• Structural Engineering and Mechanics
• /
• 제80권6호
• /
• pp.749-765
• /
• 2021

Suspension bridges bear large eccentric live loads in rush hours when most vehicles travel in one direction on the left or right side of the bridge. With the increasing number and weight of vehicles and the girder widening, the eccentric live load effect on the bridge behavior, including bending and distortion of the main girder, gets more pronounced, even jeopardizing bridge safety. This study proposes an analytical algorithm based on multi-catenary theory for predicting the suspension bridge responses to eccentric live load via the nonlinear generalized reduced gradient method. A set of governing equations is derived to solve the following unknown values: the girder rigid-body displacement in the longitudinal direction; the horizontal projection lengths of main cable's segments; the parameters of catenary equations and horizontal forces of the side span cable segments and the leftmost segments of middle span cables; the suspender tensions and the bearing reactions. Then girder's responses, including rigid-body displacement in the longitudinal direction, deflections, and torsion angles; suspenders' responses, including the suspender tensions and the hanging point displacements; main cables' responses, including the horizontal forces of each segment; and the longitudinal displacement of the pylons' tower top under eccentric load can be calculated. The response of an exemplar suspension bridge with three spans of 168, 548, and 168 m is calculated by the proposed analytical method and the finite element method in two eccentric live load cases, and their results prove the former's feasibility. The nonuniform distribution of the live load in the lateral direction is shown to impose a greater threat to suspension bridge safety than that in the longitudinal direction, while some other specific features revealed by the proposed method are discussed in detail.

• Structural Engineering and Mechanics
• /
• 제82권1호
• /
• pp.1-16
• /
• 2022

This work elaborately investigates the influences of the guideway geometry parameters and track irregularity on the dynamic performances of the suspended monorail vehicle-guideway system (SMVGS). Firstly, a spatial dynamic analysis model of the SMVGS is established by adopting ANSYS parameter design language. Then, the dynamic interaction between a vehicle with maximum design load and guideway is investigated by numerical simulation and field tests, revealing the vehicle-guideway dynamic features. Subsequently, the influences of the guideway geometry parameters and track irregularity on the dynamic performances of the SMVGS are analyzed and discussed in detail, and the reasonable ranges of several key geometry parameters of the guideway are also obtained. Results show that the vehicle-guideway dynamic responses change nonlinearly with an increase of the guideway span, and especially the guideway dynamic performances can be effectively improved by reducing the guideway span; based on a comprehensive consideration of all performance indices of the SMVGS, the deflection-span ratio of the suspended monorail guideway is finally recommended to be 1/1054~1/868. The train load could cause a large bending deformation of the pier, which would intensify the car-body lateral displacement and decrease the vehicle riding comfort; to well limit the bending deformation of the pier, its cross-section dimension is suggested to be more than 0.8 m×0.8 m. The addition of the track irregularity amplitude has small influences on the displacements and stress of the guideway; however, it would significantly increase the vehicle-guideway vibrations and rate of load reduction of the driving tyre.

• Steel and Composite Structures
• /
• 제43권2호
• /
• pp.165-183
• /
• 2022

Most transportation departments have recognized and developed procedures to address the ever-increasing weights of trucks traveling on bridges in a service today. Transportation agencies also recognize the issues with overheight vehicles' collisions with bridges, but few stakeholders have definitive countermeasures. Bridges are becoming more vulnerable to collisions from overheight vehicles. The exact response under lateral impact force is difficult to predict. In this paper, nonlinear impact analysis shows that the degree of deformation recorded through the modeling of the unprotected vehicle-girder model provides realistic results compared to the observation from the US-61 bridge overheight vehicle impact. The predicted displacements are 0.229 m, 0.161 m, and 0.271 m in the girder bottom flange (lateral), bottom flange (vertical), and web (lateral) deformations, respectively, due to a truck traveling at 112.65 km/h. With such large deformations, the integrity of an impacted bridge becomes jeopardized, which in most cases requires closing the bridge for safety reasons and a need for rehabilitation. We proposed different sacrificial cushion systems to dissipate the energy of an overheight vehicle impact. The goal was to design and tune a suitable energy absorbing system that can protect the bridge and possibly reduce stresses in the overheight vehicle, minimizing the consequences of an impact. A material representing a Sorbothane high impact rubber was chosen and modeled in ANSYS. Out of three sacrificial schemes, a sandwich system is the best in protecting both the bridge and the overheight vehicle. The mitigation system reduced the lateral deflection in the bottom flange by 89%. The system decreased the stresses in the bridge girder and the top portion of the vehicle by 82% and 25%, respectively. The results reveal the capability of the proposed sacrificial system as an effective mitigation system.

• 대한용접접합학회:학술대회논문집
• /
• 대한용접접합학회 2002년도 Proceedings of the International Welding/Joining Conference-Korea
• /
• pp.127-132
• /
• 2002

Recent deepwater offshore structures in Gulf of Mexico utilize butt welded tubular joints. Application of welded tubular joint includes tendons, production risers, and steel catenary risers. Fatigue life assessment of these joints becomes more critical because the structures to which they are attached are allowed to undergo cyclic and sometimes large displacements around an anchored position. Estimating the fatigue behavior of these tubular members in the design stage is generally conducted by using S-N curves specified in the codes and standards. Applying the stress concentration factor of the welded structure to S-N approach often results in very conservative assessment because the stress field acting on the tubular has a non-uniform distribution through the thickness. Fracture mechanics and fitness for service (FFS) technology have been applied in the design of the catenary risers. This technology enables the engineer to establish proper requirements on weld quality and inspection acceptance criteria to assure satisfactory structural integrity during its design life. It also provides guidance on proper design curves to be used and a methodology for accounting for the effects of non-uniform stress distribution through the wall thickness. An attempt was made to develop set of S-N curves based on fracture mechanics approach by considering non-uniform stress distribution and a threshold stress intensity factor. Series of S-N curves generated from this approach were compared to the existing S-N curves. For flat plate butt joint, the S-N curve generated from fracture mechanics matches with the IIW class 100 curve when initial crack depth was 0.5 mm (0.02"). Similar comparison with API X′ was made for tubular joint.. These initial crack depths are larger than the limits of inspection by current Non-destructive examination (NDE) means, such as Automatic Ultrasonic Inspection (AUT). Thus a safe approach can be taken by specifying acceptance criteria that are close to limits of sizing capability of the selected NDE method. The comparison illustrates conservatism built into the S-N design curve.

• Earthquakes and Structures
• /
• 제23권3호
• /
• pp.271-282
• /
• 2022

Seismic resisting self-centering bridge piers with high energy dissipation and negligible residual displacement after an earthquake event are focus topics of current structural engineering. The energy dissipation components of typical bridge piers are often relatively single; and exhibit a certain level of damage under earthquakes, leading to large residual displacements and low cumulative energy dissipation. In this paper, a novel socket self-centering bridge pier with a hybrid energy dissipation system is proposed. The seismic resilience of bridge piers can be improved through the rational design of annular grooves and rubber cushions. The seismic response was evaluated through the finite element method. The effects of rubber cushion thickness, annular groove depth, axial compression ratio, and lateral strength contribution ratio of rubber cushion on the seismic behavior of bridge piers are systematically studied. The results show that the annular groove depth has the greatest influence on the seismic performance of the bridge pier. Especially, the lateral strength contribution ratio of the rubber cushion mainly depends on the depth of the annular groove. The axial compression ratio has a significant effect on the ultimate bearing capacity. Finally, the seismic design method is proposed according to the influence of the above research parameters on the seismic performance of bridge piers, and the method is validated by an example. It is suggested that the range of lateral strength contribution ratio of rubber cushion is 0.028 ~ 0.053.

• Smart Structures and Systems
• /
• 제30권5호
• /
• pp.479-500
• /
• 2022

In this study, a new type of isolation bearing is proposed by combining S-shaped steel plate dampers (SSDs) with a spherical steel bearing, and the seismic control effect of a five-span standard high-speed railway bridge is investigated. The advantages of the proposed S-shaped steel damping friction bearing (SSDFB) are that it cannot only lengthen the structural periods, dissipate the seismic energy, but also prevent bridge unseating due to the restraint effectiveness of SSDs in the large relative displacements between the girders and piers. This study first presents a detailed description and working principle of the SSDFB. Then, mechanical modeling of the SSDFB was derived to fundamentally define its cyclic behavior and obtain key mechanical parameters. The numerical model of the SSDFB's critical component SSD was verified by comparing it with the experimental results. After that, parameter studies of the dimensions and number of SSDs, the friction coefficient, and the gap length of the SSDFBs were conducted. Finally, the longitudinal seismic responses of the bridge with SSDFBs were compared with the bridge with spherical bearing and spherical bearing with strengthened shear keys. The results showed that the SSDFB can not only significantly mitigate the shear force responses and residual displacement in bridge substructures but also can effectively reduce girder displacement and prevent bridge unseating, at a cost of inelastic deformation of the SSDs, which is easy to replace. In conclusion, the SSDFB is expected to be a cost-effective option with both multi-stage energy dissipation and restraint capacity, making it particularly suitable for seismic isolation application to high-speed railway bridges.

• Steel and Composite Structures
• /
• 제51권4호
• /
• pp.351-361
• /
• 2024

Accurate measurement of K_IC values for gas pipeline steels is important for assessing pipe safety using failure assessment diagrams. As direct measurement of K_IC was impossible for the API X70 pipeline steel, multi-specimen fracture tests were conducted to measure J_IC using three-point bend geometry. The J values were calculated from load-displacement (F-δ) plots, and the associated crack extensions were measured from the fracture surface of test specimens. Valid data points were found for the constructed J-Δa plot resulting in J_IC=356kN/m. More data points were added analytically to the J-Δa plot to increase the number of data points without performing additional experiments for different J-Δa zones where test data was unavailable. Consequently, displacement (δ) and crack-growth (Δa) from multi-specimen tests (with small displacements) were used simultaneously, resulting in the variation of Δa-δ (crack growth law) and δ-Δa obtained for this steel. For new Δa values, corresponding δ values were first calculated from δ-Δa. Then, corresponding J values for the obtained δ values were calculated from the area under the F-δ record of a full-fractured specimen (with large displacement). Given Δa and J values for new data points, the developed J-Δa plot with extra data points yielded a satisfactory estimation of J_IC=345kN/m with only a -3.1% error. This is promising and showed that the developed technique could ease the estimation of J_IC significantly and reduce the time and cost of expensive extra fracture toughness tests.

• 한국구조물진단유지관리공학회 논문집
• /
• 제13권3호통권55호
• /
• pp.209-216
• /
• 2009

비내진상세 골조는 낮은 횡저항성을 가지고 있어 큰 변형을 경험하게 되는 반면, 벽체는 높은 강성으로 인해 낮은 변형에서도 전단에 의해 파괴된다. 따라서 이러한 골조와 벽체가 동시에 거동할 경우 발생하는 거동 특성은 개개 부재에서의 거동특성과 매우 다르게 된다. 본 연구에서는 끼움벽에 노치를 둘 경우 내진거동특성을 평가하고자 배근상세를 변수로 하였다. 이 때 노치로 인해 벽체 중앙부에 손상이 집중되는 것을 방지하기 위하여 변형경화형 시멘트 복합체(SHCC)를 사용하였다. 실험결과, SHCC 끼움벽은 다수의 미세균열을 형성하였으나, 대각보강근을 갖는 PIW-ND 실험체가 PIW-NC 실험체에 비해 낮은 변형능력, 강성 및 에너지소산능력을 보였다.

• 한국재난관리표준학회지
• /
• 제3권2호
• /
• pp.57-64
• /
• 2010

본 연구는 신설 터널 발파 시 기존 터널 거동 및 시설물 안전에 관한 연구로서 설계 당시에는 신설 터널의 안전성에 초점을 맞추다 보니 기존 터널 내부에 설치되어 있는 제연 팬 등과 같이 시설물의 안전성을 확보하기 위한 세부적인 설계에 있어서 다소 미흡한 면이 있었다. 기존 터널의 최근 10년간 교통사고 유형을 분석한 결과 주행 중인 차량 간 긴급 상황 및 상호 장애요소 발생 시 미처 대처하지 못해 발생하는 사고가 대부분인 것을 알 수 있었다. 이런 점을 감안하여 신설 터널 시점 부 및 본선 구간 발파 시 장약량을 최소화하였고 피난연결통로 굴착은 대구경 심빼기 발파공법으로 변경 시공하여 진동을 최소화함으로써 기존 터널 내부의 시설물 안전성을 확보하였다. 정량적 분석 방법으로서는 각종 계측기를 설치하여 신설 터널 주변 민가, 기존 터널 내부 및 제연 팬 주위에 설치하여 실시간 변위를 파악하여 교통류 차단 없이 정상 흐름을 확보하였다. 향후 대도심지에 위치하면서 기존 터널과 인접한 터널 설계 시 터널 내부 시설물 안전성 확보를 위해 발파 장약량, 발파공법 및 계측방법의 개선 방안을 제시하였다.

• 콘크리트학회논문집
• /
• 제20권4호
• /
• pp.451-458
• /
• 2008

근단층지반운동 (near fault ground motion, NFGM)은 일반적으로 진앙거리가 약 10 km 이내인 지역에서 관측되는 장주기 성분의 펄스 형태를 갖는 지반운동으로서 단층의 파열 진행 방향이 전단파의 진행방향과 일치한다. 이들 두 파가 유사한 속도를 갖을 경우 서로 간섭을 일으키어 펄스 형태의 속도파를 발생시키며 단층에 수직한 방향의 속도성분에서 큰 펄스가 발생한다. 강진 지역에서는 NFGM에 대하여 많은 연구가 수행되었으나 우리나라와 같은 중저진 지역에서는 매우 미흡한 실정이다. 최근 국내에서도 NFGM에 대한 모델링을 제시되었다. 따라서 이들이 발생할 경우의 피해에 대해 많은 관심이 고조되고 있다. 최근까지 국내에서 수행된 RC 교각에 대한 내진 실험은 축소 모형의 경우 국내에 있는 진동대 용량의 한계 및 지진에 의한 교각 상부 구조물의 가속력 구현 방법의 어려움 등으로 수행하기 힘든 여건이 있었다. 그리고 주로 원역지진지반가속도 (far fault ground motion, 이후 FFGM)를 모형화한 준정적 (Quasi-static) 혹은 유사동적 (Pseudo-dynamic) 실험으로 이루어져 왔다. 그 결과 RC교각은 내진성능을 위하여 충분한 연성도를 확보하고 있어야 하는데 소성힌지영역 내에 주철근의 겹침이음이 있게 되면 겹침이음부의 조기파괴가 발생하게 되어 세계 각국의 내진설계규정은 교각의 소성힌지구간에서 주철근겹침이음을 금지하고 있다. 따라서, 이 연구는 주철근의 겹침이음을 시험변수로 가진 RC 교각의 내진성능을 근단층지반운동에 대해서 평가하기 위해서 축소모형을 제작하고 진동대 실험을 수행하였다.