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Caicedo Juan. - Dynamics of Civil Structures, Volume 2: Proceedings of the 35th IMAC, A Conference and Exposition on Structural Dynamics 2017

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Caicedo Juan. Dynamics of Civil Structures, Volume 2: Proceedings of the 35th IMAC, A Conference and Exposition on Structural Dynamics 2017
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Dynamics of Civil Structures, Volume 2: Proceedings of the 35th IMAC, A Conference and Exposition on Structural Dynamics, 2017, the second volume of ten from the Conference brings together contributions to this important area of research and engineering. The collection presents early findings and case studies on fundamental and applied aspects of the Dynamics of Civil Structures, including papers on: Modal Parameter Identification Dynamic Testing of Civil Structures Control of Human Induced Vibrations of Civil Structures Model Updating Damage Identification in Civil Infrastructure Bridge Dynamics Experimental Techniques for Civil Structures Hybrid Simulation of Civil Structures Vibration Control of Civil Structures System Identification of Civil Structures.;Chapter1. Semi-active Base Isolation of Civil Engineering Structures Based on Optimal Viscous Damping and Zero Dynamic Stiffness -- Chapter2. Long-Term Performance of Specialized Fluid Dampers Under Continuous Vibration on a Pedestrian Bridge -- Chapter3. Analysis of Variation Rate of Displacement to Temperature of Service Stage Cable-Stayed Bridge Using Temperatures and Displacement Data -- Chapter4. Triple Friction Pendulum: Does it Improve the Isolation Performance? -- Chapter5. Experimental Investigation of the Dynamic Characteristics of a Glass-FRP Suspension Footbridge -- Chapte6. Vibration-based Occupant Detection Using a Multiple-model Approach -- Chapter7. Vibration Assessment and Control in Technical Facilities using an Integrated Multidisciplinary Approach -- Chapter8. Iterative Pole-Zero Model Updating Using Multiple Frequency Response Functions -- Chapter9. Vision-Based Concrete Crack Detection Using a Convolutional Neural Network -- Chapter10. Analytical and Experimental Analysis of Rocking Columns Subject to Seismic Excitation -- Chapter11. Extending the Fixed-Points Technique for Optimum Design of Rotational Inertial Tuned Mass Dampers -- Chapter12. Temperature Effects on the Modal Properties of a Suspension Bridge -- Chapter13. Mass Scaling of Mode Shapes Based on the Effect of Traffic on Bridges: A Numerical Study -- Chapter14. Covariance-driven Stochastic Subspace Identification of an End-supported Pontoon Bridge Under Varying Environmental Conditions -- Chapter15. Probabilistic Analysis of Human-Structure Interaction in the Vertical Direction for Pedestrian Bridges -- Chapter16. Effects of Seismic Retrofit on the Dynamic Properties of a 4-Storey Parking Garage -- Chapter17. Analytical and Experimental Study of Eddy Current Damper for Vibration Suppression in a Footbridge Structure -- Chapter18. Nonlinear Damping in Floor Vibrations Serviceability: Verification on a Laboratory Structure -- Chapter19. Addressing Parking Garage Vibrations for the Design of Research and Healthcare Facilities -- Chapter20. Modeling and Measurement of a Pedestrians Center-of-mass Trajectory -- Chapter21. Evaluation of Mass-Spring-Damper Models for Dynamic Interaction between Walking Humans and Civil Structures -- Chapter22. Numerical Model for Human Induced Vibrations -- Chapter23. Dynamic Testing on the new Ticino Bridge of the A4 Highway -- Chapter24. Predicting Footbridge Vibrations Using a Probability-based Approach -- Chapter25. Flooring-systems and Their Interaction with Usage of the Floor -- Chapter26. Bechmark Problem for Assessing Effects of Human-structure Interaction in Footbridges -- Chapter27. A Discrete-Time Feedforward-Feedback Compensator for Real-Time Hybrid Simulation -- Chapter28. Sensing and Rating of Vehicle-Railroad Bridge Collision. Chapter29. High-Frequency Impedance Measurements for Microsecond State Detection -- Chapter30. Structural Stiffness Identification of Skewed Slab Bridges with Limited Information for Load Rating Purpose -- Chapter31. Online Systems Parameters Identification for Structural Monitoring Using Algebraic Techniques -- Chapter32. Structural Vibration Control Using High Strength and Damping Capacity Shape Memory Alloys -- Chapter33. Comparative Study on Modal Identification of a 10 Story RC Structure Using Free, Ambient, and Forced Vibration Data -- Chapter34. Kronecker Product Formulation for System Identification of Discrete Convolution Filters -- Chapter35. Calibration-Free Footstep Frequency Estimation using Structural Vibration -- Chapter36. Optimal Bridge Displacement Controlled by Train Speed on Real-Time -- Chapter37. System Identification and Structural Modeling of Italian School Buildings -- Chapter38. Investigation of Transmission of Pedestrian-Induced Vibration into a Vibration-sensitive Experimental Facility -- Chapter39. An Ambient Vibration Test of an R/C Wall of an 18-story Wood Building at the UBC Campus -- Chapter40. The Day the Earth Shook: Controlling Construction-Induced Vibrations in Sensitive Occupancies -- Chapter41. An Exploratory Study on Removing Environmental and Operational Effects Using A Regime-Switching Cointegration Method -- Chapter42. Evaluation of Contemporary Guidelines for Floor Vibration Serviceability Assessment -- Chapter43. Excitation Energy Distribution of Measured Walking Forces -- Chapter44. Identification of Human-induced Loading using a Joint Input-state Estimation Algorithm.

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The Society for Experimental Mechanics, Inc. 2017
Juan Caicedo and Shamim Pakzad (eds.) Dynamics of Civil Structures, Volume 2 Conference Proceedings of the Society for Experimental Mechanics Series 10.1007/978-3-319-54777-0_1
1. Semi-Active Base Isolation of Civil Engineering Structures Based on Optimal Viscous Damping and Zero Dynamic Stiffness
Felix Weber 1
(1)
Maurer Switzerland GmbH, Neptunstrasse 25, 8032 Zurich, Switzerland
(2)
Maurer Shne Engineering GmbH & Co. KG, Frankfurter Ring 193, 80807 Munich, Germany
(3)
MAURER SE, Frankfurter Ring 193, 80807 Munich, Germany
Felix Weber (Corresponding author)
Email:
Hans Distl
Email:
Christian Braun
Email:
Abstract
Spherical friction pendulums (FP) represent the common approach to isolate civil engineering structures against earthquake excitation. As these devices are passive and friction damping is nonlinear the optimal friction coefficient for minimum absolute acceleration of the building depends on the peak ground acceleration (PGA). Therefore, the common procedure is to optimize the friction coefficient for the PGA of the design basis earthquake (DBE) and to verify by simulations that the absolute structural acceleration for the maximum considered earthquake (MCE) is within a tolerable limit which is far from optimal. In order to overcome this drawback of passive FPs, a semi-active FP based on real-time controlled oil damper with the use of the collocated bearing displacement only is described in this paper. Four different semi-active control laws are presented that target to produce controlled dynamic stiffness depending on the actual bearing displacement amplitude in order to control the isolation period in real-time. The desired damping is formulated based on optimal viscous damping taking into account the passive lubricated friction of the spherical surface. The four control laws are compared in terms of absolute structural acceleration, bearing force, bearing displacement and residual bearing displacement. The results point out that the approach of zero dynamic stiffness at center position of the slider and nominal stiffness at design displacement of the FP improves the isolation of the structure within the entire PGA range significantly and at the same time minimize maximum bearing force, maximum bearing displacement and maximum residual bearing displacement.
Keywords
Control Damping Seismic Semi-active Negative stiffness
1.1 Introduction
Spherical friction pendulums (FP) are widely used to significantly reduce the absolute structural acceleration due to ground excitation by their effective radius that shifts the fundamental time period of the isolated structure into the region of attenuation and their friction damping that augments the damping of the structure []. Controllable dampers are seen to provide a promising solution as the resulting closed-loop is unconditionally stable and their power consumption is very low compared to hydraulic actuators. This paper describes a novel approach of a semi-active isolator with the following main features:
  • controlled dynamic stiffness depending on the actual displacement amplitude of the pendulum,
  • optimum viscous damping, and
  • collocated control based on one displacement sensor.
1.2 Systems Under Consideration
1.2.1 Friction Pendulum
The common way to decouple the building/structure from the shaking ground is to support the building by FPs. The effective radius R eff = R h of the FP is selected to shift the time period T of the non-isolated structure from the region of amplification, i.e. T is typically in the region 0.52.0 s, to the region of attenuation with associated isolation time period T iso of typically 34 s. Subsequent to the design of the effective radius the friction coefficient of the sliding surface is optimized for minimum absolute structural acceleration for given T iso . As friction damping is nonlinear , the optimal value of depends on the bearing displacement amplitude and consequently on PGA . As a result, is commonly optimized for the PGA of the DBE. Finally, the structure with the designed FP is computed for the PGA due to the MCE to check if the absolute structural acceleration resulting from the MCE is acceptable and to know the displacement capacity of the FP that is required for the MCE.
1.2.2 Viscous Pendulum
In addition to the passive FP an ideal pendulum without friction but with linear viscous damping is considered as benchmark for passive isolators. Its effective radius is equal to that of the FP to ensure the same isolation time period T iso . Its viscous damping coefficient c is optimized for minimum absolute structural acceleration. Thanks to the linear behavior of viscous damping the optimization of c in independent of the bearing displacement amplitude and therefore independent of PGA .
1.2.3 Semi-Active Isolator
The semi-active isolator consists of a passive FP and a semi-active damper that is installed between ground and top bearing plate of the pendulum (Fig. ). The design of the effective radius will be explained in the section CONTROL LAW as it is related to the formulation of the control law. The sliding surface of the passive FP is lubricated to minimize the passive and therefore uncontrollable friction damping of the semi-active isolator and thereby to maximize the controllability of the total isolator force. The dissipative force of the semi-active damper is controlled by the electromagnetic bypass valve. The desired control force is computed by the real-time controller based on the measured bearing displacement which is identical to the relative motion between damper cylinder and damper piston. Based on the desired control force a force tracking module computes the valve command signal such that the actual force of the semi-active damper tracks closely its desired counterpart in real-time.
Fig 11 Schematic of structure with semi-active isolator 13 Modelling - photo 1
Fig. 1.1
Schematic of structure with semi-active isolator
1.3 Modelling
Due to the large isolation time period T iso = 3.5 s of the building with isolator the building may be modelled as a single degree-of-freedom system []. The according equation of motion becomes
11 where m s c s k s denote the modal mass the viscous damping - photo 2
(1.1)
where m s , c s , k s denote the modal mass, the viscous damping coefficient and the stiffness of the building, Picture 3 , Picture 4 and u s denote the acceleration, velocity and displacement of the structure relative to the ground, Picture 5 and u are the velocity and displacement of the top bearing plate relative to the ground and Dynamics of Civil Structures Volume 2 Proceedings of the 35th IMAC A Conference and Exposition on Structural Dynamics 2017 - image 6 is the ground acceleration given by the accelerogram of the El Centro North-South earthquake. The mass m s is determined by the typical vertical load of W = 6 MN on the isolator, Dynamics of Civil Structures Volume 2 Proceedings of the 35th IMAC A Conference and Exposition on Structural Dynamics 2017 - image 7
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