Table of Studies on Structures with Rocking and Energy-Dissipating Fuses

System Information
Reference Description of System Frame Configuration Experiment Synopsis Purpose of Research
Ajrab, Pekca, and Mander 2004 Rocking wall-frame building with various supplemental system configurations including prestressed tendons and energy dissipation devices Rocking walls coupled with a separate non-load bearing nonlinear supplemental damping system Evaluate system damping, propose stages involved in designing supplemental systems, and provide a design example and performance evaluation Introduce the implementation of the proposed system on a performance-based design methodology
Huckelbridge and Clough 1977 Steel frame allowing column uplift in response to severe seismic loading Steel MRF with capability to rock about base for energy dissipation Analytically and experimentally examine frame column uplift Provide analytical correlation of experimental rocking frame and an analytical model
Liu et al. 2012 Structural hinging-dominated (SHD) system is designed such that the strength to mobilize nonlinear rocking of the footing is larger than the yield strength of the fuse, where foundation rocking-dominated (FRD) is the opposite Test model represents a moment-resisting frame founded on shallow footings Present design and preliminary experimental results for two structural configurations and compare in terms of time-history and hysteretic response of structural elements and scatter plots for select engineering demand parameters Experimentally evaluate the seismic behavior of low-rise frame buildings, considering two different yielding mechanism in the building system
Ma et al. 2006 Controlled rocking walls for advanced seismic performance Vertically PT masonry concrete walls Experimental testing for rocking wall behavior data was compared to frequently used analytical analysis methods Examine the discrepancies in actual dynamic behavior and response of controlled rocking walls to previous analysis methods
Mahin and Espinoza 2006 Simple inverted pendulum concrete bridge column with energy-dissipating rocking capabilities, reducing force demands on bridge --- Analytical and experimental test were conducted for multidirectional earthquake performance evaluation of rocking bridge footings Develop reliable analysis procedures for evaluating proposed bridge structure and validate through refined analyses and shake table test
Midorikawa et al. 2009 Steel frame with rocking response through column base-plate deformations Conventional steel braced frame with yielding base plates allowing energy dissipation through rocking Seismic response of scaled model with columns allowed to uplift is evaluated and compared to fixed-base frames and inelastic three-dimensional behavior of base-plate-yielding is tested and discussed Improve understanding of seismic rocking response of structures subjected to strong earthquake motions and validate feasibility of designing steel frames to enable the rocking response through column base-plate deformation
Nakamura et al. 2008 Core-Suspended Isolation (CSI) system consisting of a reinforced concrete core on top of which sits a seismic isolation mechanism composed of a double layer of inclined rubber bearings CSI system creates a pendulum isolation mechanism with a multi-level structure suspended from a hat-truss or umbrella girder system constructed off of it CSI system mechanics are described, results of shake table test are presented and the first building constructed utilizing the CSI system is examined Attain the highest possible level of earthquake resistance along with an architecturally desirable form in a structural system
Pekcan, Mander, and Chen 2000 A load-balancing tendon fuse + damper (TFD) system provides a supplemental damping system with fuse elements Moment frames consisting of sacrificial yielding fuse-bars and elastomeric spring dampers (ESD) for seismic response mitigation An experimental and analytical study is presented that investigates the effectiveness of the proposed system under seismic activity Verify an improved velocity-dependent computation model and compare varying test model configurations performances
Richards and Oh 2019 The tested configurations were exterior moment frame subassemblies, all but one of which having fuse(s). The fuse plates had varying depths, and half of the specimen with fuse plates had plates on the top and bottom of the beam, while the other half had a fuse plate on the bottom of the beam and a solid plate on the top. All the fuse plates had the same thickness, width, and cutout orientation. The frames were tested such that the columns were horizontal and the beams were facing upwards. A standard loading sequence (AISC 341) was used for the test. The test followed a number of cycles of each degree of story drift by increasing the drift until failure. The fuses absorbed the plastic deformation in specimens with smaller fuses, but specimens with larger fuses exhibited a force large enough to produce yielding in the beam-column connections. The specimen with no fuse exhibited plastic deformation in the beam-column connection. To experimentally validate the use of the replaceable shear fuse in steel frames.
Saad, Sander, and Buckle 2012 Curved bridges with rocking foundations Varying bridge curvatures with single column bents Analyze seismic performance for complete bridge systems with rocking foundations and compare to systems without rocking through analytical and experimental models Provide verification of rocking behavior ability to reduce the effect of earthquakes on bridges as system, not only on the bents
Tremblay et al. 2008 Viscously Damped Controlled Seismic Rocking (VDCSR), with column uplift resisted by column base dampers Energy-dissipating system for chevron braced steel frames A parametric study is conducted, and a design model is created and compared to experimental results Evaluate the seismic performance of the VDCSR system
Specimen Information
Reference Test/Analytical Setup Test Load Conditions Description of Fuse(s) Replaceable Self-Centering System Conclusions
Ajrab, Pekca, and Mander 2004 6-story rocking wall-frame building analytical test model was designed using DRAIN-2DX A series of nonlinear time-history analyses using varying ground motions were implemented Energy dissipation system consist of various pre-stressed tendon configurations Yes No It was found the rocking shear wall-frame system provided feasible alternative to fix-base counterpart
Huckelbridge and Clough 1977 3-story single bay steel moment frame Shake table test were used to perform earthquake simulation --- --- No It was found that column uplift resulted in a definite reduction in structural force response quantities
Liu et al. 2012 Two experimental models were tested in a 9-m-radius centrifuge-based shake table Each test consisted of a similar sequence of five different motions from recorded earthquakes Fuse element was achieved by weakening a hollow two section, via a notch No No SHD system is more prone to localize at the fuse, with relatively little energy transfer to rocking causing significant transient and residual deformation in the model, where the FRD system minimized roof drift while fuse elements remained linear-elastic
Ma et al. 2006 Full scale shaking table testing was performed for a PCM wall The wall was subjected to a scaled 94’ Northridge EQ record Vertical PT steel through material yielding Repairable No The experimental data proved previous analysis methods of behavior prediction of controlled rocking concrete walls was inadequate and more research is needed
Mahin and Espinoza 2006 Simple reinforced concrete column and footing resting on 50 mm thick neoprene pad Multidimensional shake take analysis --- --- No Initial results found displacement was similar or smaller than expected comparable elastic or yielding systems, column showed no signs of damage and re-centered following ground shaking
Midorikawa et al. 2009 1/3 scale 3-story, 2x1 braced steel frames were tested on a shake table with two base condition; base-plate yielding uplift-base and fixed-base Models were vibrated under scaled 1995 JMA Kobe earthquake simulation Column base plate yielding provided energy dissipation --- No Max base shears are effectively reduced, rocking response displacements are nearly equal to or smaller than the elastic response of a fixed-base frames, and max tensile forces are limited to a relatively constant value less than fix-base frames
Nakamura et al. 2008 A suspended structure consisting of six concrete cubes hanging from top beam constructed over seismic isolation mechanism, was tested on a shake table Shake table tests were performed to simulate scaled peak ground accelerations of recorded earthquakes and quasi-static loading test were performed on the rubber bearings --- --- Yes, through practical pendulum isolation mechanism It was found the CSI system elongates natural periods of structure which is not a design parameter available for conventional seismic isolation systems and a 4-level building utilizing the CSI system was constructed in Tokyo, Japan
Pekcan, Mander, and Chen 2000 Model structure is ¼ scale, 3-story MRF; 7 test configuration were utilized Three different ground motions with various peak ground acceleration levels were simulated on a shake-table ESD contain silicone-based elastomer providing spring and hysteretic behavior; and fuse bars consisting of high strength threaded rods Yes, fuse bars can be removed and replaced No ESD devices were effective in reducing overall seismic response, initial peak response due to pulse-type input motion were controlled better by the load balancing TFD system, and fuse-bars were effective in reducing peak response
Richards and Oh 2019 Seven reduced-scale structures were established with varying numbers of fuse plates, but similar base structures to study the effects of the fuse plates within the system. As per AISC 341, the specimen underwent 6 cycles at a 0.00375 radian story drift, and subsequent increases in story drift to 0.005, 0.0075, 0.01, 0.015, 0.03 rad, and further 0.01 rad increases until failure, with a specified number of cycles at each story drift. Plates with cutouts were placed on beam-column connections in order to undergo shear yielding through deformation of the cutouts. Yes No The use of fuse plates at the bolted connections allowed for a similar inelastic rotation capacity to the base structures, but did not experience plastic hinging within the beams and made reparations following an earthquake easier and more cost effective through the replaceability of the fuse plates.
Saad, Sander, and Buckle 2012 Five bridges were modeled using SAP2000 with varying curvatures for the parametric study and a 2/5 scale model is under construction Nonlinear time-history analyses were based on Northridge earthquake record at Sylmar station --- --- No Preliminary results indicate that horizontal curvatures in the bridges can have an impact on the distribution of forces in the system when rocking occurs
Tremblay et al. 2008 ½ scale 2-story prototype model was tested using a multi-cellular shake table Three ground motions were simulated and the frame was subjected to harmonic signals with various amplitudes and frequencies Energy dissipation is provided by column base fluid dampers Yes No All of the test specimens were able to sustain design ground motion demands without structural damage and experimental testing confirmed numerical model predictions of system behavior