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15 February 2014, Volume 33 Issue 1 Previous Issue    Next Issue

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Robustness Design of Bridges Collapse Resistance Chen Baochun , Huang Jizhuo , Yu Yingen 2014, 33(1): 1-7.  DOI: 10.3969/j.issn.1674-0696.2014.01.01 Abstract ( )   PDF (601KB) ( )   The artificial causes of bridge failures were analyzed considering designers' cognitive levels and responsibilities. Through analyzing the existing bridge accidents , a series of design suggestions were presented in tenns of structural systems and construction measures to improve the collapse-resistant capacity and the structural robustness of bridges. The proposed suggestions are practical for improving the capability to resist bridge collapse and strengthening the structural safety awareness of designer. References | Related Articles | Metrics

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Numerical Simulation and Experimental Study for Vibration of Simple Cable Network with Shape Memory Alloy Cross-Tie Zhou Haijun , Chen Chaojun , Yang Xia , Lin Beichun 2014, 33(1): 8-11.  DOI: 10.3969/j.issn.1674-0696.2014.01.02 Abstract ( )   PDF (268KB) ( )   The simple cable netwo1'k model with a shape memory alloy (SMA) cross-tie was established by Finite Element Method (FEM). And the model was composed of two parallel cables and a SMA cross-tie. The modal damping ratio was calculated from the simulated free vib1'ation time curves of the simplified cable network and the vibration of the cable network was analyzed. The different damping effects between SMA cross> tie and common steel cross-tie were studied. The results show that the damping effect of SMA cross-tie is betle1' than common steel cross-tie. It is found that the numerical simulation results are in good acco1'dance with the modal test results. References | Related Articles | Metrics

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Bonding Performance of Expansion Joints Interface for Continuous Bridge Tang Gu' nan , Li Lihan 2014, 33(1): 12-16.  DOI: 10.3969/j.issn.1674-0696.2014.01.03 Abstract ( )   PDF (448KB) ( )   The mechanical characteristic of continuous bridge expansion joints interface under traffic loads and temperature contraction were studied by finite element analysis and the causes for de-bonding of continuous bridge expansion joints interface were discussed. The influences of joint material modulus , pavement thickness , width and the interfacial contact conditions on the interfacial bonding performance were then analyzed. The results shows that when the temperature contraction deformation is relative large , the tensile stress caused by temperature contraction has greater influence on the interfacial bonding performance than the shear stress caused by traffic loads; when the temperature contraction defo口nation is relative small , the tensile stress has less influence on the interfacial bonding performance than the shear stress does. It is concluded that increasing the joint material modulus and width , reducing the pavement thickness and coefficients of interfacial friction are provided to improve the bonding performance of expansion joints interface References | Related Articles | Metrics

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Critical Load of Combined Pier for Continuous Rigid Frame Bridge Zhou Shuixingl , Man Zelian ,Zhou Guangqiang , Li Yinbin 2014, 33(1): 17-20.  DOI: 10.3969/j.issn.1674-0696.2014.01.04 Abstract ( )   PDF (354KB) ( )   According to Rayleigh-Ritz method in the theory of elastic stability , the formula for the out-of-plane instability criticalload during cantilever construction stage was derived for the combination of f1exible twin thin-wall piers and singlepier in continuous rigid frame bridge. A case study was presented to discuss the impacts of cutoff position in f1exible twin piers and single-pier on the critical load and buckling mode. The formula relating the elastic stability coe征icient for combined pier including its self-weight was then introduced. And the recommended value for the cutoff position between double thin-wall piers and single-pier was also provided. References | Related Articles | Metrics

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Control Method of Stress-Free Status in Transition Process of Structural System for Self-Anchored Suspension Bridge Niu Denghui , Zhou Zhixiang , Wu Haijun , Wang Shaomi 2014, 33(1): 21-24.  DOI: 10.3969/j.issn.1674-0696.2014.01.05 Abstract ( )   PDF (307KB) ( )   In order to determine the tension and tensioning procedure in the transition process for self-anchored suspension bridge , a calculation method for the hanger tensile force in this process was proposed. It is the cooling method of adjusting the hanger stress-free length. Since there are some disadvantages in the regressive analysis method and traditional unstressed state control method , the cooling method of adjusting hanger stress-free length was presented based on traditional unstressed state control method. It is simple and has a high accuracy in the calculation of the hanger tensile force for self-anchored suspension bridge References | Related Articles | Metrics

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Wavelet Analysis on Vibrational Frequency Band Energy of Beam Bridge under Near Blasting Liu Dayang , Huang Fuwei , Liu Yiuling , Liu Bo , Xia Chao 2014, 33(1): 25-27.  DOI: 10.3969/j.issn.1674-0696.2014.01.06 Abstract ( )   PDF (311KB) ( )   Near blasting cause the vibration of continuous beam bridge. The inf1uence of explosion vibration on the bridge was evaluated which was helpful for the anti-explosion design of bridge. The vibration original signal was decomposed and reconstructed by the db8 wavelet basis based on the wavelet transform method. And the energy distribution of blasting vibration in each band was calculated. Based on the blast monitoring project under construction for South Branch Approach Bridge of Xia-Zhang Sea-Crossing Bridge , the space dynamic model of bridge was established and the modal was also analyzed to calculate the Hjh natural frequency. Signals related total 23 blasting were all processed by wavelet analysis. The results show that the main shock frequency band of the blasting vibration signal is in 15. 625 -62. 5 Hz , and the energy proportion in the first 9th natural vibration frequency band of the bridge is less than 5% of the overall energy. References | Related Articles | Metrics

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Optimal Thickness of Reinforcement Layer for Stone Arch Bridge Using Optimization Method Tang Shijiao , Zhou Jianting , Sun Yisheng , Fan Ganlu , Zhong Heng 2014, 33(1): 28-30.  DOI: 10.3969/j.issn.1674-0696.2014.01.07 Abstract ( )   PDF (307KB) ( )   The optimal thickness selection of reinforcement layer for section enlargement method in stone arch bridge was discussed by using optimization method. Considering the coordination deformation characteristics of reinforcement layer and the main structure , the optimal thickness of reinforcement layer was determined by optimization method. According to the method , the optimal thicknesses of reinforcement layer for different bridge span were also provided. And the function of reinforcement layer thickness and arch bridge span was estab!ished by statistical principle. This method can determine the optimal reinforcement layer thickness quickly and accurately. It is helpful for the trial and checking of section enlargement method in stone arch bridge reinforcement. References | Related Articles | Metrics

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Nonlinear FE Modeling and Parametric Analysis on Flexural Strengthened Hollowed Core Slab with FＲP Chen Zhijun，Cao Hongyou，Nie Lili，Zhu Hongping 2014, 33(1): 31-35.  DOI: 10.3969 /j.issn.1674-0696.2014.01.08 Abstract ( )   PDF (473KB) ( )   In the analysis of the flexural strengthened hollowed core slab with Fiber Ｒeinforced Polymer ( FRP) ，with the nonlinear of the concrete and steel constitutive model，the bearing-capacity of strengthened structure was simulated by using nonlinear finite element analysis based on the behaviors of the bonded interface between FRP and concrete． The results indicate that the bearing-capacity and ductility of the strengthened beam have a substantial increase and the simulation results are obvious larger than these calculated by the current specifications． And four factors，including the strength of the concrete， axial stiffness of the FＲP，the usage of the FRP and secondary load，were used to investigate the strengthening effect of FRP． It shows that the concrete strength and axial stiffness of the FRP has a great influence on the strengthening effect． The usage of the FRP has an optimal value，and when the FRP usage exceeds this optimal value，the mechanical performance of the structure has no obvious improvement after strengthening． When the main damage form of the structure are the rebar yield and concrete crush，the secondary force has large influence on the strain of the rebar and FRP，but smaller influence on the ultimate load-bearing capacity of the overall structure． References | Related Articles | Metrics

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Inf1uence of Metro Shield Tunnel Construction on Ground Disturbance Fang Yong , Yang Bin , Yang Zhihao , Fu Yapeng 2014, 33(1): 36-41.  DOI: 10.3969/j.issn.1674-0696.2014.01.09 Abstract ( )   PDF (417KB) ( )   Construction of shield tunnel will inevitably disturb the sUITounding ground. Construction parameters of shield tunnel were important factors which induced the ground disturbance. These parameters included support pressure in the face , 0- ver excavation of shield machine , grouting pressure and time in the tail etc. By the numerical simulation of the shield tunnel driving process , the influence of shield tunnel construction parameters on ground surface settlement and the load of the tunnel and segment intemal force were studied. Results indicate that support pressure in the excavation section is the main factor that affects the ground movement ahead of shield machine. Over excavation , grouting pressure and time in the tail have great influence on the ground movement , the extemal loading and the intemal force distribution of the tunnel and segment lining structure. The results also show that when the construction parameters are controlled in a reasonable range , the disturbance induced by shield tunnel construction , ground settlement and segment intemal force can be effectively decreased. References | Related Articles | Metrics

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Location Design Using Extension Decision Method Zhou Yiliang , Yao Lingkan , Tang Chao 2014, 33(1): 42-46.  DOI: 10.3969/j.issn.1674-0696.2014.01.10 Abstract ( )   PDF (406KB) ( )   Scheme comparison is widely used in the optimallocation design and optimal scheme is the core of successful design. But it is just hased on designer' s experience at present. Extenics is the extensive possibility of things and the rules and it is the method of exploitation and innovation with formalized model. This paper introduced the concept of matter-element and summarized the framework of extenics to resolve contradictory problems , and provided the principle of each method. Two case studies were performed to discuss the specific application and formal description of extenics in resolving the incompatible and opposite problems. The cases were related to the schedule control for the long tunnel along valley hy composition chain method and the environment protection for line passing through forest by transforming bridge method. According to the process of railway location design , the recommended extenics methods for different phases were then presented. References | Related Articles | Metrics

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Dynamic Response of Semi-Rigid Base Asphalt Pavement Huang Bing , Zhou Zherlgfeng , Jia Hongcai, Li Baoxian 2014, 33(1): 47-51.  DOI: 10.3969/j.issn.1674-0696.2014.01.11 Abstract ( )   PDF (428KB) ( )   Based on finite element software ABAQUS , 3D finite element model was established to analyze the dynamic response of the typical semi-rigid base asphalt pavement. The influences of pavement material damping , the dynamic load parameters and the contact condition between layers on the dynamic response were also analyzed in detail. The results indicate 出at the mechanical response of asphalt pavement under dynamic load appears to be vibrating and attenuating with time , and it is not significantly affected by the material damping. The surface deflection decreases apparently , and the bending stress at the bottom of base layer and subbase layer increases slightly with the load period shortening. The peak values of the dynamic response variables and the axle load ampl山de almost increase linearly with the increase ofaxle load weight. The peak value of the surface deflection increases linearly with the increase of the number of vehicle axles , and the bending stress at the bottom of base layer and subbase layer induced by triple axles is greatest , followed by single axle , double axles. The surface deflection and bending stress at the bottom of base layer are obviously affected by the contact condition between base layer and surface layer or subbase layer , and the bending stress at the bottom of subbase layer is significantly affected by the contact condition between base layer and surface layer. References | Related Articles | Metrics

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