eccentric braced frame system performance

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Eccentric Braced Frame System Performance

Article May 2010

DOI: 10.1061/41130(369)121

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Eric M. Hines

Tufts University

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Retrieved on: 14 June 2016
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Eccentric Braced Frame System Performance

E. M. Hines1and C.C. Jacob

2

1Professor of Practice, Tufts University, Medford, MA 02155; PH (617) 868-1200;

email: [email protected] Research Assistant, Tufts University, Medford, MA 02155;

email: [email protected]

ABSTRACT

Recent discussions related to the seismic performance of low-ductility steel systemsdesigned for moderate seismic regions have generated new interest in the cost-

effective design of ductile systems for such regions. Although eccentrically braced

frames (EBFs) have a well-established reputation as high-ductility systems and have

the potential to offer cost-effective solutions in moderate seismic regions, their

system performance has not been widely discussed. This paper discusses thehistorical development of EBFs and their provisions, highlighting previous studies on

EBF system performance. New performance assessment results for EBFs inmoderate seismic regions are compared to previous system studies with the intention

of clarifying the nature of EBF system performance including: story drift capacity,

response to higher mode effects, and frame overturning forces.

INTRODUCTION

Eccentrically Braced Frames (EBFs) are known for their attractive combination of

high elastic stiffness and superior inelastic performance characteristics (AISC 2005).Since 1993, ASCE 7 has recognized EBFs as high ductility systems, assigning them

Response Modification Coefficients (R-factors) of 8 or 7 depending on whether or not

they contain moment resisting connections at columns away from the shear links

(ASCE 1993). While ASCE 7-88 did not distinguish EBFs from other braced framesystems with a Horizontal Force Factor (K-factor) of 1.00, or from other braced frame

dual systems with K = 0.8 (ASCE 1990), the 1988 NEHRP Provisions (BSSC 1988)

recommended similar values of R = 8 or 7 prior to their adoption by ASCE 7. Alsoprior to adoption by ASCE 7, the 1990 SEAOC provisions recommended Rw= 10 for

EBFs and Rw = 12 for EBF Dual Systems, without distinguishing whether beams

were moment-connected to columns away from shear links.The development of these early EBF provisions marked the close of an

intensive period of research on EBFs conducted mostly at the University of

California, Berkeley (UCB) under the direction of Professors Popov and Bertero. Thisresearch focused both on behavior and modeling of shear links as components and

systems (Roeder and Popov 1977, 1978, Yang 1982, Malley and Popov 1983, 1984,

Hjelmstad and Popov 1983, 1984, Kasai and Popov 1986a, 1986b, Uang and Bertero

1986, Whittaker et al. 1987, Whittaker et al. 1990, Engelhardt and Popov 1988, 1992,Ricles and Popov 1994). The primary Berkeley systems tests consisted of two

separate 0.3 scale shake table tests of Concentrically Braced Frame (CBF) and EBF
https://www.researchgate.net/publication/234290998_Inelastic_behavior_of_eccentrically_braced_steel_frames_under_cyclic_loadings?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/234369045_Design_considerations_for_shear_links_in_eccentrically_braced_frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245301361_Cyclic_Behavior_and_Design_of_Link_Beams?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245301361_Cyclic_Behavior_and_Design_of_Link_Beams?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245301924_General_Behavior_of_WF_Steel_Shear_Link_Beams?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245301932_Cyclic_Web_Buckling_Control_for_Shear_Link_Beams?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/276145109_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_concentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/276145109_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_concentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/269875738_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_six_story_eccentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245302311_Experimental_behavior_of_dual_steel_system?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/229171285_Seismic_eccentrically_braced_frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245302992_Experimental_Performance_of_Long_Links_in_Eccentrically_Braced_Frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245303442_Inelastic_Link_Element_for_EBF_Seismic_Analysis?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245303442_Inelastic_Link_Element_for_EBF_Seismic_Analysis?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/269875738_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_six_story_eccentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/234369045_Design_considerations_for_shear_links_in_eccentrically_braced_frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245302311_Experimental_behavior_of_dual_steel_system?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/276145109_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_concentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/276145109_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_concentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0Mj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dual systems (Uang and Bertero 1986, Whittaker et al. 1987, Whittaker et al. 1990).

These shake table tests were designed and conducted as part of the US-Japancooperative research program (UCB 1979). During this period of research, designers

also published case studies of EBF designs (Libby 1981, Merovich et al. 1982).

After this initial wave of research and design, relatively little was published

related to EBF design and behavior until the design of shear links for the tower of theSan Francisco-Oakland Bay Bridge East Bay self-anchored suspension span

(McDaniel et al. 2003). This idea of shear links as a general ductile element that can

be replaced after damage, has developed further in recent work by Dusicka et al.(2009). More recent research into conventional EBFs has focused on updated

material characteristics, as well as new detailing requirements for stiffeners and new

insights into appropriate loading protocols (Richards 2004, Okazaki et al. 2005,Okazaki and Engelhardt 2007).

While this EBF literature is rich with emphasis on link behavior and detailing

requirements to achieve component ductility, relatively little has been written about

EBF system behavior in light of performance objectives. Discussions leading to the

current AISC design provisions focused mostly on the details of the link itself with anemphasis on a capacity design philosophy to protect the elastic elements of an EBF

system (Popov et al. 1989). When these discussions were written, however, the 0.3-scale Berkeley tests remained the extent of the systems level work completed on

EBFs. In addition to discussing new ideas for shear links in non-traditional EBF

frames as mentioned above, current EBF research has also begun to revisit therelationship between element deformation and system deformation (Richards and

Thompson 2009).

This new research, coupled with questions related to the efficacy of EBFdesigns for moderate seismic regions (Hines 2009), raises questions related to EBF

system behavior that ought to be discussed in light of the performance assessmenttools that have evolved out of the structural engineering professions response to the

Northridge Earthquake (SAC 2000, ATC 2009). For the calibration of these tools at

the systems level, the 0.3-scale Berkeley EBF dual system test provides the most

important experimental data to date. This paper discusses the development of non-linear dynamic EBF models calibrated based on the Berkeley tests and used to

develop performance assessments for buildings in moderate seismic regions. These

performance assessments are based on the ATC-63 approach (ATC 2009) withmodifications for moderate seismic regions as recommended by Hines et al. (2009).

EBFSHAKETABLETESTSATBERKELEYANDTHER-FACTOR

In 1990, Whittaker, Uang and Bertero concluded from shake table tests of CBF and

EBF dual systems at the University of California, Berkeley, that the current responsemodification factors assumed by the ATC and SEAOC for these dual systems are

non-conservative (Whittaker et al. 1990, p. 145). Table 1 lists the R-factors

recommended by various model codes around the time of the Berkeley tests and

reports. The systems in Column (1) not identified previously are the ConcentricBrace Dual System (CBDS) and the Eccentric Brace Dual System (EBDS). Columns

(2) and (3) list values for CBDS and EBDS discussed by Whittaker et al. based on the
https://www.researchgate.net/publication/276145109_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_concentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/269875738_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_six_story_eccentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245302311_Experimental_behavior_of_dual_steel_system?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/239390949_Cyclic_Testing_of_Built-Up_Steel_Shear_Links_for_the_New_Bay_Bridge?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/35712408_Cyclic_stability_and_capacity_design_of_steel_eccentrically_braced_frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245305158_Experimental_Study_of_Local_Buckling_Overstrength_and_Fracture_of_Links_in_Eccentrically_Braced_Frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245097559_Cyclic_loading_behavior_of_EBF_links_constructed_of_ASTM_A992_Steel?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245097559_Cyclic_loading_behavior_of_EBF_links_constructed_of_ASTM_A992_Steel?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/297695910_Eccentrically_braced_frames_US_practice?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242111051_Eccentric_Braced_Frame_Design_for_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/241845136_Collapse_Performance_of_Low-Ductility_Chevron_Braced_Steel_Frames_in_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/269875738_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_six_story_eccentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/35712408_Cyclic_stability_and_capacity_design_of_steel_eccentrically_braced_frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245302311_Experimental_behavior_of_dual_steel_system?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/276145109_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_concentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/297695910_Eccentrically_braced_frames_US_practice?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245097559_Cyclic_loading_behavior_of_EBF_links_constructed_of_ASTM_A992_Steel?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245097559_Cyclic_loading_behavior_of_EBF_links_constructed_of_ASTM_A992_Steel?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245305158_Experimental_Study_of_Local_Buckling_Overstrength_and_Fracture_of_Links_in_Eccentrically_Braced_Frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/241845136_Collapse_Performance_of_Low-Ductility_Chevron_Braced_Steel_Frames_in_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242111051_Eccentric_Braced_Frame_Design_for_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/239390949_Cyclic_Testing_of_Built-Up_Steel_Shear_Links_for_the_New_Bay_Bridge?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0


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1984 version of ATC 3-06, and the 1986 version of the SEAOC provisions. The

values in Column (2) for the CBF and EBF were filled in by the authors based on the1978 version of ATC 3-06 (ATC 1978). Columns (3) and (7) list Rw-factors, which

Whittaker et al. converted to equivalent R-factors by dividing by 1.25. Column (4)

lists the R-factors recommended for general use by Whittaker et al. on page 146 of

their report, and Column (5) lists R-factors estimated by Whittaker et al. on page 140,based on the actual test units at UCB. Columns (6) and (7) list the R- and Rw-factors

from BSSC and SEAOC mentioned in the introduction to this paper.

Table 1. R- and Rw-Factors related to Berkeley Shake Table Tests.

SystemATC 3-06

(1984)SEAOC-Rw

(1986)UCBRec.

UCBU. Bound

BSSC(1988)

SEAOC-Rw(1990)

(1) (2) (3) (4) (5) (6) (7)

CBF 5 2 5 8

CBDS 6 10 2.5 4.5 6 10

EBF 5 4 8/7 10

EBDS 6 12 5 6 8/7 12

Table 1 shows the remarkable transition of the EBF R-factor from R = 4 as

recommended by Whittaker et al. to R = 7 (for frames without moment connections

between beams and columns away from the shear links), which has been the standard

since the early 90s (ASCE 1993). The authors are not aware of a document in theliterature explaining this transition. Anecdotal explanations, however, have suggested

that code committees were interested in distinguishing EBFs from CBFs as more

ductile systems, and hence, the ATC 3-06 R-factor of 5 for the EBF was raised to 7.In other words, the recommendations by Whittaker et al. may have been perceived as

too conservative and inconsistent with conventional wisdom. Clearer understanding

of this transition is important for future work on EBFs because the widely acceptedstandard of R = 7 for EBFs cannot be easily traced to specific test results or analyses.

Whittaker et al. (1987, 1990) clarified that the Berkeley EBF test structurewas designed to relate to the full-scale prototype structure tested pseudodynamically

in Japan. This structure, in turn, had been designed to accommodate both 1979

Uniform Building Code (UBC) and the 1981 Japanese Aseismic Code (JAC). As aresult of the high forces prescribed by these two codes, the prototype structure and the

0.3-scale Berkeley structure were significantly stronger than an EBF or an EBF dual

system as prescribed by later US model codes.

ANALYTICALMODELCALIBRATIONANDCOMPARISONOF

BERKELEYTESTSTOUSSTANDARDS

As part of the analytical model calibration process, the authors developed a model of

the 0.3-scale Berkeley EBDS (UCB). A full report of the model and its observed

behavior can be found in Jacob (2010). Table 2 lists the design base shears for theprototype according to the codes referenced by Whittaker et al. (1990)and according

to ASCE 7-05. Table 3 lists member sizes for the UCB prototype design. Future
https://www.researchgate.net/publication/269875738_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_six_story_eccentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245302311_Experimental_behavior_of_dual_steel_system?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245302311_Experimental_behavior_of_dual_steel_system?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/269875738_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_six_story_eccentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245302311_Experimental_behavior_of_dual_steel_system?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245302311_Experimental_behavior_of_dual_steel_system?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0


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work will include evaluation of a model designed according to the ASCE 7-05

standard for comparison to the stronger UCB design.

Table 2. Prototype Base Shear Coefficients for UCB Tests.BaseShear

CoefficientUBC

(1979)JAC

(1981)UBC

(1985)ATC 3-06

(1984)SEAOC(1986)

ASCE(2005)

(1) (2) (3) (4) (5) (6) (7)

Nominal 0.113 N/A 0.113 0.133 0.075 0.124

EBF125% =0.141

66% =0.130

125% =0.141

90% =0.120

90% =0.068

100% =0.124

MRF50% =0.056

34% =0.067

25% =0.028

25% =0.033

25% =0.019

25% =0.031

Total 0.197 0.197 0.169 0.153 0.087 0.155

Table 3. UCB EBF Prototype.

Columns

Story/

Floor

Beam/

Link

Interior

Exterior*

Braces

6/R W16x31 W10x49 W10x49 TS8x6x0.313

5/6 W16x31 W10x49 W10x49 TS8x6x0.313

4/5 W18x35 W12x72 W10x60 TS8x6x0.375

3/4 W18x35 W12x72 W10x60 TS8x6x0.375

2/3 W18x40 W12x106 W12x79 TS8x6x0.375

1/2 W18x40 W12x136 W12x106 TS8x6x0.375

*Weakaxisorientation

Figure 1 shows a favorable comparison of story displacement plots for the

authors UCB model and the UCB test results under the Taft-57 acceleration input.For clarity, displacement response is shown only for the time window of 4 to 10seconds where the largest displacements were observed. Figure 2 compares Level 2

shear link hysteresis loops for the UCB test and the UCB model, showing relatively

consistent inelastic behavior between the test and the model. Note that test dataavailable for the Whittaker et al. (1987)report provided only the brace vertical forces,

i.e. the link shear plus the backspan shear. Hence, for comparison, the UCB model

response is also plotted with respect to the brace vertical forces.
https://www.researchgate.net/publication/269875738_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_six_story_eccentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/269875738_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_six_story_eccentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0


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Disp

lacement

(in

.)

4 5 6 7 8 9 10Time (seconds)

-1.8

-0.9

0.0

0.9

1.8

Level2

-1.8

-0.9

0.00.9

1.8

Level3

-1.8

-0.9

0.0

0.9

1.8

Level4

-1.8

-0.9

0.0

0.9

1.8

Le

vel5

-1.8

-0.9

0.0

0.9

1.8

Level6

-1.8

-0.9

0.0

0.9

1.8

Roof

UCB Test

UCB Model

Figure 1. Story Displacements for UCB Test Results and UCB Model.


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-0.10 -0.05 0.00 0.05 0.10

Link Shear Strain (radians)

-40

-20

0

20

40

BraceVer

ticalForce(kips)

-0.10 -0.05 0.00 0.05 0.10-40

-20

0

20

40UCB Test UCB Model

Figure 2. Level 2 Shear Link Hysteresis for UCB Model and UCB Test Results.

PERFORMANCEASSESSMENTOF9-STORYEBFFORBOSTON,

MASSACHUSETTS

Based on the modeling techniques calibrated from the Berkeley shake table tests(Jacob 2010), a 9-story EBF was modeled on the design by Hines (2009) for Boston,

Massachusetts. The intent of this design was to reduce all link capacities to theminimum required by code, thereby reducing the capacity design requirements for the

braces and columns. This design philosophy resulted in shear links whose sizes were

controlled by wind loads. In the upper stories of the building, several shear linkswere allowed to be up to 6 ft long W10x19s. While these upper links appeared

remarkably small, they satisfied the letter of the code and raised the question as to

their performance under higher mode effects. Hines et al. (2009)demonstrated that

higher mode effects affected the upper story behavior significantly in low-ductilityCBF systems.

This 9-story model served as the basis for performance assessments as

outlined by ATC-63 (ATC 2009) and modified for moderate seismic regions: to referto scale factor as opposed to spectral acceleration, to allow a richly varying suite of

motions, and to allow for direct assessment of soil amplification (Hines et al. 2009).

The ground motion suite for Site Class D in Boston was adapted from the workdeveloped by Sorabella (2006) and used by Hines et al. (2009) for assessment of

chevron braced CBFs in Boston.

Figure 3 shows two fragility curves resulting from this performanceassessment. Each curve is shown both in its raw form, as taken from the incremental

dynamic analysis (IDA) results of 15 ground motions, and in its smoothed form

assuming RTR

= 0.4 and TOT

= 0.53. The curves labeled Reqd. in Figure 3 reflectIDA results that were terminated once the first shear link reached its allowable

rotation as defined by the AISC Seismic Provisions (AISC 2005). The curves labeled

Tests in Figure 3 reflect IDA results that were terminated once the first shear linkreached its allowable rotation as interpreted by test results reported by Okazaki and

Engelhardt (2007). The performance level represented by these curves relates to

allowable inelastic link rotation and not to system collapse. Therefore, these curves
https://www.researchgate.net/publication/241845136_Collapse_Performance_of_Low-Ductility_Chevron_Braced_Steel_Frames_in_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/241845136_Collapse_Performance_of_Low-Ductility_Chevron_Braced_Steel_Frames_in_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/241845136_Collapse_Performance_of_Low-Ductility_Chevron_Braced_Steel_Frames_in_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245097559_Cyclic_loading_behavior_of_EBF_links_constructed_of_ASTM_A992_Steel?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245097559_Cyclic_loading_behavior_of_EBF_links_constructed_of_ASTM_A992_Steel?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245097559_Cyclic_loading_behavior_of_EBF_links_constructed_of_ASTM_A992_Steel?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245097559_Cyclic_loading_behavior_of_EBF_links_constructed_of_ASTM_A992_Steel?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/241845136_Collapse_Performance_of_Low-Ductility_Chevron_Braced_Steel_Frames_in_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/241845136_Collapse_Performance_of_Low-Ductility_Chevron_Braced_Steel_Frames_in_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/241845136_Collapse_Performance_of_Low-Ductility_Chevron_Braced_Steel_Frames_in_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0


8/11

may not be compared directly to other results for CBFs in Boston which included

reserve system capacity and carried IDAs up to the models system collapse.The performance implied by these two fragility curves does not meet the

recommended 10% threshold. If link rotations are only allowed to reach the levels

prescribed by the AISC Seismic Provisions, there is a 78% chance of the model not

performing as intended. If the rotation limits are relaxed to correspond more closelyto test results, there is a 25% chance of the model not performing as intended.

0 1 2 3 4 5 6 7 8 9 10Scale Factor

0.00

0.20

0.40

0.60

0.80

1.00

Probability

Reqd.

Reqd. (data)

Tests

Tests (data)

Figure 3. Fragility Curves for EBF Performance Assessment.

All of the IDA results represented in Figure 3 reflect rotation limits at Levels7 and higher, precisely in the region of the long shear links, and precisely where the

structure is most heavily affected by higher mode effects. The results in Figure 3

suggest that all EBF designs for moderate seismic regions may not necessarilyprovide the level of performance implied by the value R = 7 in ASCE 7. Future

analytical work should address the effects of shortening these links, strength

degradation of links that exceed allowable inelastic rotations, and the effects ofsystem reserve capacity.

CONCLUSIONS

The performance assessments presented in this paper suggest that some EBFs mayultimately rely on system reserve capacity in order to survive an MCE event in a

moderate seismic region. While Hines (2009) demonstrated that the 9-story EBF

frame in question could be designed to satisfy the AISC Seismic Provisions without

exceeding the weight of a similar R = 3 CBF structure, the resulting performancedoes not appear to be substantial improvement on a low-ductility CBF with an

adequate reserve system.


9/11

The actual behavior of EBFs in all seismic regions, and their expected

performance according to probabilistic methods such as ATC-63, remains the subjectof future research. The apparent discrepancy between the recommendations of

Whittaker et al. (1990)and the code prescribed R-factor for EBFs underscores this

need for further research and discussion regarding EBF performance levels. While

Popov et al. (1989)reported that a 6-story EBF designed as a demonstration of thenew U.S. code provisions performed within acceptable limits under several strong

motions, these results do not necessarily imply adequate probabilistic performance

according to newer methods. They also do not imply adequate performance ofstructures with longer links, which may be considered inferior, but may not be

explicitly prohibited by codes.

In the same paper, Popov et al. underscored the need for further analysis todetermine the capacity design loads on EBF columns. As the AISC Seismic

Provisions still require EBF columns to resist overstrength loads from all links

yielding simultaneously, there is strong incentive to design links that are as weak as

possible. For the Boston structure discussed in this paper, the longer, weaker links at

the top of the building experienced problems due to higher mode effects.Interestingly, such higher mode effects will generally benefit column design criteria

by reducing building overturning forces. It is therefore advisable to study therelationship between EBF system ductility and column overstrength demands with the

aim of ensuring maximum link rotation capacity while minimizing overturning

forces.

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https://www.researchgate.net/publication/245302992_Experimental_Performance_of_Long_Links_in_Eccentrically_Braced_Frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245302992_Experimental_Performance_of_Long_Links_in_Eccentrically_Braced_Frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245302992_Experimental_Performance_of_Long_Links_in_Eccentrically_Braced_Frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245302992_Experimental_Performance_of_Long_Links_in_Eccentrically_Braced_Frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245302992_Experimental_Performance_of_Long_Links_in_Eccentrically_Braced_Frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245301361_Cyclic_Behavior_and_Design_of_Link_Beams?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245301361_Cyclic_Behavior_and_Design_of_Link_Beams?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245301361_Cyclic_Behavior_and_Design_of_Link_Beams?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245301361_Cyclic_Behavior_and_Design_of_Link_Beams?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245301521_Characteristics_of_Eccentrically_Braced_Frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245301521_Characteristics_of_Eccentrically_Braced_Frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245301521_Characteristics_of_Eccentrically_Braced_Frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245301521_Characteristics_of_Eccentrically_Braced_Frames?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242111051_Eccentric_Braced_Frame_Design_for_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242111051_Eccentric_Braced_Frame_Design_for_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242111051_Eccentric_Braced_Frame_Design_for_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242111051_Eccentric_Braced_Frame_Design_for_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/241845136_Collapse_Performance_of_Low-Ductility_Chevron_Braced_Steel_Frames_in_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/241845136_Collapse_Performance_of_Low-Ductility_Chevron_Braced_Steel_Frames_in_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/241845136_Collapse_Performance_of_Low-Ductility_Chevron_Braced_Steel_Frames_in_Moderate_Seismic_Regions?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&e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https://www.researchgate.net/publication/296607260_Estimating_Inelastic_Drifts_and_Link_Rotation_Demands_in_EBFs?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/296607260_Estimating_Inelastic_Drifts_and_Link_Rotation_Demands_in_EBFs?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/296607260_Estimating_Inelastic_Drifts_and_Link_Rotation_Demands_in_EBFs?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/296607260_Estimating_Inelastic_Drifts_and_Link_Rotation_Demands_in_EBFs?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245303442_Inelastic_Link_Element_for_EBF_Seismic_Analysis?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245303442_Inelastic_Link_Element_for_EBF_Seismic_Analysis?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245303442_Inelastic_Link_Element_for_EBF_Seismic_Analysis?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/245303442_Inelastic_Link_Element_for_EBF_Seismic_Analysis?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/234290998_Inelastic_behavior_of_eccentrically_braced_steel_frames_under_cyclic_loadings?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/234290998_Inelastic_behavior_of_eccentrically_braced_steel_frames_under_cyclic_loadings?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/234290998_Inelastic_behavior_of_eccentrically_braced_steel_frames_under_cyclic_loadings?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/234290998_Inelastic_behavior_of_eccentrically_braced_steel_frames_under_cyclic_loadings?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/234290998_Inelastic_behavior_of_eccentrically_braced_steel_frames_under_cyclic_loadings?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/279566146_Eccentrically_braced_steel_frames_for_earthquakes?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/279566146_Eccentrically_braced_steel_frames_for_earthquakes?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/279566146_Eccentrically_braced_steel_frames_for_earthquakes?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242586370_Recommended_Seismic_Design_Criteria_for_new_Steel_Moment-Frame_Buildings_FEMA-350?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242586370_Recommended_Seismic_Design_Criteria_for_new_Steel_Moment-Frame_Buildings_FEMA-350?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242586370_Recommended_Seismic_Design_Criteria_for_new_Steel_Moment-Frame_Buildings_FEMA-350?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242586370_Recommended_Seismic_Design_Criteria_for_new_Steel_Moment-Frame_Buildings_FEMA-350?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242586370_Recommended_Seismic_Design_Criteria_for_new_Steel_Moment-Frame_Buildings_FEMA-350?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242586370_Recommended_Seismic_Design_Criteria_for_new_Steel_Moment-Frame_Buildings_FEMA-350?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242586370_Recommended_Seismic_Design_Criteria_for_new_Steel_Moment-Frame_Buildings_FEMA-350?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242586370_Recommended_Seismic_Design_Criteria_for_new_Steel_Moment-Frame_Buildings_FEMA-350?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242586370_Recommended_Seismic_Design_Criteria_for_new_Steel_Moment-Frame_Buildings_FEMA-350?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/242586370_Recommended_Seismic_Design_Criteria_for_new_Steel_Moment-Frame_Buildings_FEMA-350?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/276145109_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_concentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/276145109_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_concentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/276145109_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_concentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/276145109_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_concentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/276145109_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_concentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/276145109_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_concentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/269875738_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_six_story_eccentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/269875738_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_six_story_eccentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/269875738_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_six_story_eccentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/269875738_Earthquake_simulation_tests_and_associated_studies_of_a_03_scale_model_of_a_six_story_eccentrically_braced_steel_structure?el=1_x_8&enrichId=rgreq-98d1c9097832fa1ca6658b7e11686f47-XXX&enrichSource=Y292ZXJQYWdlOzI0MjU2MzkwNjtBUzo5OTcwOTU5NTE2MDU4NkAxNDAwNzg0MDI4ODg0https://www.researchgate.net/publication/269875738_Earthquake_simulation_tes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