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METHOD FOR MODULATION OF BENDING MOMENT ALONG INFLUENCE LINES OF PRE-STRESSED STEEL-CONCRETE COMPOSITE BRIDGE
METHOD FOR MODULATION OF BENDING MOMENT ALONG INFLUENCE LINES OF PRE-STRESSED STEEL-CONCRETE COMPOSITE BRIDGE
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机译：预应力钢-混凝土组合桥沿弯矩弯矩的调制方法
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摘要
Disclosed is a method for manufacturing a pre-stressed steel-concrete composite bridge, comprising: erecting piers and a steel girder (1) mounted on the piers, the piers serving as the fulcra (A, B, C, D) of the steel girder (1); calculating the most detrimental live load position and the size of the live load at this position according to the negative bending moment influence line of the fulcra; pouring positive bending moment region concrete (4) at the positive bending moment region of the steel girder (1), and leaving a negative bending moment region (7) on the steel girder (1); arranging a pre-compression counterweight (5) on the positive bending moment region concrete (4), the position and size of the pre-compression counterweight (5) being the same as the most detrimentally positioned live load; pouring negative bending moment region concrete at the negative bending moment region (7), the negative bending moment region concrete being steel fibre expanded concrete (6); and removing the pre-compression counterweight (5) after waiting for the negative bending moment region concrete to cure to strength. A connector (2) on the top face of the steel girder (1) comprises a rigid composite connector, a flexible composite connector or non-composite connector, and an elastic composite connector, wherein the steel girder assembly at the positive bending moment region of the steel girder (1) is mounted using the rigid composite connector, the steel girder assembly at the negative bending moment region (7) is mounted using the flexible composite connector or the non-composite connector, and the elastic composite connector is used in the junction zone of the steel girder assembly located in the positive bending moment region and the steel girder assembly located in the negative bending moment region (7). The method accurately and quantitively arranges a pre-compression counterweight (5) on the positive bending moment region concrete (4) according to the negative bending moment influence line of the fulcra based on the most detrimental position and size of the live load, thus a positive bending moment acts on the fulcra (A, B, C, D) and compressive stress acts on the concrete on the steel girder (1), achieving the goal of giving the bridge a pre-load fully able to cancel out a live load.
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