# Seismic Performance Assessment of Hollow Reinforced Concrete and Prestressed Concrete Bridge Columns

- Tae-Hoon Kim
^{1}Email author, - Dai-Jeong Seong
^{2}and - Hyun Mock Shin
^{2}

**6**:15

https://doi.org/10.1007/s40069-012-0015-y

© The Author(s) 2012

**Received: **24 May 2012

**Accepted: **2 August 2012

**Published: **18 September 2012

## Abstract

The aim of this study is to assess the seismic performance of hollow reinforced concrete and prestressed concrete bridge columns, and to provide data for developing improved seismic design criteria. By using a sophisticated nonlinear finite element analysis program, the accuracy and objectivity of the assessment process can be enhanced. A computer program, RCAHEST (Reinforced Concrete Analysis in Higher Evaluation System Technology), is used to analyze reinforced concrete and prestressed concrete structures. Tensile, compressive and shear models of cracked concrete and models of reinforcing and prestressing steel were used to account for the material nonlinearity of reinforced concrete and prestressed concrete. The smeared crack approach was incorporated. The proposed numerical method for the seismic performance assessment of hollow reinforced concrete and prestressed concrete bridge columns is verified by comparing it with the reliable experimental results. Additionally, the studies and discussions presented in this investigation provide an insight into the key behavioral aspects of hollow reinforced concrete and prestressed concrete bridge columns.

## Keywords

## 1 Introduction

Hollow bridge columns have become increasingly popular in bridge construction during the last few decades. Hollow sections are often used for tall bridge columns to reduce their mass, reduce seismic inertia forces, and reduce foundation forces. However, the seismic performance of hollow bridge columns is still not fully understood although a few works have been conducted (Hoshikuma and Priestley 2000; Maekawa et al. 2001; Ranzo and Priestley 2001; Yeh et al. 2002; Mo et al. 2003).

In locations where the cost of concrete is relatively high, or in situations where the weight of concrete members must be kept to a minimum, it may be economical to use hollow reinforced concrete vertical members. The hollow core also ensures greater quality control during construction by reducing the heat of hydration on the interior of the section and hence minimizing shrinkage cracks caused by temperature differences inside the curing column.

Such columns, when properly detailed, were shown to perform in a ductile manner during cyclic lateral loading in the inelastic range, since the core of the tube walls was well confined by the reinforcement (Zahn et al. 1990). It has been well established that well-confined concrete members can sustain large concrete compressive strains without significant loss of compressive strength (Hines et al. 2002).

The main goal of this study is to provide basic knowledge on the seismic performance of hollow reinforced concrete and prestressed concrete bridge columns. In this paper, hollow bridge columns were tested under a constant axial load and a pseudostatic, cyclically reversed horizontal load. The effects of ductility and dissipated energy were also investigated.

An evaluation method for the seismic performance of hollow reinforced concrete and prestressed concrete bridge columns is proposed. The proposed method uses a nonlinear finite element analysis program RCAHEST (Reinforced Concrete Analysis in Higher Evaluation System Technology) developed by the authors (Kim et al. 2003; Kim et al. 2007; Kim et al. 2008; Kim et al. 2009; Kim et al. 2010). To assess the ability of the RCAHEST program to predict the seismic performance of hollow reinforced concrete and prestressed concrete bridge columns, computed results using the program were compared with the test results.

## 2 Computational Platform for Seismic Performance Assessment

A two-dimensional finite element model for the seismic performance assessment of hollow reinforced concrete and prestressed concrete bridge columns was developed in this study. A three-dimensional finite element analysis is tedious and computationally expensive, and requires a high number of elements to achieve a good accuracy.

The structural element library of RCAHEST, is built around the finite element analysis program shell named FEAP, developed by Taylor (2000). The elements developed for the nonlinear finite element analyses of reinforced concrete bridge columns are a reinforced concrete plane stress element and an interface element (Kim et al. 2003; Kim et al. 2007; Kim et al. 2008; Kim et al., 2009). Accompanying the present study, the authors attempted to implement a bonded tendon element and a modified joint element for the segmental joints with a shear resistance connecting structure (Kim et al. 2010).

The transverse reinforcements confine the compressed concrete in the core region and inhibit the buckling of the longitudinal reinforcing bars. In addition, the reinforcements improve the ductility capacity of the unconfined concrete. This study adopted the model proposed by Mander et al. (1988) for normal strength concrete of below 30 MPa and adopted the model proposed by Sun and Sakino (2000) for high strength concrete of above 40 MPa. An analytical model was proposed for confined intermediate strength concrete from 30 MPa to 40 MPa. The model incorporates all relevant parameters of confinement with a smooth transition from 30 MPa to 40 MPa. The models consider the yield strength, the distribution type and the amount of the longitudinal and transverse reinforcing bars to compute the effective lateral confining stress and the ultimate compressive strength and strain of the confined concrete (Kim et al. 2008).

Details of the nonlinear material models used have been provided by the authors in previous research (Kim et al. 2003; Kim et al. 2007; Kim et al. 2008; Kim et al. 2009; Kim et al. 2010).

## 3 Hollow Reinforced Concrete Bridge Columns

### 3.1 Description of Test Specimens

The author used the data for the hollow reinforced concrete bridge columns under constant and variable axial load as proposed by Kawashima et al. (2002) to verify the applicability of the proposed method.

*l/d*= 3.86) and a spacing of 100 mm as web reinforcement. The longitudinal reinforcement consisted of twenty-four 13 mm diameter deformed bars (SD295). The transverse hoop steel was 6 mm diameter deformed bars (SD295).

Properties of test specimens (Kawashima et al. 2002).

Specimen | TP-35 | TP-37 |
---|---|---|

Section | Square (hollow) | |

Section size (mm) | 400 × 400 (200 × 200) | |

Effective height (mm) | 1350 | |

Effective depth (mm) | 350 | |

Aspect ratio | 3.86 | |

Longitudinal reinforcement ratio | 2.53 | |

Volumetric ratio of tie reinforcement | 1.13 | |

Cylinder strength of concrete (MPa) | 24.0 | |

Longitudinal reinforcement | SD295A D13 (yield strength = 374 MPa) | |

Tie reinforcement | SD295A D6 (yield strength = 363 MPa) | |

Axial force (kN) | 230 (constant) (2.0 MPa at the bottom) | −10 to 410 (varying) (0–3.5 MPa at the bottom) |

### 3.2 Description of Analytical Model

The figures also show a method for transforming a hollow section into rectangular strips when using plane stress elements. For rectangular sections, equivalent strips are calculated. After the internal forces are calculated, the equilibrium is checked.

Loading cycles with displacement control were applied as this allows analysis beyond the ultimate load where the load at the maximum strain was recognized from the load displacement curve.

### 3.3 Comparison with Experimental Results

Results from all two test units show good correlation between the flexural plus the shear displacements and the total top displacement. For each of the test hollow reinforced concrete bridge columns, the predicted and the measured maximum loads were in good agreement. The analysis not only correctly predicted the stiffness, load, and deformation at the peak, but also captured the post-peak softening well. The predictions of the failure modes of all the hollow reinforced concrete bridge column specimens also agree with the experimental results.

The characteristics of the response of the hollow reinforced concrete columns are clearly shown in the crack pattern. That is, the flexural cracks in the flange part drastically changed into diagonal cracks when they progressed into the web part (see Figs. 13 and 14). These diagonal cracks intersected under the cyclic loading, and the cracks in the vertical direction generated at the center of the sections. This phenomenon was observed even in the case of specimens of flexural failure type. These experimental and analytical results indicate that the influence of shear cannot be neglected in hollow columns and it is necessary to examine sufficiently about the shear behavior under cyclic loadings.

As the overall tendency, the restoring force is rapidly decreased after the maximum state. The main reasons for this are that the spalling of concrete occurred not only outside but also inside the void and the buckling of reinforcements. Even in the case of flexural failure, in the web part, shear cracks appeared under small loads. Also, the flexural cracks in the flange part changed into diagonal cracks when they progressed into the web part. Furthermore, because of the spalling of concrete in the hollow side, the restoring capability after the maximum state deteriorated rapidly. Therefore, it is necessary to confine concrete by the appropriate transverse arrangement.

In specimen TP-37, the compression failure of concrete in the plastic hinge was always larger at the E surface than at the W surface, since the flexural compression and the compression due to the vertical load were combined, resulting in larger compression at the E surface than at the W surface (see Fig. 14). The variation of the axial load resulted in different responses in the push and pull directions. Apparently, the differences in direction and magnitude of the axial load caused significantly different damage patterns in the bridge columns. As observed during the test, there was a slight difference in the length of the crushed concrete at opposite sides of the hollow reinforced concrete bridge columns. The experimental and analytical results showed that the axial force level and pattern play a significant role in the behavior of the hollow reinforced concrete bridge columns. In the design of hollow reinforced concrete bridge columns it would be impossible for a design engineer to depict the sequence of loadings. Therefore, in order to mitigate the adverse effect of varying axial load, the extreme situations must be considered.

## 4 Hollow Prestressed Concrete Bridge Columns

### 4.1 Description of Test Specimen

One segmental hollow column specimen with precast concrete footings was designed for testing under lateral loading. The specimen is designed in accordance with the code provisions KRBDC (MCT 2005).

Properties of test specimen.

Specimen | Prototype | Model |
---|---|---|

Diameter of cross section (mm) | 2200 (1000) | 800 (360) |

Effective height (mm) | 7522 | 2800 |

Prestressing steel | ||

Material | Φ15.2 mm Seven-wire strands | Φ15.2 mm Seven-wire strands |

Yielding strength (MPa) | 1860.0 | 1968.2 |

Prestressing force (MPa) | 842.3 | 842.3 |

Longitudinal reinforcement | ||

Material | D16 | D10 |

Yielding strength (MPa) | 400.0 | 544.6 |

Reinforcement ratio (%) | 0.2 (Minimum) | 0.2 (Minimum) |

Transverse reinforcement | ||

Material | D22 | D13 |

Yielding strength (MPa) | 400.0 | 476.3 |

Volumetric ratio (%) | 1.2 | 1.2 |

Footing reinforcement | ||

Material | D32 | D32 |

Yielding strength (MPa) | 400.0 | 463.6 |

Shear resistance connecting structure | ||

Material | STK490 (139.8/165.2 mm) | STK490 (60.5/76.3 mm) |

Yielding strength (MPa) | 315 | 315 |

Strength of concrete (MPa) | ||

Footing | 40.0 | 48.1 |

Precast footing segment | 40.0 | 48.1 |

Column | 40.0 | 48.1 |

The specimen consisted of precast segments and foundation blocks. The foundation was 2600 mm by 1200 mm by 1200 mm (width by length by height). The precast segments were connected with a shear resistance connecting structure, and had no continuous bonded reinforcing across the segmental joints. Each segmental column specimen had eighteen prestressing strands. The confinement steel was designed to ensure that the core concrete exhibited a sufficient ductility capacity in compression. It is considered appropriate to use the current code provisions KRBDC (MCT 2005) on the concrete confinement for the potential plastic hinge regions in the design of precast segmental columns for use in moderate seismic regions.

The precast segments of the specimen were fabricated. To maximize construction speed and substructure durability, a system of match-cast segments with epoxy joints was developed. After the column was assembled, post-tensioning strands were tensioned to a predetermined stress level to satisfy both service and ultimate limit state requirements for the bridge column (Kim et al. 2010).

For the specimen subject to cyclic loading, the loading was applied under displacement-control to drift levels of 0.25, 0.5, 1.0, 1.5, 2.0, 2.5, 3.0, 3.5, 4.0, 4.5, 5, 6, 7 and 8 %. The drift was defined as the lateral displacement at the height of the loading point divided by the distance from the loading point to the top of the footing. Each cycle was repeated twice to allow for the observation of strength degradation under repeated loading with the same amplitude.

### 4.2 Description of Analytical Model

A two-dimensional finite element model for the hollow prestressed concrete bridge columns is developed in this study. The modeling techniques of the segmental hollow bridge columns are described in the following sections.

Figure 19 also shows a method for transforming a circular section into rectangular strips when using plane stress elements. For rectangular sections, equivalent strips are calculated. After the internal forces are calculated, the equilibrium is checked.

The analysis was conducted in multiple steps to simulate the actual behavior of a segmental column. The column was initially loaded under a prestressing force from the tendons. An initial stress equal to the prestress in the tendons was applied to the truss elements. Subsequently, a gravity load was applied on the top segment of the column and it remained vertical throughout the simulation. Finally, the column was subjected to the applied lateral displacements at the top, while the corresponding lateral force determined by the base shear developed at the bottom of the footing.

Geometric nonlinearity was considered in order for prestressing effects to be carried over from the initial step to the following steps and to take into account the P-delta effect from the axial force.

### 4.3 Comparison with Experimental Results

The analytical model presented herein correlated reasonably well with the experimentally observed behavior of the hollow columns. The predicted strength was higher than the actual column strength. The difference between the analytical and experimental force–displacement response at moderate to high drift levels is less than 3 %. In light of this, and of the uncertainty in the initial prestress force and the fact that the column had been tested previously, it can be said that the analytical prediction concurs well with the experimental behavior. In terms of cyclic behavior, the simulation successfully captures the wide hysteretic loops. The stiffness in the simulation is considerably greater than that of the experiment.

The importance of identifying and evaluating the adequacy of simulation methods is an important and necessary step in applying performance-based assessment techniques for assessing new, enhanced performance systems under consideration. Such an assessment can help to speed the implementation of such systems in current applications.

## 5 Conclusions

This paper has attempted to establish a framework for assessment of the seismic performance of hollow reinforced concrete and prestressed concrete bridge columns. An experimental and analytical study was conducted to quantify performance measures and to examine one aspect of detailing for hollow bridge columns. A comparison with test data confirms that good predictions were obtained in regards to load capacities, failure modes, and load-deformation responses of hollow reinforced concrete and prestressed concrete bridge columns. The RCAHEST can be used for examining the seismic performance of structures that have been previously designed.

- (a)
The material models used for modeling concrete, reinforcing bars and tendon in this study are found to give promising results for the seismic performance assessment of the hollow reinforced concrete and prestressed concrete bridge columns.

- (b)
Nonlinear finite element analysis may be used to investigate the design details and the load–deflection response of hollow reinforced concrete and prestressed concrete bridge columns. Also, failure modes and ductility may be checked for seismic resistant design.

- (c)
The experimental and analytical results showed that the axial force level and pattern play a significant role in the behavior of the hollow bridge columns. In the design of hollow bridge columns it would be impossible for a design engineer to depict the sequence of loadings. Therefore, to mitigate the adverse effect of a varying axial load, the extreme situations must be considered.

- (d)
The reversed cyclic loading tests are said to simulate a loading history due to earthquakes. However, the behavior of hollow reinforced concrete and prestressed concrete bridge columns is complicated because of the interaction between flexure and shear, and the reversed cyclic loads. Therefore, to investigate the real seismic behavior of hollow reinforced concrete and prestressed concrete bridge columns, it is necessary to carry out a hybrid earthquake loading test.

- (e)
More effort should be directed to include certain procedures in the current design codes so that engineers can work toward an acceptable method for evaluating the available strength in existing hollow reinforced concrete and prestressed concrete bridge columns.

- (f)
Future work by the authors will include the formulation of a refined hollow section confinement model for various section geometries, transverse reinforcement configurations, and axial loads. Also, parametric studies will be conducted in order to investigate the effects of confinement on hollow bridge columns.

## Declarations

### Acknowledgments

The author is especially grateful to Prof. Kazuhiko Kawashima for providing the test results in this study.

## Authors’ Affiliations

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