Responses of a 58-Story RC Dual Core Shear Wall and Outrigger Frame Building Inferred from Two Earthquakes

2016 ◽  
Vol 32 (4) ◽  
pp. 2449-2471 ◽  
Author(s):  
Mehmet Çelebi
Keyword(s):  
Shear Walls ◽  
Shear Wall ◽  
Mode Shapes ◽  
Fundamental Frequencies ◽  
Frame Building ◽  
Local Site ◽  
Time Histories ◽  
And Behavior ◽  
Story Building ◽  
Dual Core

Responses of a dual core shear-wall and outrigger-framed 58-story building recorded during the Mw6.0 Napa earthquake of 24 August 2014 and the Mw3.8 Berkeley earthquake of 20 October 2011 are used to identify its dynamic characteristics and behavior. Fundamental frequencies are 0.28 Hz (NS), 0.25 Hz (EW), and 0.43 Hz (torsional). Rigid body motions due to rocking are not significant. Average drift ratios are small. Outrigger frames do not affect average drift ratios or mode shapes. Local site effects do not affect the response; however, response associated with deeper structure may be substantial. A beating effect is observed from data of both earthquakes but beating periods are not consistent. Low critical damping ratios may have contributed to the beating effect. Torsion is relatively larger above outriggers as indicated by the time-histories of motions at the roof, possibly due to the discontinuity of the stiffer shear walls above level 47.

Dynamic response of a two-story steel frame structure

1966 ◽  
Vol 56 (6) ◽  
pp. 1289-1303 ◽  
Author(s):  
J. G. Bouwkamp ◽  
J. K. Blohm
Keyword(s):  
Dynamic Response ◽  
Computer Analysis ◽  
Shear Walls ◽  
Frame Structure ◽  
Mode Shapes ◽  
Dynamic Tests ◽  
Frame Building ◽  
Rigid Frame ◽  
Steel Frame Structure ◽  
Considerable Detail

Abstract A two-story steel rigid frame building with shear walls along two adjacent sides was subjected to dynamic tests. The tests were performed using a vibration generator to excite the building in its various modes. Two rotational modes were investigated in considerable detail. Mode shapes and frequencies were determined for each mode of vibration, and values of damping were computed. A computer analysis of the building was made to study the comparison between experimental and analytical results. The anticipated response of the building under an actual earthquake (El Centro) was determined also.

scholarly journals Response analysis of a multi-story building structure with a variety of horizontal irregularities and shear wall geometries

2021 ◽  
Vol 933 (1) ◽  
pp. 012008
Author(s):  
A H Prathama ◽  
M Teguh ◽  
F Saleh
Keyword(s):  
Urban Areas ◽  
Response Spectrum ◽  
Structural Models ◽  
Shear Walls ◽  
Shear Wall ◽  
Response Analysis ◽  
Base Shear ◽  
Drift Ratio ◽  
Story Drift ◽  
Story Building

Abstract The growing growth of human activities has led to changes in housing patterns in urban areas. The land crisis in urban areas has made land prices uneconomical, so buildings are designed vertically. One solution to resist earthquakes in multi-story buildings is to add a shear wall structure with the proper profile and layout. Shear wall designs with variations influence the base shear, drift ratio, lateral deflection, and story drift patterns. This study presents the structural response comparison of buildings against variations in the profile and layout of shear walls subjected to earthquake loads. Force Based Design method utilizing the response spectrum approach was adopted in the analysis and carried out using SAP200. Six structural models comprise a frame without shear walls, three L-profile shear walls, two I-profile (straight) shear walls. The simulation results of the overall structural models show that the profile and layout configuration of shear walls in the frame structure of a multi-story building correlates directly to the performance of base shear, drift ratio, and story drift with relatively comparative conditions.

Experimental seismic behavior of a five-storey double-midply wood shear wall in a full scale building

2010 ◽  
Vol 37 (9) ◽  
pp. 1261-1269 ◽  
Author(s):  
Shiling Pei ◽  
John W. van de Lindt ◽  
Chun Ni ◽  
Steven E. Pryor
Keyword(s):  
Los Angeles ◽  
Seismic Behavior ◽  
Shear Walls ◽  
Shear Wall ◽  
Full Scale ◽  
Apartment Building ◽  
Frame Building ◽  
Wood Frame ◽  
The City ◽  
Uplift Forces

In July 2009, a full-scale six-storey platform wood frame apartment building was subjected to a series of earthquakes at the world’s largest shake table in Miki, Japan. Two double-midply shear wall stacks were installed in the building from the first storey through to the fifth storey. A continuous anchor tie-down system (ATS) was used to prevent overturning and allow the shear walls to develop their full lateral load capacities. This paper focuses on the behavior of the stacked double-midply shear wall in a full-scale midrise building during a series of triaxial shakes scaled for the city of Los Angeles, California. The stacked midply shear wall achieved a maximum interstorey deformation of 40.4 mm (equivalent to 1.64% drift). The uplift forces measured at the bottom storey of the stacked wall exceeded 760 kN, indicating the need for substantial tie-down systems for this type of wall when utilized in a midrise platform wood frame building.

Identifying the Dynamic Characteristics of a Dual Core-Wall and Frame Building in Chile Using Aftershocks of the 27 February 2010 (Mw = 8.8) Maule, Chile, Earthquake

2013 ◽  
Vol 29 (4) ◽  
pp. 1233-1254 ◽  
Author(s):  
Mehmet Çelebi ◽  
Mark Sereci ◽  
Ruben Boroschek ◽  
Rodrigo Carreño ◽  
Patricio Bonelli
Keyword(s):  
Dynamic Characteristics ◽  
Data Streaming ◽  
Time Data ◽  
Structural Walls ◽  
Response Data ◽  
Fundamental Frequencies ◽  
Frame Building ◽  
Chile Earthquake ◽  
Low Amplitude ◽  
Dual Core

Following the 27 February 2010 (Mw = 8.8) Offshore Maule, Chile earthquake, a temporary, 16-channel, real-time data streaming array was installed in a recently constructed building in Viña del Mar to capture its responses to aftershocks. The cast-in-place, reinforced concrete building is 16 stories high, with 3 additional basement levels, and has dual system comprising multiple structural walls and perimeter frames. This building was not damaged during the main-shock, but other buildings of similar design in Viña del Mar and other parts of Chile were damaged, although none collapsed. Dynamic characteristics of the building identified from the low-amplitude (PGA of about 2 Gal) response recordings of aftershocks are found to compare well with those determined from modal analyses using a design level FEM model. Distinct “major-axes” translational and torsional fundamental frequencies, as well as frequencies of secondary modes, are identified. Evidence of beating is consistently observed in the response data for each earthquake. Results do not match well with U.S. code formulas.

Predicting Behavior of Steel-Clad, Wood-Framed Shear Walls under Cyclic Lateral Loading

2021 ◽  
Vol 64 (2) ◽  
pp. 413-424
Author(s):  
Khoi D. Mai ◽  
William F. Cofer ◽  
Donald A. Bender
Keyword(s):  
Finite Element ◽  
Cyclic Loading ◽  
Shear Walls ◽  
Shear Wall ◽  
Lateral Loading ◽  
Stiffness Degradation ◽  
Frame Building ◽  
Fea Model ◽  
Steel Panels ◽  
Strength And Stiffness

HighlightsA finite element analysis (FEA) model was developed to predict behavior of steel-clad, wood-framed (SCWF) shear walls under cyclic loading.This FEA model will be useful in determining post-frame building response to seismic forces.The model will save time and money in developing design coefficients and planning experiments for SCWF shear walls.Abstract. This article presents finite element (FEA) model results of steel-clad, wood-framed (SCWF) shear walls under cyclic lateral loading. The shear wall model consists of beam elements to model framing members, equivalent orthotropic plane stress elements to model corrugated steel cladding, linear spring elements to model nail connectors between framing members, and nonlinear hysteresis spring elements to model screw connectors. Screw connectors attaching steel panels to wood framing and steel panels to steel panels at lap joints were tested under cyclic loading to provide the constitutive relationships needed. A modified Bouc-Wen-Barber-Noori (BWBN) model was developed to capture slack, pinching, and strength and stiffness degradation of screw connectors under cyclic loading. The finite element models were validated by comparing them with experimental test results of six different SCWF shear wall configurations. Predicted peak shear strengths for most load cycles were slightly higher than those from the experimental tests, especially for stitched shear walls. Visual inspection of the FEA predicted hysteretic load curves demonstrated that pinching, and strength and stiffness degradation were well captured. The results of this study demonstrate the utility of the FEA model for comparative studies of different SCWF shear wall constructions under cyclic lateral loading. Keywords: Cyclic lateral loading, Diaphragm design, Post-frame building, Steel-clad wood-frame diaphragm.

scholarly journals Analysis of Soft Story Building with Different Percentages of Shear Walls by Using ETABS Software

2021 ◽  
Vol 9 (10) ◽  
pp. 810-821
Author(s):  
Syed Jaleel
Keyword(s):  
Shear Walls ◽  
Shear Wall ◽  
Seismic Zone ◽  
Rc Structures ◽  
Soft Story ◽  
Tall Structures ◽  
Response Range ◽  
Story Building

Abstract: In late decades, shear walls and tube structures are the most proper basic structures, which have made the stature of solid structures be taken off. In this way, ongoing RC tall structures would have more confounded auxiliary conduct than previously. Here in this paper; we will examine the auxiliary parts of one of the tallest RC structures, situated in Hyderabad seismic zone, with 15 stories where shear wall framework with sporadic openings are used under both horizontal and gravity stacks, Because of utilitarian necessities, for example, entryways, windows, and different openings, a shear wall in building contains numerous openings. The size and area of openings may fluctuate for building and utilitarian perspective. Hence this examination is done on 15 story outline wall building utilizing Response range investigation by utilizing ETABS V 9.7.4. The models are examined with increment in level of shear mass of 15%, 18%, 28% through and through story. Keywords: Structural forms, Irregular openings, Drift, Shear, and Moments

scholarly journals Seismic and Wind Analysis of RCC Building with Different Shape of Shear Wall and Without Shear Wall

2022 ◽  
Vol 10 (1) ◽  
pp. 678-683
Author(s):  
Bayi Bage
Keyword(s):  
Seismic Analysis ◽  
Three Dimensional ◽  
Shear Walls ◽  
Shear Wall ◽  
Structure Comparison ◽  
Displacement Capacity ◽  
Irregular Shapes ◽  
Strength Capacity ◽  
Story Drift ◽  
Story Building

Abstract: ETABS Stand for Extended Three-Dimensional Analysis of Building systems. ETABS integrates every aspect of the engineering design process. In the present situations of construction industry, the buildings that are being constructed are gaining significance, in general those with the best possible outcomes which are referred to members like beams and columns in multi storeys R.C structures. This paper deals with the seismic analysis of regular B+G+26 story building with shear wall and G+B+10 Story building with different irregular shapes considering different shapes of shear wall at different locations has been carried out. Which can be done in ETABS taking all the considerations regarding codes and other factors into account. All the buildings were analyzed with the same method as stated in IS 1893-Part-1:2016. The effect of shear walls on lateral capacity of the building are examined because the seismic analysis of a frame depends upon the location and symmetry of shear wall. Present study shows the shear wall improves not only the lateral stiffness and strength capacity but also the displacement capacity of structure. Comparison of results been done of different models by comparing the parameters such as story drift, story displacement, story stiffness and base reaction. Therefore, as far as possible irregularities in a building must be avoided. But, if irregularities have to be introduced for any reason, they must be designed properly following the conditions of IS 13920:1993. The complex shaped buildings are now days getting popular, but they carry a risk of sustaining damages during earthquakes. Keywords ETABS Software; IS Code 1892-Part-1:2016; IS Code 13920:1993; IS Code 875-Part-1 and Part-2

Effects of openings on the seismic behavior and performance level of concrete shear walls

2019 ◽  
Author(s):  
Hossein Alimohammadi ◽  
Mostafa Dalvi Esfahani ◽  
Mohammadali Lotfollahi Yaghin
Keyword(s):  
Static Analysis ◽  
Cross Section ◽  
Seismic Behavior ◽  
Shear Walls ◽  
Shear Wall ◽  
Constant Cross Section ◽  
Added Resistance ◽  
Different Shapes ◽  
And Performance ◽  
Abaqus Software

In this study, the seismic behavior of the concrete shear wall considering the opening with different shapes and constant cross-section has been studied, and for this purpose, several shear walls are placed under the increasingly non-linear static analysis (Pushover). These case studies modeled in 3D Abaqus Software, and the results of the ductility coefficient, hardness, energy absorption, added resistance, the final shape, and the final resistance are compared to shear walls without opening.

scholarly journals Lateral resistance of mass timber shear wall connected by withdrawal-type connectors

2021 ◽  
Vol 67 (1) ◽  
Author(s):  
Sung-Jun Pang ◽  
Kyung-Sun Ahn ◽  
Seog Goo Kang ◽  
Jung-Kwon Oh
Keyword(s):  
Experimental Data ◽  
Seismic Design ◽  
Shear Walls ◽  
Shear Wall ◽  
Vertical Load ◽  
Lateral Resistance ◽  
Kinematic Models ◽  
Mass Timber ◽  
Timber Shear Walls ◽  
Timber Shear Wall

AbstractIn this study, the lateral resistances of mass timber shear walls were investigated for seismic design. The lateral resistances were predicted by kinematic models with mechanical properties of connectors, and compared with experimental data. Four out of 7 shear wall specimens consisted of a single Ply-lam panel and withdrawal-type connectors. Three out of 7 shear wall specimens consisted of two panels made by dividing a single panel in half. The divided panels were connected by 2 or 4 connectors like a single panel before being divided. The applied vertical load was 0, 24, or 120 kN, and the number of connectors for connecting the Ply-lam wall-to-floor was 2 or 4. As a result, the tested data were 6.3 to 52.7% higher than the predicted value by kinematic models, and it means that the lateral resistance can be designed by the behavior of the connector, and the prediction will be safe. The effects of wall-to-wall connectors, wall-to-floor connectors and vertical loads on the shear wall were analyzed with the experimental data.

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