋控制器可有效地降低振動臺的加速度誤差，並減少試體與振動臺的互制現象，使振動臺之加速度性得到顯著的提升。本研究成果顯示應用深度學習於提升振動臺加速度表現的發展潛能，未來可進行更多的相關研究，以改善振動臺實驗之測試品質。
TitleImproved Acceleration Tracking Performance of Seismic Simulators using Supervised Deep Learning
 Kui-Xing Lai and Pei-Ching Chen
KeywordsSeismic shake table; acceleration control, three-variable control; deep learning, long short-term memory neural network
AbstractSeismic shake table testing has been widely used for various structural systems such as steel structures, reinforced-concrete structures, energy-dissipated and base-isolated buildings, and nonstructural components etc. Therefore, accurate replication of shake table acceleration is particularly important to these tests. In this study, supervised deep learning approach is applied as an alternative for seismic shake table control. The Long Short-Term Memory (LSTM) neural network is built for training the controller to improve acceleration performance of the shake table. A large-scale servo-hydraulic uniaxial shake table is adopted. A steel specimen is designed and fabricated for performing a large number of shake table tests. Then, the shake table testing data are used to train a feedforward controller using LSTM which is implemented close to an existing Three-Variable Control (TVC) loop. The validating experimental results prove that the acceleration tracking performance is improved compared with conventional TVC. The control-structure interaction is also suppressed. The experimental results demonstrate the proposed control scheme reduces the acceleration tracking error effectively compared with conventional TVC control. The research results also show great potential for deep learning application to seismic shake table control in the future. Keywords: Constitutive model, anisotropy, shear-slip and re-contact, mesh-sensitivity, non-proportional loading, concrete, finite element
標題基於深度學習之合成配電網絡建置研究
作者林岳鴻、林其穎
關鍵字合成配電網絡、深度學習、物體識別、地理標籤
摘要現今時代處於能源高消耗的處境且加上地球暖化帶來的災害規模日益嚴重，使人們對於公共資產管理、減少能源消耗、預測災害損失更加重視。本研究提出利用深度學習建置合成電力網路，以便未來使用其擬真模型進行電網可靠度分析。本研究利用街景圖配合物體識別及計算交集的方式定位出電線桿之地理資訊，並利用此地理資訊建立其合成電力網路。研究首先使用Mask R-CNN 與YOLOv4 物體識別模型，進行時長之條件控制訓練，並比較兩種模型的精確度得出適合此研究之方法。接續調整其參數配置，比較不同參數下對於此研究的最佳模型設置。對於區域的研究進行每條街的個別物體識別，並設計兩種排序方式進行電線桿排序，分別為經緯度以及最短路徑，利用兩種排序方式進行基於馬爾科夫隨機場(Markov random field,MRF)和基於方位線(line of bearing, LOB)與基於密度之聚類演算法(Densitybasedspatial clustering of application with noise, DBCSCAN)兩種方式計算交集，接著進行電線桿之補遺，使其更符合真實電線桿最大容許間距。最後，利用距離迭代的方式合併所有街道並刪除重複預測的電線桿點位，得出四種結果。使用四種結果與真實電線桿地理資訊進行精度比對，選擇出最適者並利用最小生成樹(minimum spanning tree, MST)建立電力網路，建立後分析並比較其性質與真實電力網絡的區別。未來可使用此模型進行改善，使其更符合真實電力網路，並使用其合成電力網絡進行電網可靠度分析、公共資產管理、災害分析等分析。
TitleSynthetic Power Distribution Network Construction Based on Deep Learning Algorithm
 Yue-Hung Lin and Chi-Ying Lin
Keywordssynthetic power distribution network, deep learning, object detection, geo-positioning
AbstractGlobal warming has caused high energy consumption and an increasing scale of disasters, which make people draw more attention to public asset management to reduce energy consumption and predict losses caused by disasters. Based on a deep learning based object detection approach, this study develops a synthetic power distribution network that can serve as an alternative to the real power distribution net-work and be used to analyze its reliability. This research uses the street view images to detect utility poles and conduct geo-positioning to locate utility poles on the map. For object detection, the Mask R-CNN and YOLOv4 are trained with controlled du-ration, and then the accuracy of the two models is compared to determine which method is suitable for this research. Second, the model’s hyperparameters are adjusted and compared to determine the best model setting for the object detection task in this study. Then the selected model is used to perform the object detection task for each street in the research region. Two sorting methods, namely, the latitude and longitude sorting method and the shortest path sorting method, are proposed to sort the poles for pole geopositioning and supplementation. With two sorting methods, pole geopositioning is conducted based on two approaches: The first is the Markov random field (MRF) approach, and the second is the line of bearing (LOB) with density-based spatial clustering of application with noise (DBSCAN). After determining the detected pole location, pole supplementation is conducted to ensure the maximum allowable distance between poles. Third, four sets of results are obtained by merging all streets and removing duplicate poles by means of distance iteration. Finally, four results are compared with the coordinates of real utility poles. The most suitable method for study region is selected to establish the synthetic power distribution network using the minimum spanning tree (MST). In the future, this model can be improved to make it more in line with the real power distribution network, and the synthetic power distribution network can be used for power grid reliability analysis, public asset management, disaster analysis, power demand-supply analysis, etc.

第三十七卷 第三期 (期別145) (111年)

作者:

第三十七卷第三期 (期別145) (111年)

標題臺灣鋼骨鋼筋混凝土構造規範之柱及梁柱接頭設計條文修訂發展
作者劉郁芳、周德光、周中哲、黃司睿、陳蓮安
關鍵字鋼骨鋼筋混凝土結構、柱設計、鋼柱寬厚比、梁柱接頭、接頭剪力強度
摘要本研究收集鋼骨鋼筋混凝土(Steel Reinforced Concrete, SRC)柱及梁柱抗彎接頭最新國外設計規範及研究成果，再與臺灣鋼骨鋼筋混凝土規範及近年之研究進行分析比較，其中在SRC 柱設計方面，對於混凝土強度、鋼骨強度、柱主筋間距、鋼柱寬厚比等在考慮研究及工程實務的可行性，提出設計條文建議修訂。另外鋼筋混凝土柱與鋼梁(Reinforced Concrete Steel，RCS)之接頭已被美國及日本規範列為一種抗彎接頭，臺灣規範目前尚未有此種接頭設計方法，但學術界及實務界已有一些相關研究供參考，本研究針對RCS 接頭整合美日規範的設計理論，再與國內外研究的成果彙整成RCS接頭剪力設計方法作為規範修訂參考。藉由此次國內外相關規範研究及實驗結果彙整工作，修訂2011 年版的鋼骨鋼筋混凝土構造設計規範與解說以期更符合現今國內實務應用及國際技術發展。
TitleDesign Revision of Column and Beam-to-Column Moment Connection in Taiwanese Specification of Steel Reinforced Concrete Structures
AuthorYu-Fang Liu, Te-Kuang Chow, Chung-Che Chou, Szu-Jui Huang, Lien-An Chen
KeywordsSteel-Reinforced-Concrete (SRC) Structure, Column, Width-to-Thickness Ratio, Beam-to-Column Moment Connection, Shear Strength of Connection,
AbstractThe design specifications and literatures related to SRC columns and beamcolumn connections in the United States, Japan, and Taiwan were collected for the revision of Taiwan Design Specifications and Commentary of Steel- Reinforced-Concrete Structures. The revision recommendation will be expected to be an essential reference for design and construction of SRC structures in Taiwan. Design of Reinforced-Concrete-Column and steel beam connection (called RCS connection) has been included in the design specifications of United States and Japan. However, this connection type has not been included in Taiwan specifications. This work was focused on revision of SRC code in Taiwan. In terms of SRC column design, concrete strength, steel strength, column reinforcement spacing, and column width-to-thickness ratio are revised based on AISC 341 (2016). Integrating the design theories of U.S. and Japan, as well as the research results in Taiwan, a new section of RCS design was recommended to the updated SRC code.
標題變斷面桁架圍束式挫屈束制支撐設計分析與試驗研究
作者陳律安、吳安傑、陳雋、蔡克銓
關鍵字挫屈束制支撐、桁架圍束單元、撓曲剛度、剪力剛度、挫屈強度、有限元素分析
摘要挫屈束制支撐（buckling-restrained brace, BRB）能經濟且有效地提升結構勁度、強度與韌性消能行為，已廣泛運用於建築結構系統。桁架圍束式挫屈束制支撐（truss-confined BRB, TC-BRB）為新型BRB，特點在中央圍束鋼管外再配置由特定數量、方向及尺寸之桁架系統，並與中央鋼管共同構成圍束單元，提供所需之撓曲剛度。此種桁架圍束系統可使中央鋼管與內灌砂漿之斷面大幅下降，能減少自重但仍維持設計強度；此優勢特別利於長跨與高軸力BRB 之應用。本研究擴充、改良與簡化過去研究的理論模型與設計方法，提出變斷面桁架圍束系統及中央鋼管等效剛度的精確計算方法，利用能量法評估圍束單元彈性挫屈強度，並提供簡化計算方式。為進一步驗證分析理論，本研究新增規劃兩組1/3 縮尺之變斷面TC-BRB 試體，設計長度與強度分別約為6.3 米與90 噸，採用國震中心多軸向試驗系統進行反覆載重試驗。藉由四組試驗結果提出圍束單元彈性挫屈強度與整體TC-BRB 壓力強度計算方法，並建議工程實務應用時可採用的設計參數。此外，本研究提出一套有限元素模型分析方法，能有效模擬弦桿殘餘應力效應及BRB 壓拉強度差異現象，驗證圍束單元彈性挫屈強度理論分析的可靠度，並可有效模擬TC-BRB 實際受力變形反應。
TitleA Study of BRBs using Varying Section Steel Truss Restrainers
AuthorLu-An Chen, An-Chien Wu, Chun Chen, Keh-Chyuan Tsai
Keywordsbuckling-restrained brace, truss-confined restrainer, flexural rigidity, shear rigidity, buckling load, finite element analysis
AbstractBuckling-restrained braces (BRBs) can effectively improve the stiffness, strength, ductility, and energy dissipation capacity of building structures. Recently, a novel type of BRB called truss-confined BRB (TC-BRB) has been investigated. The feature of the TC-BRB is attaching an additional truss system outside the central steel casing. The truss system is composed of several steel open-web truss frames thereby providing the overall restraining rigidity, reducing the steel casing section size and infilled mortar. The overall self-weight is reduced as compared to the conventional BRB, especially in the cases of longspan and large load-carrying BRB applications. This study extends and improves the stability assessment methods of the TC-BRB investigated previously. The equivalent flexural rigidity and shear rigidity of varying-section truss confining system are re-examined first. The method of computing the effective shear area of central casing is developed. The results are integrated into the calculations of elastic buckling strength of the restraining system. A simplified computing method is also proposed. Two additional 1/3-scaled specimens each of about 6.3m long and 90tf (853kN) yield strength were designed and tested in the MATS facility in NCREE. Considering tests results of four specimens of similar size and capacity in the previous and this studies, the relationship between the elastic buckling strength of restrainer and the ultimate compressive strength of entire TC-BRB is constructed. The required design parameters are provided for practical applications. In addition, a numerical modeling procedure which can effectively simulate the effects of the BRB compressive over-strength and the residual stresses in the chord members is introduced. Analytical results indicated that the proposed calculations in the restrainer’s elastic buckling strength are reliable and the specimens’ hysteresis behavior can be captured satisfactorily.
標題震損RC剪力牆之殘餘耐震能力與塑鉸設定探討
作者廖文義、鄭育銘、陳宣伶
關鍵字鋼筋混凝土、剪力牆、殘餘耐震能力、塑鉸
摘要鋼筋混凝土(RC)剪力牆之高強度及高勁度雖可有效改善結構系統來提昇建築物之耐震能力，但其高勁度也易於地震中較梁柱構材先產生裂損，專業技師在評估受震損含RC 剪力牆建物的殘餘耐震能力與安全性時，常面臨損壞判斷及震損構材模擬等技術上之問題，尤其對於那些僅為輕度到中度損壞之牆體，其可能不需補強但仍需評估其殘餘耐震能力的牆體。因為對受震損RC 牆的殘餘耐震性能於國內外之研究相當稀少，常使得要使用國內側推分析之詳細評估法來評估震損建物殘餘性能時，於震損RC 牆塑鉸設定上之強度、勁度與變形容量的折減方式無量化選擇依據。故本研究主要目的是通過文獻收集與回顧，彙整RC 剪力牆之震損後力學行為，並與美國及日本現有之震後評估指針的參數與方式進行比較探討其合適性，並依營建署之損傷等級，對輕度至中重度震損RC 牆於塑鉸設定上之強度、勁度與變形容量的折減方式提出建議，期能填補部分國內於震損RC 牆殘餘耐震能力評估上所缺之資訊。
TitleDiscussion on the Residual Capacity and Plastic Hinge Properties of Earthquake Damaged RC Shear Walls
AuthorWen-I Liao, Yu-Ming Zheng, Xuan Ling Chen
KeywordsReinforced concrete, shear wall, residual seismic capacity, plastic hinge
AbstractDue to the high lateral strength and stiffness of the RC shear wall, it can effectively improve the structural system and increase the seismic capacity of the building structure. However, the high stiffness property of RC walls will also easily induce cracking or damage as compared to the beam-column members in the earthquake. The technical problems for judgment of damage status and simulation of damaged components are often difficult to be determined, especially for those RC walls that are only at slightly or moderately damaged status, they may not need retrofitting but their residual seismic capacity should be evaluated. When using the nonlinear pushover analysis procedure to evaluate the residual seismic performance of damaged RC walls. Because researches on the residual seismic performance of damaged RC walls earthquakes are very limited. There is still no quantitative method for the selection of reduction factors on strength, stiffness, and deformation capacity of RC walls with various damaged statuses. Therefore, the main purpose of this paper is to collect and analyze the relative research works of literature on the post-earthquake behavior of RC shear walls. The suggested criteria, parameters, and procedures of the existing post-earthquake assessment guidelines in the U.S. and Japan are compared with those latest publications in the area of the residual capacity of RC walls for discussing their suitability. Finally, a reduction method based on Taiwan seismic evaluation procedure was proposed for modifying the nonlinear hinge properties of damaged RC walls with different damaged states.
標題地震超材料的隔減震技術
作者蘇于琪、汪向榮、張文忠、林子剛、林正洪、吳東諭、張國鎮、陳東陽
關鍵字地震超材料、地震波、局部共振、週期性結構、波動力學
摘要地震工程發展日新月異，然而目前許多有效的隔減震技術，如加強結構本身的強度與韌性、於結構底部安裝隔震系統、利用消能元件吸收地震能量等，皆僅針對單一結構進行嵌入式安裝，這對於老舊且急需耐震補強建築繁多的臺灣，可能無法兼顧合理成本與時間效益的考量。近五年全球開始發展以波傳與複合材料角度切入的地震超材料研究，其不直接接觸結構物本體，轉而思考於保護區域外圍建立屏障，使特定頻段的地震波產生衰減或轉向，進而有效保護既有且大範圍的社區。考慮臺灣地震頻繁、老舊大樓及基礎設施眾多，以及缺乏地震超材料的本土性相關研究，本文通訊作者組成跨領域研究團隊，並於2021 年起在科技部補助下開始執行三年期整合型計畫「地震超材料結構的隔減振屏蔽:理論架構、數值模擬及實驗」。本文除回顧國外地震超材料之研究發展外，亦簡介整合型計畫的前期研究與整合現況，並提出未來可能的發展方向與策略，以期提供工程與研究人員關於隔減震的另一思維。
TitleA Review of Seismic Metamaterials for Seismic Protection
AuthorHsu-Ci Su, Hsiang-Jung Wang, Wen-Chung Chang, Tzu-Kang Lin, Cheng-Hung Lin, Tung-Yu Wu, Kuo-Chen Chang, Tung-Yang Chen
Keywordsseismic metamaterial, seismic waves, local resonance, periodic structure, wave propagation
AbstractCurrent seismic-resistant technologies include enhancement of structural strength and ductility, application of isolation systems, and adoption of energy dissipation devises. These approaches target a single building and integrate isolation and damping devices. In the area with significant numbers of aging buildings like Taiwan, retrofitting existing infrastructure with traditional methods may not be a pragmatic solution. Seismic metamaterials have emerged as a state-of-the-art research topic in the last decade. They block or deflect waves by forming a seismic shield outside the area around existing structures without direct contact with the actual buildings. The seismic metamaterials are able to complement the techniques used in current earthquake engineering; however, domestic study on this subject is limited. Therefore, Professor Tungyang Chen assembled an interdisciplinary team to conduct the 3-year integrated project titled “Seismic Metamaterials towards Cloaking Earthquakes: Theoretical Framework, Numerical Modelling and Experimental Verifications”, under the support of the Ministry of Science and Technology, Taiwan since 2021. This review article includes literature review on seismic metamaterials, current progress in Taiwan, and future work. The study introduces the insights of seismic metamaterials for engineers and researchers, and aims to provide alternatives from seismic isolation and energy dissipation.
標題運用致動器量測之振動台運動分析與關鍵參數識別方法–以MAST 為例
作者賴晉達、葉士瑋、翁樸文、蕭輔沛、黃百誼
關鍵字振動台、史都華平台、致動器位移轉換、力量座標轉換、參數識別
摘要為了解或驗證結構物之耐震性能，將待測物安裝於振動台檯面進行動態測試，為最直接且廣為採納之研究方法。配置於國震中心臺南實驗室之關鍵零組件測試系統(Multi-Axial Seismic Test System，簡稱MAST)係以油壓驅動之六軸向振動台。該系統配置為史都華平台(Stewart platform)式，僅採用6 支致動器即可實現六自由度運動，可降低建置成本以及系統冗餘度。本文將簡介MAST 系統，而後推導MAST 系統致動器伸長量與檯面位移之轉換關係，以及致動器出力與等值檯面作用力之轉換關係。為能有效模擬MAST 系統之動態行為，以便進行實驗規劃，本文亦將提出MAST 系統等效質量及等效摩擦力與阻尼力之識別方法。由實驗數據識別之等效質量顯示，其與MAST 原始設計之理論質量結果相當接近，表示本文提出之等效質量識別方法之可靠性。此外，相關研究通常以庫倫摩擦模型或Bouc-Wen模型描述摩擦力，本文採用Bouc-Wen 模型描述元件相互位移產生之摩擦力，因該模型於速度轉折處為連續且可微分，更易於應用於數值分析與模擬；後經迴歸分析獲取關鍵參數，發現數值模擬結果與MAST 系統量測之實驗數據相近，顯示利用Bouc-Wen 模型模擬MAST 系統內摩擦力之可行性。綜上所述，此研究將有助於了解振動台系統動態特性及探討相關識別技術，並能提供關鍵參數於後續進行數值分析以及後續與結構試體互制之動態模擬之研究。
TitleKinematics and Identification Study Applied to the Shaking Table by Using the Actuator Measurement: Take MAST for example
AuthorChin-Ta Lai, Shih-Wei Yeh, Pu-Wen Weng, Fu-Pei Hsiao, Bai-Yi Huang
Keywordsshaking table, Stewart platform, actuator kinematics, force transformation, parametric identification
Abstract“A shaking table test is one of the experimental methods widely adopted to inspect the seismic performance of structures. A multi-axial seismic test system (MAST) equipped in Tainan Laboratory, National Center for Research on Earthquake Engineering (NCREE) is a hydraulic powered six-degree-of-freedom shaking table, which consists of a rigid mass and six actuators. The placement of the actuators follows the design of the Stewart platform. Hence the MAST system can achieve 6-DOF dynamic motion with the least amount of actuators; in other words, reducing the cost and the redundancy of the system.
This article introduces the MAST system in the very first paragraph. Then the kinematics study based on the geometric relation between the actuators and the rigid platen will apply to the forward and inverse conversion of the actuator displacement/force and the platen 6-DOF displacement/force. In addition, this study proposed system identification methods to evaluate the equivalent mass and the equivalent damping and friction force of the MAST system, which are critical characteristic parameters for simulating the system’s dynamic responses. As a result, the identified equivalent mass approximates the design value, which shows the high fidelity of the proposed system identification method. Moreover, a Bouc-Wen model, which is wildly adopted on describing the friction force and numerical-friendly, is validated in this study. The parameters for Bouc-Wen model are obtained through the regression analysis by utilizing the experimental data. While the simulated results based on the Bouc-Wen model are consistent with the experimental data, it can be concluded that the equivalent mass and damping force of the MAST system or similar systems can be quickly evaluated through the proposed identification methods in this study. With the help of the proposed method, it’s possible to simulate the table motion of the MAST system or similar shaking table system, and then conduct further study, such as dynamic interaction between the system and the specimens.”
標題論「預鑄工法大小梁部分剛性接合之設計」一文中 小梁負彎矩鋼筋錨定細節之結構安全疑義
作者陳正平
關鍵字錨定、傳力路徑、摩擦剪力
摘要討論本刊「預鑄工法大小梁部分剛性接合之設計」一文中，對預鑄小梁負彎矩鋼筋進入邊梁之錨定細節不僅須符合伸展長度之規定，尚須考慮傳力路徑的完整性。
TitleDiscussion on“Design of partial rigid joint of precast girder and Beam” by Tzu-Liang Wu and Shyh-Jiann Hwang
AuthorCheng-Ping Chen
Keywordsanchorage, load transfer path, shear friction
AbstractThis article discusses some concerns about the design of partial rigid connection presented in the manuscript entitled “Design of partial rigid joint of precast girder and beam”. In the case where precast beam anchored at the spandrel beam, the negative flexure reinforcement of the precast beam should satisfy not only the development length requirements but also the integrity of load transfer path.

第三十七卷第二期 (期別144) (111年)

作者:

第三十七卷第二期 (期別144) (111年)

先進混凝土特刊 

客座主編：洪崇展

標題「先進混凝土特刊」引言
作者洪崇展
 

      優良混凝土工程為台灣基礎建設成功發展的重要角色，近年混凝土科學與研究的蓬勃發展，掀起了混凝土性能與永續發展之革新，因而如今可見超過20,000 psi 抗壓強度、又具有高抗裂與防水能力的「類鋼鐵」超高性能混凝土應用於大小實務工程中，亦有不須添加任何卜特蘭水泥而製成的綠色混凝土，以及混凝土添加回收處理之廢棄漁網或橡塑膠材料，而同時提升性能與循環經濟的永續混凝土材料，除了組成材料與性能之革新，混凝土的積層列印技術也開始應用於實務製程。

      結構工程期刊企盼藉由此次特刊的機會，向各界介紹國內先進混凝土於近期結構工程之研發成果。本特刊收錄了先進混凝土材料之研發與應用，包含高性能早強無機聚合物混凝土與高強度纖維樹脂砂漿之介紹，以及其於結構工程之應用；呼應循環經濟發展之議題，探討再生廢棄材料所製成之短纖維於混凝土性能強化之可能性；混凝土構件的自動化製作技術，研究3D 列印混凝土的製備技術；借鏡澳洲與美國混凝土結構工程規範，探討其與國內規範之異同。期盼透過這些文章之介紹，進一步鼓勵國內各界持續推動混凝土技術的革新與落實，共同為台灣提升下一世代混凝土工程之品質與永續性。

國立成功大學土木工程系 洪崇展 特聘教授 謹誌
結構工程期刊144 期 客座主編
2022 年05 月

標題應用高強度纖維樹脂砂漿發展新式耐震補強工法之研究
作者蕭輔沛、翁樸文、林佳蓁、河本孝紀、林宜靜、大上旭、何家儀
關鍵字高強度纖維樹脂砂漿、框架斜撐、耐震間柱、剪力牆、耐震評估與補強
摘要傳統耐震補強工法因施工期長，常會嚴重影響原建築物正常運作，對於私有建物較難推行耐震補強工作。本研究應用高強度纖維樹脂砂漿材料開發既有鋼筋混凝土結構之新式補強工法，能有效改善傳統補強工法於新舊界面接合處及補強構件剪力區易生破壞之問題。採用高強度纖維樹脂砂漿相較於傳統混凝土材料，於短期內即可達設計強度，施工影響範圍小，可不影響建築物既有功能，對於醫院、辦公廳舍以及私有建築均有高度運用價值。本研究於國家地震工程研究中心臺南實驗室進行五種不同補強工法耐震試驗，包含鋼框架斜撐、剪力牆及耐震間柱等補強工法，進行水平向反覆加載試驗，比較各式補強工法的強度提升效果與受力變形行為。
TitleStudy on Seismic Retrofit of Concrete Frames using High-strength Fiber Resin Mortar
AuthorFu-Pei Hsiao, Pu-Wen Weng, Chia-Chen Lin, Takanori Kawamoto, Yi-Ching Lin, Asahi Oogami, Chia-Yi Ho
KeywordsHigh-strength Fiber Resin Mortar, Earthquake-proof Furniture, Seismic Assessment and Retrofitting
AbstractThe traditional seismic retrofitting methods often affect the regular operation of the building, and it takes a lot of time during the construction period. So it isn’t easy to carry out reinforcement work in private houses. This research aims to develop seismic retrofitting methods, so we use high-strength fiber resin mortar for existing reinforced concrete structures. It can effectively improve the performance of seismic retrofitting methods. By using the high-strength fiber resin mortar, its expected strength can be achieved within two weeks. Therefore, it takes just a small impact during construction, which does not affect the existing functions of the building. It has high application value for hospitals, commercial buildings, and private residences. In this research, the different kinds of seismic retrofitting methods will be tested at the NCREE Laboratory. There are three kinds of seismic retrofitting methods, such as steel frame bracing, shear wall, stub column. The experimental specimens were tested in horizontally cyclic loading to compare the seismic behavior and the difference of seismic retrofitting methods. It uses popular seismic assessment methods for each test and compares them with the experimental results in this research.
標題 高早強無機聚合修復材料於橋梁伸縮縫之可行性研究
作者 瑞子灣、劉光晏、蔡志達
關鍵字 無機聚合材料、高早強、快速修復、伸縮縫
摘要 全球暖化是現今世界的關鍵議題，溫室氣體是造成全球變暖的原因。CO2 被認為是一種溫室氣體，水泥行業在環境中的總排放量貢獻5-7% CO2 排放量。此外，水泥量以每年3%之需求增加被視為僅次於水之外最被廣泛使用的材料。如果工程材料可免除水泥使用量將可達到減碳目的。另一方面，橋梁中的伸縮縫因可吸收因溫度、側向移動與轉動的功能，在橋面的穩定性中具有重要的角色。因此，橋梁從業人員需要一種高強度、快速凝固的材料來更換伸縮縫並迅速重新開放交通。基於前述討論，本研究使用飛灰、爐石粉來開發高早強無機聚合修復材料。高鈣的無機聚合材料係以F 級飛灰和爐石粉（S4000）以不同比例混合作為黏結劑，鹼液NaOH 濃度為10M；SiO2/Na2O 為1.28，和預熱的河砂作為細粒料以增強聚合反應。本研究的主要目的是開發高強度無機聚合物材料（35MPa/5 小時），並考慮預熱細粒料的影響、抗壓強度（加熱1、3、5 小時），以及其與超高性能砂漿、無收縮高強度砂漿的黏結強度及剪切強度。實驗針對不同的飛灰-爐石粉比例、水-NaOH 比例而設計。實驗結果顯示，根據36 個高寬比為1 的試體，當飛灰-爐石粉比例為1:3、水-NaOH 比為10%，抗壓強度在 5 小時內可達52.67 MPa。當飛灰-爐石粉比例為1:2、水-NaOH 比為10%，黏結強度為34.93 MPa。增加爐石粉用量將減少無機聚合材料的初凝、終凝時間，以及的流速。因此，工程實務使用時，仍應同時滿足強度與工作性的需求。
Title Feasibility study on the Early-High-Strength
Repairing Geopolymer Materials at Bridge Expansion Joints
Author Mohammad Rizwan Bhina, Kuang-Yen Liu, Chih-Ta Tsai
Keywords Geopolymer material, early-high-strength, rapid repairing, expansion joint.
Abstract Global warming has become a serious issue worldwide and it was evident that the greenhouse gases are mainly responsible for global warming. CO2 is considered as the major greenhouse gas. Among all the industries, cement industries contributed 5-7 ℅ CO2 emissions to the environment. Demand for concrete is increasing by 3% per year as concrete is the material used worldwide next to the water. If the engineering materials can be exempted from the use of cement, the purpose of carbon reduction can be achieved. Additionally, expansion joints play an important role in the stability of the bridge deck and also in accommodating thermal, lateral, and rotational moments. Hence, bridge industries demanded a high-strength, rapid setting material to replace the joints quickly and reopen the traffic. Considering all these issues, the early-high-strength repairing geopolymer material by using fly-ash and ground granulated blast-furnace slag (GGBS) are developed in this study. The high calcium inorganic polymer material was prepared by mixing fly-ash (Class-F) and GGBS (S4000) as a bonding agent with a varied ratio, NaOH alkali solution with 10 molarity (SiO2/Na2O=1.28) as an activator and pre-heated river sand as a fine aggregate to enhance the polymerization reaction. The main objectives of the present investigation were to develop a high strength geopolymer material (GPM) to provide 35MPa in 5 hours and examined the properties with regard to the effect of pre-heated fine aggregate, compressive strength (hot air-cured for 1,3 and 5 hours) and bond strength of GPM with ultra-high-performance material (UHPM) as well as high-strength non-shrinkage material (HS-NSM) from the slant shear test. The experiment was also carried out by varying the fly-ash to GGBS ratio and water to NaOH ratio. A total of 36 GPM specimens with an aspect ratio of 1 were tested. Results revealed that the hot mix procedure of GPM with the fly-ash to GGBS and water to NaOH ratio 1:3 and 10%, respectively produced greater compressive strength (52.67 MPa/5 hours) and fly-ash to GGBS and water to NaOH ratio 1:2 and 10%, respectively indicated excellent bond strength of 34.93 MPa. Results of the present investigation revealed that by increasing the amount of GGBS, the initial and final setting time and the flow rate of GPM have decreased. It was suggested that by applying GPM on the actual construction site, strength and workability should be considered simultaneously.
標題利用回收碳纖維製備之纖維混凝土靜態與動態力學性能研究
作者李有豐、許晉源、張淑美、沈銘原、黃發俊、林李宸、黃培鈞、余家祿
關鍵字回收碳纖維、微波熱裂解、碳纖維混凝土
摘要纖維混凝土係於混凝土中添加纖維，以提升其抗彎強度及韌性，減少混凝土收縮與開裂。本研究採用微波熱裂解法處理廢熱固碳纖維高分子複合材料之回收碳纖維，並將其加入混凝土中製成纖維混凝土。回收碳纖維長度分別為5 ~ 10 mm、15 ~ 20 mm、與30 ~ 50 mm，纖維添加量分別為水泥重量之0.5%、1.0%、1.5%。試驗之混凝土水灰比為0.6，粒料細度模數為6.78。再透過抗壓、抗彎、劈裂和撞擊等試驗探討回收碳纖維混凝土之力學行為。試驗結果顯示，纖維添加量為1.5%時，較其他添加量之回收碳纖維混凝土力學行為表現維最佳。與標準試體比較，纖維添加量為1.5%時且依照纖維長度從短到長，碳纖維混凝土抗壓強度分別能夠提升48.71%、56.15%與48.88%；抗彎強度分別能夠提升55.76%、43.63%與27.31%；劈裂強度分別能夠提升28.96%、45.70%與47.58%。而撞擊試驗結果顯示，回收碳纖維添加量為1.0%，撞擊能量為50 焦耳下，纖維長度30 ~ 50 mm 之回收碳纖維混凝土之撞擊次數比未添加纖維之混凝土提升達3,615%。上述試驗結果顯示，添加回收碳纖維可以有效提升回收碳纖維混凝土之力學特性。
TitleA Study on the Static and Dynamic Mechanical Behaviors of Recycled Carbon Fiber Reinforced Concrete
AuthorYeou-Fong Li, Jin-Yuan Syu, Shu-Mei Chang, Ming-Yuan Shen, Fa-Jun Huang, Li-Chen Lin, Pei-Jun Huang, Jia-Lu Yu
KeywordsRecycled carbon fiber, microwave-assisted pyrolysis, carbon fiber concrete
AbstractFiber reinforced concrete can improve the flexural strength and toughness of concrete, and also can reduce the shrinkage and cracking of concrete. In this study,  microwave-assisted pyrolysis was used to recycle carbon fibers from the waste carbon fiber polymer composites to make recycled carbon fiber- reinforced concrete. The lengths of the recycled carbon fibers were 5-10 mm, 15-20 mm, and 30-50 mm, respectively, and the fiber to cement weight rations were 0.5%, 1.0%, and 1.5%, respectively. The water-cement ratio was 0.6, and the aggregate fineness modulus (F.M.) was 6.78. The mechanical performances of recycled carbon fiber-reinforced concrete (RCFRC) were investigated by using compression, bending, splitting and impact tests. The test results show that when the fiber to cement weight ratio is 1.5%, the mechanical performance of the recycled carbon fiber- reinforced concrete is the best compared to other fiber to cement weight ratios. Compare to the benchmark specimen, for 1.5% fiber to cement ratio and fiber length from short to long, the compressive strengths of the RCFRC increase 48.71%, 56.15% and 48.88% respectively; the flexural strengths of RCFRC increase 55.76%, 43.63% and 27.31%; the splitting strengths of RCFRC increase 28.96%, 45.70% and 47.58% respectively. The impact test results show that with 1.0% fiber to cement ratio and an impact energy of 50 joules, the impact times of RCFRC with a fiber length of 30-50 mm increased by 3,615% compared to benchmark specimen. The above results show RCFRC can effectively improve the mechanical properties of concrete.
標題積層製造技術用於結構組件之可行性：無水泥3D 列印技術為案例
作者黃家芸、林威廷、鄭安、LUKÁŠ FIALA
關鍵字無水泥型膠凝材料、3D 列印技術、噴凝流量、黏滯度
摘要3D 列印營建用結構構件或元件，屬近年來炙手可熱的營建自動化技術發展，3D 列印技術不僅具備快速施工、節省建築材料、品質穩定等優勢，列印噴凝材料的多樣化亦是其發展重點。本研究選用三種工業副產品(燃煤飛灰、超微細飛灰與水淬高爐石粉)，在免添加鹼激發藥劑的前提下，混合製成三元型無水泥膠凝材料，利用三種膠結材料之性質與調整的水膠比，藉由黏滯度試驗、凝結時間試驗、針筒模擬噴凝試驗、流度試驗彙整之試驗結果，挑選出最佳的混合比例進行3D 列印機試體製作與抗壓強度驗證。試驗結果發現：選用黏滯度超過6000 cP 以上的膠結材料，混合出具備黏稠性的黏彈性固體漿體，將可用於液體沉積成型3D 列印機之噴凝材料。試驗結果驗證在水膠比0.25 的條件下，膠結材料使用10%爐石粉、40%超微細飛灰與50%飛灰製成之三元型無水泥膠凝材料，可作為3D 列印噴凝材料，列印機的噴凝流量應設定為40%，其噴凝出的試體有最佳的外觀完整性。利用抗壓強度試驗可以驗證3D 列印的試體較傳統灌模之試體，有較高的抗壓強度與灌製品質，結果驗證本研究開發之無水泥型膠凝材料適合做為3D 列印噴凝材料，並符合工業副產品高值化技術之推廣。
TitleFeasibility of additive manufacturing technology for structural components: the case study of 3D printing using cementless binders
AuthorChia-Yun Huang, Wei-Ting Lin, An Cheng, LUKÁŠ FIALA
Keywordscementless blended material; 3D printing technology; printing flow; viscosity
AbstractIn recent years, 3D printing of structural components or elements for construction has been a popular construction automation technology. 3D printing technology has the advantages of fast construction, saving construction materials and stable quality, and the diversity of printing spraying materials is the key to its development. In this study, three industrial by-products (fly ash, ultra-fine fly ash and ground-granulated blast-furnace slag) were mixed to form a ternary cementless blended material without the addition of alkaline activators. The test results were compiled through viscosity tests, setting time tests, syringe injection tests and flowability tests. The results revealed that a viscoelastic solid paste with a viscosity of over 6000 cP could be used as a spraying material for liquid deposition modeling 3D printers. The results confirmed that a ternary cementless blended material made from 10% slag, 40% ultra-fine fly ash and 50% fly ash, at a water to binder ratio of 0.25, could be used as a spraying material for 3D printing and that the spraying flow rate of the printer should be set at 40% to achieve the best aesthetic integrity of the sprayed specimens. The compressive strength tests were conducted to verify that the 3D printed specimens have higher compressive strength and casting quality than the conventional molded specimens. The cementless blended material developed in this study is suitable for use as a 3D printing spraying material and is in line with the promotion of high-value industrial by-product technology.
標題 低矮型鋼筋混凝土剪力牆往復載重行為之高仿真非線性分析
作者 温子漢、洪崇展、Hexin Zhang 、Phu Anh Huy Pham 、袁宇秉
關鍵字 組成律模型、異向性、剪切與開裂行為、網格敏感性、非比例載荷、有限元素分析
摘要 國內外耐震設計規範對特殊鋼筋混凝土(RC)結構設計要求進行高仿真、非線性之地震歷時動力分析。非線性結構模擬的核心技術是材料的組成律模型，特別是混凝土材料。然而，許多現有的混凝土組成律模型無法解決一些關鍵問題，包括開裂引起的異向性、非比例載荷下應力傳遞機制的變化、剪切滑移和開裂後再接觸行為、網格尺寸敏感性以及計算效率和細部精準度兩者之間的平衡。為此，本文介紹一個穩定且經過實驗驗證的組成律模型 (Yuen 等人 2022)，用於混凝土結構的高仿真非線性反應分析。該組成律模型的主要特徵包括 (一) 基於總應變的數學模型，其中包含與加載歷史相關的內部參數，(二) 開裂面上的往復法向和切向應力-應變反應，(三) 利用新穎的開裂平面搜索算法求得符合唯一性之固定三維開裂平面坐標，（四）以等效單軸應變-變換方法模擬多軸應變的相互作用，（五）改進的剪切滑移和開裂重新接觸模擬，以及（六) 透過模型參數正規化減輕網格尺寸敏感性。該組成律模型透過使用者副程式在 ABAQUS 中建立，並已於前文(Yuen 等人 2022)證明能成功應用於模擬剪切板實驗(shear panel tests)與受剪切控制之實尺寸RC 柱的反覆載重行為。本文進一步展示該組成律模型應用於模擬小剪跨比且高強度 RC 牆的反覆載重實驗，模擬結果成功吻合RC牆的損傷演變和遲滯迴圈。因此，所提出的混凝土組成律模型具優異性能，可以用於特殊混凝土結構的高仿真非線性分析。
Title High-Fidelity Nonlinear Cyclic Response Simulations of Squat RC Shear Walls
Author Tzu-Han Wen, Chung-Chan Hung, Hexin Zhang, Phu Anh Huy Pham, Terry Y.P. Yuen*
Keywords Constitutive model, anisotropy, shear-slip and re-contact, mesh-sensitivity, non-proportional loading, concrete, finite element
Abstract As stipulated by most of the prevailing structural design standards, nonlinear response analysis with high-fidelity numerical models would be inevitable for
designing unconventional reinforced concrete structures under extreme seismic loading. The core of nonlinear numerical models is the constitutive modelling of materials, particularly for concrete materials. Nevertheless, many of the existing concrete constitutive models could not resolve some critical issues that involve crack-induced anisotropy, change of stress transfer mechanisms under non-proportional loading, shear-slip and re-contact behaviour, mesh-size sensitivity, and balance between computational efficiency and modelling the detailed responses. To this end, this paper presents a robust and experimentally validated constitutive model that was developed recently (Yuen et al., 2022) for high-fidelity nonlinear response analysis of reinforced concrete elements. The key features include (1) the total-strain based formulation with loading-history dependent internal variables, (2) cyclic normal and tangential stress-strain responses prescribed on crack planes, (3) fixed 3D crack plane coordinate that is uniquely determined by a novel crack plane searching algorithm, (4) multi-axial strain interaction modelled by the equivalent uniaxial-strains transformation method, (5) shear-slip and re-contact of the crack planes modelled by the modified shear retention model, and (6) mesh-size sensitivity mitigation through the model parameter regularisation. The proposed model was already implemented into ABAQUS through the user-subroutine and successfully applied to simulate reserved-cyclic loading tests on shear panels and a full-scale shear-controlled column (Yuen et al., 2022). This paper presents a further validation study of the proposed model on a high-strength squat RC wall. The high-fidelity model can again well capture the damage evolutions and complete load-deflection hysteresis response of the tested wall. Hence, with the demonstrated performances, the proposed model could be a competent candidate for the high-fidelity nonlinear analysis of next generations of concrete structures that feature unconventional design.
標題AS3600:2018 THE AUSTRALIAN CONCRETE STANDARD AND IMPLICATIONS FOR REINFORCED CONCRETE DESIGN IN TAIWAN
作者Sturm, A.B.
關鍵字 
摘要Despite being a small country Australia has long maintained independent reinforced concrete design standards with significant differences to the US and European standards which most people outside of Australia would be familiar. This is in part due to the long history of high-level research into reinforced concrete within Australia. Therefore, in this paper I will review the latest edition of the Australian design standards and contrast this with ACI 318-19. From this I will draw implications for reinforced concrete design in Taiwan. Unique aspects of this standard include the approach to time effects, shear as well as fibre reinforced concrete.
TitleAS3600:2018 THE AUSTRALIAN CONCRETE STANDARD AND IMPLICATIONS FOR REINFORCED CONCRETE DESIGN IN TAIWAN
AuthorSturm, A.B.
Keywords 
AbstractDespite being a small country Australia has long maintained independent reinforced concrete design standards with significant differences to the US and European standards which most people outside of Australia would be familiar. This is in part due to the long history of high-level research into reinforced concrete within Australia. Therefore, in this paper I will review the latest edition of the Australian design standards and contrast this with ACI 318-19. From this I will draw implications for reinforced concrete design in Taiwan. Unique aspects of this standard include the approach to time effects, shear as well as fibre reinforced concrete.

第三十七卷第一期 (期別143) (111年)

作者:

第三十七卷第一期 (期別143) (111年)

標題高強度竹節鋼筋之混凝土劈裂握裹性能與拉力伸展長度
作者林克強、林垣彥、紀凱甯、莊勝智、王勇智
關鍵字高強度鋼筋混凝土、伸展長度、鋼筋強度等級修正係數、劈裂指數、握裹應力
摘要規範ACI 318-19 之竹鋼筋直線受拉伸展長度公式，增加鋼筋強度等級修正
Ψg鋼筋強度等級超過420 MPa 時，對於550 與690 MPa 者，須依規範ACI
318-14 的計算長度分別加長1.15 與1.3 倍。現行規範中鋼筋伸展長度設計公式
是基於混凝土劈裂機制推導而得，混凝土的劈裂機制主要受混凝土與鋼筋接觸
的性質影響，故本文的主要目的在探討鋼筋強度等級修正Ψg存在的合理性。本
研究共進行20 組梁端的鋼筋握裹試驗試體，伸展鋼筋分別採用420、550 與690
MPa 三種強度等級之#10 鋼筋，同時也變化混凝土強度與劈裂指數兩參數。試驗
結果顯示，20 組試體中的15 組試體發生如預期的混凝土劈裂破壞，試體之劈裂
指數甚至達4.93。從試驗握裹應力的分析中也證實，若混凝土強度與劈裂指數
分別採用70 MPa 與2.5 的上限限制時，規範ACI 318-14 計算所得之直線伸展長
度的試驗平均握裹應力比介於1.72 至2.4 之間，可提供充分的安全餘裕，因此，
ACI 318-19 之受拉伸展長度公式中，無需額外增加鋼筋強度等級修正增長因子
Ψ􀯚。若將混凝土強度與劈裂指數上限條件分別提升至100 MPa 與5.0，可獲得約
10%保守餘裕的準確結果，惟若應用於工程實務，應考量適當的安全係數。
TitleBond Splitting Performance of Concrete and Development Length in Tension for High-Strength Deformed Bars
AuthorKer-Chun Lin, Yuan-Yan Lin, Kai-Ning Chi, Sheng-Jhih Jhuang, Yung-Chih Wang
KeywordsHigh-strength reinforced concrete, development length, modification factor of steel grade, split index, bond stress
AbstractFor ACI 318-19 Code, a modification factor of steel grade of Ψ􀯚 that is equal to 1.15 or 1.3 for 550 or 690 MPa grade of steel bar exceeding 420 MPa was added to increase straight development length in tension for deformed bar. It is known that the design equation of development length stipulated in the existing ACI 318 Code was obtained based on a mechanism of concrete splitting primarily dominated by contact characteristics between concrete and steel bar. This paper was intended to investigate the rationality of the Ψ􀯚 included in the design equation of development length. A total of 20 beam-end specimens was carried out to study bond behaviors of concrete splitting with a deformed bar in this research. A #10 bars for three various grades of 420, 550 and 690 MPa was used as developed steel bar per specimen. Concrete strength and split index were study parameters as well. Test results indicated that the anticipated concrete splitting occurred in 15 specimens of all 20 ones even took place in the specimens with the split index of 4.93. Based on analysis overcomes of the test bond stress in this research, it was confirmed that under upper limitations of 70 MPa for the concrete strength and 2.5 for the split index, the average bond stresses of the three various grade bars for ACI 318-14 Code ranged from 1.72 to 2.4. The modification factor of steel grade of Ψ􀯚 seemed to not be needed in the provisions of straight development length of ACI 318-19 Code. It was certificated as well that raising the limit limitations of 100 MPa for the concrete strength and 5.0 for the split index, good results with around 10% conservative margin could be obtained according to the provisions of straight development length of ACI 318-14 Code. However, a safety factor should be considered for applications of engineering practice.
標題建立臺灣普通及摻料混凝土強度及彈性模數時間成長函數研究
作者王映捷、廖文正
關鍵字飛灰、爐石、強度、彈性模數、時間函數
摘要混凝土是由粒料、水泥、礦物摻料、水等材料，依配比設計產生之複
合材料；又混凝土結構物之生命週期需考量安全性及長期服務性，其硬固
後體積會受外力作用而變化，如因環境乾燥所產生的收縮、受持續載重產
生潛變等現象，皆會影響結構物之長期行為。混凝土彈性模數受組成材料
等因素影響甚鉅，彈性模數的增長也會直接影響收縮潛變的評估，但因為
各地所使用之組成材料不甚相同，因此有臺灣本土化之預測模型是非常重
要的。目前臺灣已經有本土化之收縮潛變模型，但缺乏混凝土強度及彈性
模數之時間函數。有鑑於彈性模數、強度在工程應用上的重要性，以及近
年來添加飛灰、水淬高爐爐碴粉等摻料混凝土被廣泛使用，因此本研究將
從臺灣混凝土收縮潛變資料庫出發，以7 種不同水灰比之普通混凝土及固
定水膠比為0.42 之6 種飛灰、爐石取代量之摻料混凝土，分別配合3、
7、14、28、56、91、180 天的齡期，進行抗壓及彈性模數試驗，提出普通
混凝土之強度及彈性模數預測式及時間成長函數，再進一步修正摻料混凝
土之相關模型，除了可供修正臺灣本土化收縮潛變模型外，也能提供工程
界預測使用。
TitleEstablishment of Time Dependent Functions for Ordinary and Pozzolanic Concrete Compressive Strength and Modulus of Elasticity in Taiwan
AuthorYing-Chieh Wang, Wen-Cheng Liao
Keywordsfly ash, slag, strength, elastic modulus, time function
AbstractConcrete is a widely used construction material composed of aggregate, cement, water, mineral admixture in a specific proportion. Not only safety, long-term serviceability is also the main consideration for buildings and infrastructures made of concrete. The volume of concrete changes over time, such as shrinkage and creep, and all the above influence the long-term serviceability. The elastic modulus of concrete, mainly determined by composition of concrete, directly affects shrinkage and creep behaviors of concrete. However, because materials vary from different resources, a localized prediction model is essential to account for characteristics of concrete in Taiwan and this specific prediction model shall involve localized time function of strength and elastic modulus as well. In view of the importance of elastic modulus and strength in practical applications, and in recent years, the addition of fly ash and water-quenched blast furnace slag in concrete has been widely used, so this research also investigates the shrinkage and creep test data from the database. A comprehensive experimental program, including compression and elastic modulus tests for seven different water-to-cement ratios of ordinary concrete and six different fly ash and slag replacement ratios of water-to-binder ratio of 0.42 for 3, 7, 14, 28, 56, 91 and 180 days, were conducted. The prediction models of time function for strength and elastic modulus for ordinary and fly ash/slag concrete in Taiwan are proposed for further modification of shrinkage and creep model and practical applications.
標題淺談二階分析於鋼結構設計之應用
作者彭瑞麟、呂良正、陳紹禮、劉耀鵬、陳惠發
關鍵字臨界載重、直接分析法、假想側向力、初始缺陷、二階分析
摘要近年來歐美等先進國家的鋼結構設計規範中， 多建置有二階分析（Second-order analysis）或直接分析(Direct analysis method)的相關規定。事實上二階分析即幾何非線性分析，歐盟及大英國協國際組織內家的鋼結構設計規範採用此名詞；美國工程界認為二階分析與二階彎矩兩個名詞易混淆，故在其鋼結設計規範中採用直接分析法取代二階分析。傳統鋼結構設計以各類構件強度為依據進行，是一種間接計的概念。二階分析則是依據整體結構系統強度和穩定進行設計，是一種直接且更為合理的設計方式，因而受到歐美等先進國家鋼結構設計規範採用。二階分析尤其適合用於水平梁及非垂直柱之組合、且造型不規則又兼具美學外觀、有效長度難以確定的鋼構造物的設計。本文針對歐美等先進國家鋼結構設計規範採用的二階分析情形做初步介紹；為方便工程師掌握內容，文中特別將各國鋼結構
設計規範中與二階分析及直接分析法相關的章節做重點節錄。期望經由本文的介紹，能讓國內工程師瞭解先進國家鋼結構設計的發展，未來的設計能與國際同步。
TitleBrief Introduction to Applications of Second-order Analysis in Design of Steel Structures
AuthorJui-Lin Peng, Liang-Jenq Leu, Siu-Lai Chan, Yao-peng Liu, Wai-Fah Chen
KeywordsCritical load, Direct analysis method, Notional lateral force, Initial imperfection, Second-order analysis
AbstractIn recent years, the steel structural design codes of advanced countries such as Europe and the United States have stipulated the related regulations of “second-order analysis” or “direct analysis method.” In fact, the second-order analysis, widely adopted in the steel structural design codes of the European Union and the Commonwealth of Nations, is the geometric nonlinear analysis. The American engineering community believes that the terms of “the second-order analysis” and “the second-order bending moment” are easily confused, so the “direct analysis method” is used to replace the “second-order analysis” in the steel structural design code. Traditional steel structural design is mostly carried out on the basis of component strength, which is an indirect design concept. The second-order analysis is designed based on the strength and the stability of the overall structural system. It is a direct and more reasonable design method, which is the reason for the adoption of steel structural design codes in advanced countries such as Europe and the United States. The second-order analysis is especially suitable for the design of steel structures that combine nonhorizontal beams and non-vertical columns, have irregular shapes and aesthetic appearances, and is difficult to determine the effective length. This paper makes a preliminary introduction to the second-order analysis of steel structural design codes in advanced countries such as Europe and the United States. In order to make it easier for engineers to grasp the content, the paper especially makes key excerptions from chapters related to the second-order analysis and the direct analysis method in the steel structural design codes of various countries. It is hoped that through the introduction of this paper, domestic engineers can understand the development of steel structural design in advanced countries, and their designs can be synchronized with international designs in the future.
標題預鑄工法大小梁部分剛性接合之設計
作者吳子良、黃世建
關鍵字預鑄工法、部分剛性接合、剪力傳遞
摘要土木水利學會與台灣混凝土學會於105 年著手修訂「混凝土結構設計規範」[1]之第九章「預鑄混凝土構材」設計規定條文，業經營建署於106年8 月核定公布實施[2]。修訂之規範條文僅作原則性描述，設計人員不易理解；本文，主要就規範之部分剛性接合設計作補充說明，包括規範修訂主要內容說明、預鑄小梁之結構模型建立、部分剛性接合之定義與設計、及鋼筋細則等。特別針對部分剛性接合之預鑄小梁傳遞剪力提出可能破壞之路徑及計算公式，讓設計者參考；最後，並提供計算案例作為說明，讓有志從事預鑄設計工作者得到充份的瞭解。
TitleDesign of partial rigid joint of precast girder and beam
AuthorTzu-Liang Wu, Shyh-Jiann Hwang
Keywordsprecast, partial rigid joint, shear transfer
AbstractIn 2016, the Chinese Institute of Civil and Hydraulic Engineering and the Taiwan Concrete Institute began to revise the design provisions of Chapter 9 of the ” Design Code of Concrete Structures [2] “, “Precast concrete Structures”, which were approved and published by the Construction and Planning Agency Ministry of the Interior in August 2017 [3]. The revised provision is only a principle description, which is not easy for designers to understand; this article mainly provides supplementary explanations on partial rigid joint design of the code, including the description of the main content of the revised provisions, the establishment of the structural model of the precast beams, and the definition of partial rigid joint and design, and reinforcement details, etc. In particular, the path and calculation formula for possible failure of the shear force transmitted by the partial rigid join between girder and beam are proposed for the designer’s reference. Finally, a design case is provided as an illustration, so that those interested in precast design can fully understand.
標題挫屈束制斜撐鋼構架近斷層地震反應：一樓柱側位移及柱軸力加載歷時發展
作者劉郁芳、周中哲、彭冠儒、陳冠儒
關鍵字靜態往覆加載，加載歷時，近斷層地震，非線性動力歷時分析，挫屈束制斜撐
摘要國內多以美國AISC 規範中抗彎矩構架梁柱接頭加載歷時作為鋼構試驗參考依據，並未制訂挫屈束制斜撐構架(BRBF)之載重歷時，但因不同構架加載歷時對於結構的非線性行為無法真實反應，且一樓柱在反應建築物行為上最具代表性，因此提出建立BRBF 的一樓柱軸力變化及側向位移往
覆加載歷時計劃。台灣居住在鄰近活動斷層10 公里內之人口超過860 萬人，受到近斷層地震機率相當高，若參考美國規範標準載重歷時，將無法反應國內近斷層效應帶來的破壞，因此提出一套涵蓋台灣地理特性考量之鋼構造加載歷時乃十分必要。本研究已完成不同週期BRBF 的非線性靜力側推及
非線性動力歷時分析，瞭解BRBF 在地震作用下力學行為，並提出BRBF 之加載歷時建議，期望能作為未來國內鋼結構研究之參考依據。
TitleLateral displacement and axial force protocols of the first-story steel column in buckling-restrained braced
frames under near-fault earthquake motions
AuthorYu-Fang Liu, Chung-Che Chou, Guan-Ru Peng, Kuan-Ju Chen
Keywordsstatic cyclic loading, loading protocol, near-fault earthquakes, nonlinear dynamic analysis, buckling-restrained brace
AbstractMost of the domestic researchers considered the loading protocol for beam to
column moment connections in moment resisting frame (MRF), specified by
AISC, as the reference for static cyclic test. The loading protocols for buckling
restrained braced frame (BRBF) had not been developed yet. The nonlinear
behavior of a structure cannot be truly reflected using the loading protocols of
different type of structure. Since the first story columns are generally used to
represent the seismic behavior of a building, loading protocols for the first story
columns in BRBF with varied axial force and lateral drift should be developed.
Moreover, the loading protocols suggested by American specifications might
omit the effect of near-fault earthquakes which is common in Taiwan. Therefore,
the near-fault effect on buildings is necessary to be considered for better developing the loading protocols for BRBF in Taiwan. This research has completed the nonlinear static and nonlinear dynamic analysis of BRBF which is designed with various periods for a better understanding of seismic performances of BRBF and developing loading protocols for the first story columns in BRBF with varied axial force and lateral drift. The developed loading protocols for BRBF is expected to be a beneficial reference to steel structure study in the future.

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.

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. “