scholarly journals Earthquake Resistance Optimization and Evaluation of Bridge Piers Structural Form and Dimensions Based on Demand to Capacity Ratio and Yielding Points of Force-Displacement

2021 ◽  
Vol 8 (6) ◽  
pp. 945-954
Author(s):  
Hussein Abad Gazi Jaaz ◽  
Ali Fadhil Naser ◽  
Hussam Ali Mohammed ◽  
Ayad Ali Mohammed
Keyword(s):  
Cross Section ◽  
Earthquake Engineering ◽  
Solid Wall ◽  
Longitudinal Direction ◽  
Bridge Piers ◽  
Earthquake Resistance ◽  
Structural Safety ◽  
Seismic Capacity ◽  
Capacity Ratio ◽  
Earthquake Action

The evaluation of structural safety must be taken after each earthquake. The importance losses of life and materials carries the significance of the works in the field of earthquake engineering. The purpose of this study was to optimize and evaluate the earthquake resistance of bridge piers by adopting different cross-section forms and dimensions for bridge supports under earthquake action. Two methods of seismic design were used in the optimization and evaluation process. These methods were demand to capacity ratio (DCR) and yielding point. The results of demand to capacity ratio shown that the values of DCR for all piers forms models were increased when the dimension of pier cross section were increased and the values of DCR became less than 1.0, indicating that the increasing in dimensions leading to rise the capacity of bridge supports to carry the earthquake loads in transverse and longitudinal direction. Comparing with models, solid wall pier form had the lower value of DCR, indicating that solid wall piers were suitable in the design of bridge supports to resist the lateral loads of earthquake and it has enough stiffness and capacity under earthquake action. The results of performance points shown that the yielding points were increased when the dimensions of piers were increased for all piers form in transverse and longitudinal direction. The maximum values were appeared within support No. 1 and support No. 4. Solid wall form of pier had the higher values of yielding points, meaning that this type of piers form had higher seismic capacity and it will resist the earthquake action more than others piers form. This study recommended that to use third model for each pier form in the design of bridges structures to resist the earthquake load. Also this study was recommended to use solid wall piers as supports in construction of bridge structure within areas had earthquake action.

Behavior of CFST-RC Pier under Different Ground Motions

2018 ◽  
Vol 1145 ◽  
pp. 134-139
Author(s):  
Raghabendra Yadav ◽  
Bao Chun Chen ◽  
Hui Hui Yuan ◽  
Zhi Bin Lian
Keyword(s):  
Earthquake Engineering ◽  
Large Scale ◽  
Dynamic Testing ◽  
Ground Motions ◽  
Dynamic Test ◽  
Longitudinal Direction ◽  
Steel Tube ◽  
Engineering Research ◽  
Magnification Factors ◽  
Time Histories

The dynamic testing of large-scale structures continues to play a significant role in earthquake engineering research. The pseudo- dynamic test (PDT) is an experimental technique for simulating the earthquake response of structures and structural components in time domain. A CFST-RC pier is a modified form of CFST laced column in which CFST members are connected with RC web in longitudinal direction and with steel tube in transverse direction. For this study, a CFST -RC pier is tested under three different earthquake time histories having scaled PGA of 0.05g. From the experiment acceleration, velocity, displacement and load time histories are observed. The dynamic magnification factors for acceleration due to Chamoli, Gorkha and Wenchuan ground motions are observed as 12, 10 and 10 respectively. The frequency of the pier is found to be 1.42 Hz. The result shows that this type of pier has excellent static and earthquake resistant properties.

Robustness evaluation of CSMM based finite element for simulation of shear critical hollow RC bridge piers

2019 ◽  
Vol 37 (1) ◽  
pp. 313-344
Author(s):  
Vijay Kumar Polimeru ◽  
Arghadeep Laskar
Keyword(s):  
Finite Element ◽  
Earthquake Engineering ◽  
Bridge Piers ◽  
Fe Model ◽  
Content Type ◽  
Aspect Ratios ◽  
Linear Behavior ◽  
Non Linear ◽  
Reversed Cyclic ◽  
Rc Bridge Piers

Purpose The purpose of this study is to evaluate the effectiveness of two-dimensional (2D) cyclic softened membrane model (CSMM)-based non-linear finite element (NLFE) model in predicting the complete non-linear response of shear critical bridge piers (with walls having aspect ratios greater than 2.5) under combined axial and reversed cyclic uniaxial bending loads. The effectiveness of the 2D CSMM-based NLFE model has been compared with the widely used one-dimensional (1D) fiber-based NLFE models. Design/methodology/approach Three reinforced concrete (RC) hollow rectangular bridge piers tested under reversed cyclic uniaxial bending and sustained axial loads at the National Centre for Research on Earthquake Engineering (NCREE) Taiwan have been simulated using both 1D and 2D models in the present study. The non-linear behavior of the bridge piers has been studied through various parameters such as hysteretic loops, energy dissipation, residual drift, yield load and corresponding drift, peak load and corresponding drift, ultimate loads, ductility, specimen stiffness and critical strains in concrete and steel. The results obtained from CSMM-based NLFE model have been critically compared with the test results and results obtained from the 1D fiber-based NLFE models. Findings It has been observed from the analysis results that both 1D and 2D simulation models performed well in predicting the response of flexure critical bridge pier. However, in the case of shear critical bridge piers, predictions from 2D CSMM-based NLFE simulation model are more accurate. It has, thus, been concluded that CSMM-based NLFE model is more accurate and robust to simulate the complete non-linear behavior of shear critical RC hollow rectangular bridge piers. Originality/value In this study, a novel attempt has been made to provide a rational and robust FE model for analyzing shear critical hollow RC bridge piers (with walls having aspect ratios greater than 2.5).

scholarly journals Structural Safety Analysis of the Aqueducts “Coll De Foix” and “Capdevila” of the Canal of Aragon and Catalonia

2018 ◽  
Vol 3 (4) ◽  
pp. 48
Author(s):  
Albert de la Fuente ◽  
Vicente Alegre ◽  
Ana Blanco ◽  
Teresa Cavero ◽  
Roberto Quintilla
Keyword(s):  
Civil Engineer ◽  
Cross Section ◽  
Structural Reliability ◽  
Safety Analysis ◽  
Structural Safety ◽  
Structural Performance ◽  
Design Considerations ◽  
User Communities ◽  
The Cross

The Canal of Aragon and Catalonia (CAC) is 134 km long and irrigates 105,000 ha (131 irrigation user communities) and it is owned by the River Ebro’s Water Agency. The aqueducts are located between km 67 and 71 of the canal and were designed by the civil engineer Félix de los Ríos Martín in 1907. The cross-section of both aqueducts, Coll de Foix and Capdevila, was extended within the framework of the project by Fernando Hué Herrero in 1962 in order to reach design flows of 26.1 m3/s and 25.7 m3/s, respectively. The structural performance of the aqueducts has been satisfactory; nevertheless, the hydraulic capacity has reduced over the years. As a result, the irrigation user communities have expressed the need to extend the cross-section of the aqueducts to meet the irrigation demands. Given the age of the structure and the different design considerations at the time, it is paramount to verify the structural reliability of the aqueducts in the new load configuration. Therefore, the objective of this contribution is to present the structural safety analysis conducted and to describe the new extended cross-section for both aqueducts (maintaining the original structural typology).

Impact Behavior of Rocking Bridge Piers

2002 ◽  
Author(s):  
Chin-Tung Cheng ◽  
Ming-Hsiang Shih
Keyword(s):  
Numerical Analysis ◽  
Kinetic Energy ◽  
Aspect Ratio ◽  
Cross Section ◽  
Bridge Piers ◽  
Impact Behavior ◽  
Restoring Forces ◽  
Numerical Process ◽  
Dissipation Characteristic ◽  
Rocking Behavior

This research aims to investigate the energy dissipation characteristic and impact behavior of rocking piers under free vibration. Research parameters include rocking interfaces (stiff or flexible), geometry of the column cross-section (circular or rectangular), aspect ratio of the columns, anchorage of prestressing tendons and scale effect. To validate the proposed theory, five columns were constructed and will be tested. A numerical process was proposed to simulate the rocking behavior of columns. Numerical analysis revealed that aspect ratio remarkably affects the rocking behavior, however, size effect and shape of cross section had no significant influence on the rocking behavior. Contrary to the instinct, anchored columns may have less damping due to the higher restoring forces that leads to larger acceleration and slower degradation in kinetic energy.

INFLUENCE OF THE SLOPE FOR THE DISTORTION EFFECT OF PRE-STRESSED SKEWED BOX-SECTION GIRDER BRIDGE

2015 ◽  
Vol 2 (1) ◽  
Author(s):  
Jian-Qing Bu ◽  
Shuo Li
Keyword(s):  
Cross Section ◽  
Longitudinal Direction ◽  
Element Analysis ◽  
Box Section ◽  
The Finite Element Analysis ◽  
Distortion Effect ◽  
Girder Bridge ◽  
Bridge Models ◽  
Distortion Angle ◽  
Design Construction

In order to analyze the distortion effects of the skewed PC box-section girder bridge, a simply-supported and three-span continuous skewed PC box-section girder bridge models are built by using the finite element analysis software ANSYS in this paper. First of all, the distortion effects in the longitudinal direction are analyzed for the bridge models and the most disadvantage section are found. Then the longitudinal distortion effects how to vary with the slope is discussed. The results show that the influence of slope is remarkable, with the increase of slope, distortion is becoming more and more large, and it is proportional to the slope degree, the distortion angle of 1/4 span and 3/4 cross section of the bridge is the largest. Therefore, in the process of design, construction and maintenance, the deformation of unfavorable cross section should be paid special attention.

Simulation Study of the Whole Process of Collapse and Collision of a Large-Span Steel Single-Layer Lattice Structure

2011 ◽  
Vol 308-310 ◽  
pp. 2368-2373
Author(s):  
Dong Ya An ◽  
Cheng Ming Li
Keyword(s):  
Performance Analysis ◽  
Lattice Structure ◽  
Single Layer ◽  
Large Earthquake ◽  
Structural Safety ◽  
The Sun ◽  
Displacement Effect ◽  
Large Span ◽  
Whole Process ◽  
Earthquake Action

The project Expo Axis is one of the landmark buildings of Expo Shanghai 2010, and its structural safety depends largely on the security of the six Sun Valleys, which are the important components of the Expo Axis. The simulation of the whole process of collapse and collision of the sun valley under earthquake action is conducted in this article. In the calculation multiple nonlinear factors are taken into account, such as material nonlinearity, large displacement effect, self-contact collision among the structure members, contact collision between the structure and the ground, etc. Through analyzing the results, a reasonable assessment of the structure of Sun Valley’s performance under the supper-large earthquake is given out. This method can also offer reference to other similar large-span steel single-layer lattice structure’s performance analysis.

Piezoelectric Potential Distribution in a Bent ZnO Nanorod Cantilever

2011 ◽  
Vol 694 ◽  
pp. 23-27
Author(s):  
Zheng Zheng Shao ◽  
Xue Ao Zhang ◽  
Fei Wang ◽  
Guang Wang ◽  
Hong Hui Jia ◽  
...  
Keyword(s):  
Carrier Concentration ◽  
Cross Section ◽  
Electric Potential ◽  
Potential Distribution ◽  
Piezoelectric Effect ◽  
Longitudinal Direction ◽  
Lateral Force ◽  
Negative Potential ◽  
Zno Nanorod ◽  
Piezoelectric Potential

The piezoelectric potential generated in a bent ZnO nanorod cantilever is analyzed by means of the first piezoelectric effect approximation. The results show that the piezoelectric potential in the nanorod is proportional to lateral force but is independent along the longitudinal direction. And the electric potential in the tensile area and that of compressive area are antisymmetric in cross section of the nanorod, which makes the nanorod become a "parallel plated capacitor" for piezoelectric nanodevices, such as nanogenerator. The investigation of the carriers influence on the piezoelectric potential in a bent ZnO nanorod reveals that the positive piezoelectric potential in stretched side of the bent nanorod is significantly screened by the carriers and the negative potential in compressed side is well preserved when considering a moderate carrier concentration of

scholarly journals Features for calculating beams with a thin transverse corrugated web plate considering bending-twisting forces

2021 ◽  
Vol 263 ◽  
pp. 03006
Author(s):  
Nikolay Tishkov ◽  
Anatoliy Stepanenko
Keyword(s):  
Cross Section ◽  
Numerical Experiments ◽  
Longitudinal Direction ◽  
Arbitrary Cross Section ◽  
Elastic Rods ◽  
Bending Moments ◽  
Relative Height ◽  
Corrugated Web ◽  
Working Together ◽  
The Web

The article describes the features of the work of beams with a thin transverse corrugated web plate. Exponential fractional regression is presented, which allows one to estimate the relative height of web plate sections working together with flanges, obtained by the authors based on an analysis of numerical experiments. Based on the features of the work, a method is proposed for describing the stress state of an arbitrary cross-section of an I-beam with a thin transverse corrugated web plate (the profile of the corrugations is triangular, trapezoidal, sinusoidal) bent in the plane of the web plate and compressed in the longitudinal direction, using the theory of thin-web platted elastic rods by Professor V.Z. Vlasov. The calculations are given for determining the bending-twisting forces (local bending moments and bimoments arising from the action of the main forces) in an arbitrary cross section.

scholarly journals A Comparative Study of Piers with DSCT and Steel Piles

2021 ◽  
Vol 21 (6) ◽  
pp. 377-383
Author(s):  
Hyemin Hong ◽  
Sungwon Kim ◽  
Taek Hee Han
Keyword(s):  
Cross Section ◽  
High Performance ◽  
Climate Changes ◽  
Structural Safety ◽  
Element Analysis ◽  
Design Wave Height ◽  
Steel Piles ◽  
New Type ◽  
Buckling Failure ◽  
Height Increase

Because of climate changes, the demand for securing marine space is increasing owing to problems such as sea level rise, design wave height increase, and lack of land and space, and research on the development of a new high-performance pier has been conducted. In the existing pier supported by steel piles, buckling failure and corrosion problems may lead to a risk of structural safety, and maintenance is difficult owing to a narrow span. The new type of double-skinned composite tubular (DSCT) structure, which has been extensively studied recently, is filled with concrete between the inner and outer tubes, increasing the strength of concrete because of the three-axis confined effect. In addition, it is advantageous in terms of ductility. Furthermore, owing to the hollow cross-section, it is economical because it weighs less than the concrete-filled steel tubular (CFT) structure, effectively saving materials. In this study, the performance of a pier with 30 steel piles and that of a pier supported with 20 DSCT piles was compared under the same external force through finite element analysis. Consequently, it was confirmed that the pier with DSCT piles showed higher performance in displacement and stress than the existing pier with steel piles.

Structural Safety Review of a Building Damaged by Explosion in Mexico City

2016 ◽  
Vol 713 ◽  
pp. 111-114
Author(s):  
Jorge A. Avila ◽  
Jorge Arturo Avila-Haro
Keyword(s):  
Reinforced Concrete ◽  
Mexico City ◽  
Longitudinal Direction ◽  
Present Condition ◽  
Structural Safety ◽  
Seismic Zone ◽  
Joint Work ◽  
Lateral Capacity ◽  
Capacity Curves ◽  
Reinforced Concrete Slabs

The structural assessment of a building damaged by the effects of an explosion located in Mexico City is presented. The structure consists in 12 complete levels, a thirteenth partially completed level for elevators, and a basement. The building is mainly conformed of steel frames with box columns, I-beams and trusses; peripherally reinforced concrete slabs attached to girders through shear connectors; its reinforced concrete box foundation (basement slab, grade beams and floor slab) is supported on control piles at a depth of 5.9 m. The building did not present any damage in the 1985 Mexico City earthquake; the original structural design is from the 1960’s (RCDF-66) [1], for a reduced seismic coefficient cs= 0.06. A review of the present condition of the structure against the requirements of the current RCDF-04 (transition seismic zone: Ts~1.0 s and cs=0.32; Q=2) was performed in this work [2]. Based on the three-dimensional structural behavior, spectral modal dynamic analyses were performed, including the joint work of the super-structure and the foundation. The structure does not present any lack of lateral stiffness and/or resistance problems, even after the explosion. According to the non-linear static (Push-over) analyses (with and without over-strenghts effects), the lateral capacity curves prove that the building has a slightly higher lateral capacity in the longitudinal direction and, to a lesser extent, in the short direction, than the one required in the current regulation. No corrective structural actions were needed, except for the rehabilitation of the structural elements affected by the explosion.

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