A Scheme And FEA Of Fabricated Bridge Beam With External Prestressing And Integral Casting-in-place Deck

Urban bridge construction takes a long period has brought traffic congestion and environmental pollution as still used backward technology in china. It has become a major problem to restrict economic and social development. To accelerate the urban bridge construction, ease traffic congestion and reduce environmental pollution, a scheme of fabricated bridge with external prestressing and integral casting-in-place deck was presented in this paper. The bridge has the following advantages:(1) Its components with smaller section and lighter weight can be producted in the small or medium precast factory. (2) As the integral casting-in-place deck was used in the bridge, the performance of the bridge will be improved. (3) The erection of the bridge with external prestressing is simpler. The bridge has a good marketing value.The contents are summarized as follows:(1) According to the current bridge design codes, bridge components are designed in construction and use phase. (2) According to the current bridge design codes, the bridge beam is designed in construction phase and use phase. (3) It will build solid model of the bridge with ANSYS software and extract results, then compare with the results of design calculations. (4) It will extract stress of bridge components with ANSYS software and know the force status of the bridge to provide the reference for bridge design.The main results are as follows:(1)Design calculations of the bridge components and beam in construction and use phase can meet the current bridge design codes. And the results of ANSYS are consistent with the design calculations. (2) The maximum "x" compressive stress of the anchorage area in beam end of frame 1 and 3 exceeds the design value of concrete compressive strength in construction and use phase. (3) The "x" tensile stress of intersection between the top surface and web of slot board 1 exceeds the design value of concrete tensile strength in use phase. (4) The maximum "x" tensile stress of the anchorage area in beam end of frame 5 exceeds the design value of concrete tensile strength in use phase. The maximum "z" compressive stress of the anchorage area exceeds the design value of concrete compressive strength.Through research the following conclusions can be obtained:(1) The design scheme based on the current bridge design codes is reasonable and feasible. (2) The design of the anchorage area in beam end of frame land 3 should be enhanced when it is designed. (3) The pouring layer at the web of slot board 1 should be enhanced in transverse direction when it is designed. (4) The anchorage area in beam end of frame 5 should be enhanced in transverse and longitudinal direction when it is designed.