Precast Concrete Arch Research Articles

Static performance of precast concrete arches with carbon fiber reinforced polymer reinforcement

In this paper, static performances of a new precast concrete arch system with carbon fiber reinforced polymer (CFRP) reinforcement were investigated. Varied concrete strengths and segment types of precast concrete arches were tested. The results show that the increase of concrete strength can improve the bearing capacity of the precast arches with CFRP reinforcement. The ultimate bearing capacity of the precast arches segmented at the arch vault with CFRP reinforcement can reach or even exceed that of complete arches, while the precast arch segmented at the shoulder had lower ultimate load. A theoretical analysis method was proposed to predict the failure and bearing capacity of the precast concrete arches with CFRP reinforcement, which were found to be in close agreement with the experimental result.

Influence of longitudinal structural connectivity on seismic performance of three-hinged precast arch culverts

The hinge type of precast concrete arch culvert was introduced to Japan from France in the 1990s in consideration of the saving of labor, shortening of the construction period, and high quality control of the concrete members. However, due to the 2011 off the Pacific Coast of Tohoku Earthquake (March 11, 2011), the three-hinged precast arch culverts that had been constructed in Japan at the beginning of the period when precast arch culverts were firstly introduced, suffered damage, which spoiled their serviceability. According to the extent of the damage and the type of culverts that were damaged, the longitudinal structural connectivity of the culverts was assumed to be one of the possible reasons for the reported damage mechanism. Therefore, the objective of this paper was to clarify how strongly the longitudinal structural connectivity influenced the longitudinal seismic behavior of the three-hinged arch culverts. To achieve this objective, an elasto-plastic finite element analysis was conducted with an analytical model that could capture the characteristics of the damaged culverts. Simultaneously, a penalty method with the bi-linear spring model was applied as a solution to the contact-impact problems of the precast segmental arch members. As a result, it was found that the weaker longitudinal structural connectivity in the damaged culverts allowed the torsional displacements of the arch members to induce critical damage to the arch members, namely, edge defects in the arch crown and concrete foundation. The numerical results proved the unignorable influence of the longitudinal structural connection on the possible damage to three-hinged arch culverts.

Full-scale field testing of a precast concrete buried arch bridge with steel outriggers: Field loading test

In this study, field loading tests were conducted to examine the structural response and behaviors of a new type of precast concrete buried arch bridge with steel outriggers (PCASO), consisting of multiple straight precast segments (panels), steel outriggers, and V-strips. Static loading was applied on a full-scale field specimen, approximately 18 m length and 3 m height, for three load cases using concrete weight blocks that quantified its weight one by one using a crane. Finite element (FE) analysis was also conducted following the loading tests on the full-scale field specimen. The loading test results revealed that the deformed shape of the buried arch specimen was similar to the conceptual structural responses of the PCASO system affected by load conditions such as backfill and loading position. The deformed shape for each load case obtained from both the field test results and calculations performed by FE analysis was also compared, and its structural behavior and response calculated using the FE analysis can be confirmed to be relatively similar to the results from the field loading test. Therefore, through this loading test on a full-scale field specimen, the new PCASO system was confirmed to have sufficient structural stability and safety and predictable structural behaviors.

Construction stage analysis of a precast concrete buried arch bridge with steel outriggers from full-scale field test

A new type of Precast Concrete buried Arch bridge with Steel Outriggers (PCASO) was developed to maximize the structural efficiency and improve the constructability of a precast concrete arch system buried underground. In this study, a full-scale field test of Precast Concrete buried Arch bridge with Steel Outriggers (PCASO) was conducted to evaluate the strain and stress state and deformation observed on the concrete panels and steel outriggers during the various construction stages, namely, when the panels were being lifted, and when backfill was being placed on the arch in three stages. The field specimen spanned 6 m and was 2 m high. Displacements were observed in both the vertical and horizontal directions during the backfill construction. However, the final position of the arch was achieved when topsoil was placed on the precast panels. The compressive strains observed on the precast panels increased as the soil was being placed. After the backfill was completed and the topsoil was emplaced, the maximum compressive strains measured on the precast panels were approximately 19% of the compressive strength (which was 8 MPa). During the construction stage, the steel outriggers experienced maximum tensile stresses of approximately 300 MPa, which is close to the service stress level of steel (whose yield strength is 413 MPa). Considering that the outriggers were constructed with thin steel plates and there was little stress change during different construction stages, the nominal stress of the thin plate was checked. The calculated nominal stress based on the measured compressive and tensile stresses ranged between positive and negative 25 MPa. A finite element analysis was conducted following the construction stages of the field test using the field parameters. The analytical study demonstrates that the changes in stress and displacement for each construction stage are comparable between the field measurements and the numerical calculations. Overall, this study validated the structural behaviors of the new type of PCASO through field demonstrations and finite element analyses.

Construction of a concrete segmental arch bridge over a railway

This paper describes the modelling of the behaviour of a large precast concrete segmental arch structure during construction over a main line railway. The main aim of the modelling was to accurately predict the deflections of the segmental arch during construction and to set trigger levels to prevent another failure similar to that which occurred at Gerrards Cross, UK. The failure at Gerrards Cross, reported in 2005, demonstrated the importance of controlling the backfill and carefully controlling and monitoring the deflections of the arch during construction. To enable accurate predictions, finite-difference analysis of the precast segmental structure was utilised, which takes account of the soil–structure interaction effects covering structure and soil stiffness. Many sensitivity analyses were necessary to predict lower and upper bounds using predominant parameters that influenced the behaviour and included the movement of the arches on the piled foundations. Observations taken on site of movements of the arch during construction showed that actual deflections matched the predicted movements to a very high degree.

AE monitoring of a concrete arch road tunnel: Damage evolution and localization

A real-time investigation of damage evolution in two precast concrete arch elements of a road tunnel was carried out by means of a multi-channel AE acquisition system with in-situ data processing and wireless transmission capabilities. The two mainly stressed segments, exhibiting the most evident cracking pattern, were monitored. The investigation was carried out analyzing the trending behaviors of AE synthetic parameters, b-value and βt, extracted from the AE time series. Triangulation techniques for 3D localization of active cracks were successfully applied as well. The results of the analysis demonstrated the existence of irreversible damage processes mainly localized at the bottom of the tunnel and in the lower-central part of the arches. In particular, AE sources localized in subsequent time steps are signatures of macro-crack propagation, suggesting a worsening trend toward instability over time.

Innovative precast, prestressed concrete network arches: Elastic response during construction

To the authors’ knowledge, the West Seventh Street Bridge in Fort Worth, Texas is the first precast concrete network arch bridge in the world. Completed in 2013, this bridge consists of 12 identical arches that were precast and post‐tensioned near the bridge site. The prefabricated arches, which were 49.8‐m long and weighed approximately 2,500 kN, were then transported to the bridge site and erected. To evaluate the structural behavior throughout construction and under subsequent live (truck) loading, 224 vibrating wire gauges were embedded in the 12 arches prior to concrete placement. Three‐dimensional finite element models of the arches were also developed to evaluate the structural response under different loading and boundary conditions. Relatively small bending moments were observed in the arches, and the response of the arch elements was generally governed by axial forces. This paper describes the bridge, the instrumentation, and the modeling effort, in addition to the short‐term response of the arches.

Seismic performance of a pre-cast concrete arch system

Lock Block Ltd of Vancouver, Canada produces pre-cast concrete products, including their name-sake retaining wall system which uses recycled materials. More recently they have adapted these products to create a system of easy to assemble dome and arch structures. This study aims to evaluate the behavior of these systems when subjected to seismic loading. A program of experimental shake-table testing was undertaken using a small scale arch models. For the tests, a suite of six earthquake records were chosen, including Tohoku 2011, Loma Prieta 1989 and Kobe 1995. The records were time scaled to increase the applied frequencies to the tested models; the accelerations were applied full-scale. For each model, they were tested with increasing intensity until failure occurred; this determined the failure level for each earthquake. For all the cases, the failure mode exhibited the typical four-hinge mechanism. The failure intensity varied with type of earthquake, with impulses being the dominant factor. The study also explored a method of reinforcing the arches, using a steel band over the structure to withstand the tension force, anchored at both ends of the arch. This method performed well to all applied earthquakes.

Trends and Development of Precast Concrete Closed Spandrel Arch Bridge Systems

Arch bridges which have existed since thousands years ago showed surprising durability. Due to the aesthetic value of arch bridges, it is widely used as crossing over valleys and rivers nowadays. Closed spandrel arch bridge is one type of arch bridges that has been developed using precast concrete technology since 1965. Currently, the available Precast Concrete Arch Bridge Systems are BEBO arch, Matiere arch, CON/SPAN arch, TechSpan arch, NUCON arch, Concrete-Filled FRP Tube arch, Flexi-Arch, Rivo CS-P Series arch and Pearl Chain arch. In this paper, development of the Precast Concrete Closed Spandrel Arch Bridge System is reviewed. The advantanges of precast closed spandrel arch bridge system will also be briefly presented. Comparisons in terms of arch sections, moulding, handling, transporting and installing among different Precast Concrete Closed Spandrel Arch Bridge Systems are also highlighted.

Construction stresses in the world’s first precast concrete network arch bridge

Construction stresses in the world’s first precast concrete network arch bridge

아치형 조립식 PC 탄약고 설계 및 방호성능 평가

본 연구는 수치해석과 폭발 실증시험을 통해 조립식 PC 아치 탄약고의 설계 및 시공도면을 제시하였다. 제안된 탄약고의 방호성능은 미군의 UFC 3-340-02와 한국군의 국방 군사시설 설계기준(탄약고 설계지침)에서 제시된 최대 회전각도로 판별하였다. 아치형 탄약고의 기초설계를 위해 곡면형태인 반원형과 오발형에 대하여 폭발하중에 대한 방호성능을 수치해석을 통해 살펴본 결과 오발형이 타원형에 비하여 지점회전각이 적어 전반적으로 방호성능이 뛰어남을 확일 할 수 있었다. 이를 통해 아치형 조립식 PC 탄약고의 설계안 및 시공도를 제안하였으며, TNT 133.75kg을 구조체 벽체로부터 00m 이격하여 폭발시켜 실제 시공된 탄약고에 대한 방호성능을 검증하였다. 결론적으로, 본 연구에서 제안된 탄약고는 충분한 방호 여유력을 확보하고 있는 것으로 확인할 수 있었다. 향후 이러한 방호 여유력을 고려하여 재료의 절감을 통한 보다 경제적인 탄약고 설계도 가능할 것으로 사료된다. This study suggests the design and assembly drawing of the prefabricated precast concrete arch ammo magazines using the numerical analysis as well as the explosion verification test. The protective capacity of the proposed magazines is identified with the maximum support rotation angles measured by explosion verification tests according to the U.S. Unified Facility Criteria 3-340-02. Using numerical analysis, it is examined that oval-type members are better than the semi-circle ones in terms of protective capacity. Based on this numerical results, the design and assemble drawing for the prefabricated precast concrete arch ammo magazine are developed. It is identified that the structure constructed by invented design and assembly drawing has enough protective capacity against blast pressure caused by 133.75kg TNT explosion. The detonation point cannot be open due to the military security. In sum, it could be concluded that the ammo magazine proposed in this study has reliable protective capacity with enough redundancy. The redundancy means that there are more economic design approach with reducing the curved wall thickness.

보강된 이음부가 적용된 조립식 프리캐스트 콘크리트 아치의 단면 강도 평가

선행연구에서 제안된 조립식 프리캐스트 콘크리트 아치의 구조성능이 실험적으로 평가되었다. 본 연구에서는 이에 대하여 재료 및 접촉 비선형을 고려한 유한요소해석을 수행하였으며, 실험결과와 비교하여 콘크리트 블록 간의 마찰계수를 결정하였다. 아치부재 단면의 강도를 평가하기 위해 탄성해석으로 단면력을 산정하여 이를 단면의 공칭강도와 비교하였다. 모든 실험체에서 평가된 최대 하중은 부재단면의 공칭강도를 상회하였으며, 실험과 유사한 결과를 보였다. 따라서 탄성해석과 단면의 극한강도모델에 의한 방법은 설계시 콘크리트 블록과 보강된 이음부로 구성된 조립식 프리캐스트 콘크리트 아치의 단면 강도를 효과적으로 평가할 수 있을 것으로 판단된다. In the previous study, the structural performance of proposed precast concrete arch with reinforced joint was evaluated by structural experiment. In this paper, finite element analysis considering both material and contact nonlinearity was carried out on the specimens of the previous study. Based on the result of analysis and experiment, friction coefficient between concrete blocks was determined. To evaluate the strength of sectional member, elastic analysis was carried out on the arch using linear elastic analysis program. The section force was compared with the nominal strength of arch section. It was concluded that the maximum load of all the specimens exceed the nominal strength of arch section. Those results of the strength evaluation were similar to the results of structural experiments. Therefore, it is concluded that the elastic analysis and ultimate strength model can effectively evaluate the strength for the proposed precast concrete arch composed of concrete blocks and reinforced joint in design.

Full-Scale Testing of Three-Sided Precast Concrete Arch Sections

The use of precast, three-sided arch culverts has become popular for new and replacement short-span bridges because of rapid construction time and minimal environmental impact on the waterway. The arching action in the top slab creates a horizontal thrust, and the surrounding fill enables lateral earth pressures to develop in the backfill based on this thrust. The lateral pressure behind the legs potentially permits the bridge to carry larger loads than it could without backfill confinement. This paper reports the results of three full-scale tests of three-sided culverts. The first test consists of a field test using an overload vehicle on a site with a newly constructed, 12.8-m clear-span, three-sided, precast arch bridge. The second specimen, an individual 6.1-m arch section, was tested in the laboratory for service-level loading in two configurations. One unrestrained configuration and one setup with steel sections simulating lateral restraint at two points along the wall were tested; additionally, the 6.1-m arch specimen was tested to failure without lateral restraint. The third specimen, an 11.0-m clear-span arch section, was tested to failure without any lateral restraint. The results of the three full-scale tests are presented and discussed. In addition, nonlinear models were calibrated with the experimental tests and then analyzed with the factored design loads to determine whether the demand, including nonlinear effects within the section, exceeded the arch section capacity.

Structural Performance of Precast Concrete Arch with Reinforced Joint

내구성과 미관성이 우수한 석조 아치교량은 단경간 교량으로서 가장 오래되고 경험적으로 시공되었던 구조물로서 유럽에서는 지금까지도 현장에 시공되고 있으며, 이에 대한 활발한 연구가 진행되고 있다. 그러나 국내에서는 시공법의 비효율성과 비경제성으로 인해 교량 목적으로 시공되는 경우는 거의 없는 상태이다. 따라서 본 연구에서는 기존 연구자들이 제안한 시스템에서 구조성능의 향상이 가능한 보강된 이음부의 접합방법을 제안하였다. 제안된 이음부는 횡방향 루프이음과 종방향 보강근을 적용한 형식으로 프리캐스트 콘크리트 블록으로 이루어진 아치에 적용하여 실험을 통해서 구조적 성능을 평가하였다. 실험결과, 보강된 이음부는 소량의 보강근으로도 블록 상호 간의 상대변위와 힌지거동을 억제시켜 기존의 형식보다 충분한 내력을 향상시킬 수 있을 것으로 판단된다. The masonry stone arch bridge, due to its superior durability and aesthetics, has been one of the oldest and popular types of short span bridges. In Europe, this type of bridges have been continuously constructed, and numerous related researches have been conducted until recently. However, there are few construction cases in Korea since the economic efficiency and the construction effectiveness is not contentable. Therefore, this study proposed the reinforced joint to improve structural performance of the conventional arch systems which is proposed by previous researchers. The structural performance of the proposed reinforced joint, which consists of the transverse loop joint and the longitudinal reinforcement, is validated by experimental test of an arch bridge which is constructed using precast concrete segments. Based on this results of the experimental test, it is concluded that the strength of arch bridges can be enhanced by applying the proposed reinforced joints since the reinforced joint restrains hinge behavior and relative displacement between segments with a little reinforcement.

Full-Scale Test on Precast Concrete Arch Bridge with Reinforced Joint and Backfill

본 연구에서는 기존 연구자들이 제안한 석조형식의 아치시스템에서 보강된 이음부와 뒤채움이 고려된 아치교량의 실물모형에 대한 재하실험을 수행하였다. 실물모형교량의 실험체는 10 m (경간) <TEX>${\times}$</TEX> 3 m (높이)과 10 m (경간) <TEX>${\times}$</TEX>2 m(높이)이며, 실험체 폭은 2 m로 동일하게 하였다. 예비해석결과로부터 구조적으로 가장 취약한 하중위치는 경간의 1/3로 나타났고 그 결과를 토대로 구조실험시 하중재하위치, 측정 항목 및 위치를 결정하였다. 실험결과, 최대 내력은 높이/경간 비가 상대적으로 작은 실험체 <TEX>$10m{\times}2m$</TEX>가 실험체 <TEX>$10m{\times}3m$</TEX>보다 크게 나타났다. 실험체 모두 설계하중에 대하여 충분한 구조적 성능을 확보하는 것으로 평가되었다. In this paper, the load test of full-scale precast concrete arch bridges considering reinforced joint and backfill was conducted. It is an improved method that the reinforced joint enhanced the structural performance of conventional masonry arch system which was proposed by previous researchers. The models of full-scale test are <TEX>$10m(span){\times}3m$</TEX> (rise) and <TEX>$10m(span){\times}2m$</TEX> (rise), which are 2 meters in width. The critical load position was shown at a third-span from the results of the pre-analysis. Based on the this results, the positions of load, measuring items and points were determined in experiments. As a result, the maximum load capacity of the specimen <TEX>$10m{\times}2m$</TEX>, a relatively small rise to span ratio (compared to the specimen <TEX>$10m{\times}3m$</TEX>), was higher than the specimen <TEX>$10m{\times}3m$</TEX>. It was evaluated that all the specimens have sufficient structural performance on the design load.

Horizontal Loading Effects of Fresh Concrete on Precast Arches

This paper investigates the horizontal effect of fresh concrete on precast arches. A number of different models of horizontal pressure of fresh concrete are considered in this regard. The effects of fresh concrete on a precast arch are represented as a ratio of maximum normal stress from horizontal action of fresh concrete to the normal stress induced by the self-weight of the precast concrete arch. A parameter study on a number of geometric and operational variables was carried out. The implications of this horizontal loading from fresh concrete are discussed within the context of the potential financial effects.