第三十二卷第二期 (期別126) (106年)

作者:

第三十二卷第二期 (期別126) (106年)

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

 

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