桥梁建设
橋樑建設
교량건설
BRIDGE CONSTRUCTION
2015年
3期
115-119
,共5页
刚构桥%预应力混凝土结构%预应力张拉%底板崩裂%有限元法%应力分析%损伤评估
剛構橋%預應力混凝土結構%預應力張拉%底闆崩裂%有限元法%應力分析%損傷評估
강구교%예응력혼응토결구%예응력장랍%저판붕렬%유한원법%응력분석%손상평고
rigid-frame bridge%prestressed concrete structure%prestress tensioning%bursting crack in bottom slab%finite element method%stress analysis%damage assessment
为评估某大跨径预应力混凝土连续刚构桥[跨度为（96＋132＋96） m ]底板崩裂后（崩裂长度最长为26．0 m ，崩裂厚度最大达30 cm ）的结构损伤程度，确定合理的处理方案，采用M I‐DAS Civil 2010建立全桥有限元模型，分析了桥梁各种损伤量化参数，建立了损伤模型，对损伤前、后主梁的顶、底板应力进行计算分析。结果表明，在主力＋附加力作用下，损伤后主梁底板出现拉应力（0．25 M Pa ），桥梁损伤较为严重，不能满足《铁路桥涵钢筋混凝土和预应力混凝土结构设计规范》的设计要求。建议后续不仅要对崩裂底板进行修复，而且要对桥梁进行全面的加固改造（如设置体外预应力，增加顶板厚度等），以提高其整体刚度和承载力，保证桥梁结构后续运营的安全。
為評估某大跨徑預應力混凝土連續剛構橋[跨度為（96＋132＋96） m ]底闆崩裂後（崩裂長度最長為26．0 m ，崩裂厚度最大達30 cm ）的結構損傷程度，確定閤理的處理方案，採用M I‐DAS Civil 2010建立全橋有限元模型，分析瞭橋樑各種損傷量化參數，建立瞭損傷模型，對損傷前、後主樑的頂、底闆應力進行計算分析。結果錶明，在主力＋附加力作用下，損傷後主樑底闆齣現拉應力（0．25 M Pa ），橋樑損傷較為嚴重，不能滿足《鐵路橋涵鋼觔混凝土和預應力混凝土結構設計規範》的設計要求。建議後續不僅要對崩裂底闆進行脩複，而且要對橋樑進行全麵的加固改造（如設置體外預應力，增加頂闆厚度等），以提高其整體剛度和承載力，保證橋樑結構後續運營的安全。
위평고모대과경예응력혼응토련속강구교[과도위（96＋132＋96） m ]저판붕렬후（붕렬장도최장위26．0 m ，붕렬후도최대체30 cm ）적결구손상정도，학정합리적처리방안，채용M I‐DAS Civil 2010건립전교유한원모형，분석료교량각충손상양화삼수，건립료손상모형，대손상전、후주량적정、저판응력진행계산분석。결과표명，재주력＋부가력작용하，손상후주량저판출현랍응력（0．25 M Pa ），교량손상교위엄중，불능만족《철로교함강근혼응토화예응력혼응토결구설계규범》적설계요구。건의후속불부요대붕렬저판진행수복，이차요대교량진행전면적가고개조（여설치체외예응력，증가정판후도등），이제고기정체강도화승재력，보증교량결구후속운영적안전。
To assess the structural damage degree of a long span prestressed concrete continu‐ous rigid‐frame bridge with span arrangement (96 m+132 m+96 m) with bursting cracks in its bottom slab (the maximum bursting crack length and depth respectively being 26 .0 m and 30 cm) and to determine the rational scheme for handling the cracks ,the MIDAS Civil 2010 was used to set up the finite element model for the w hole bridge of the bridge and the various quantitative pa‐rameters of the damage of the bridge were analyzed .The damage models were set up as well and the stress of the top and bottom slabs of the main girder of the bridge before and after the bridge was damaged was calculated and analyzed .The results of the calculation and analysis indicate that under the action of the main force+additional forces ,the tensile stress (0 .25 M Pa) occurs in the bottom slab of the damaged bridge ,the damage of the bridge is rather severe and can not meet the design requirements in the Code for Design on Reinforced and Prestressed Concrete Structure of Railw ay Bridge and Culvert .It is hence proposed that the bursting cracks in the bottom slab should not only be repaired immediately but also the bridge should be all‐roundedly strengthened (such as adding of the external prestressing and increasing of the depth of the top slab) so as to im‐prove the global rigidity and bearing capacity of the bridge and ensure the operation safety of the bridge structure in the future .
