CAJ | 학술논문

奉化江南翔桥为（80＋130＋80） m双幅三跨V形墩混凝土连续刚构桥，V形墩斜腿采用单箱双室预应力钢筋混凝土箱形结构。为确保该桥通行安全，了解V形墩在运营状态下的实际极限承载力，采用有限元法建立V形墩三维实体非线性模型，定量分析承载能力极限状态及正常使用极限状态下，以允许活载超载系数 K为表征的V形墩极限承载力，并结合现场监测数据，对 K值进行修正。结果表明：V形墩在截面承载能力极限状态下的允许 K值约为9，破坏形态为大偏压破坏；在正常使用极限状态下的允许 K值约为6，由截面边缘最大压应力控制；在V形墩的钢筋应力及裂缝宽度限制条件下的允许 K值约为6；以V形墩实测的成桥应力代替相应状态下的理论值，修正后的允许 K值约为4．9，该桥V形墩在运营状态下的实际极限承载力较高。
봉화강남상교위（80＋130＋80） m쌍폭삼과V형돈혼응토련속강구교，V형돈사퇴채용단상쌍실예응력강근혼응토상형결구。위학보해교통행안전，료해V형돈재운영상태하적실제겁한승재력，채용유한원법건립V형돈삼유실체비선성모형，정량분석승재능력겁한상태급정상사용겁한상태하，이윤허활재초재계수 K위표정적V형돈겁한승재력，병결합현장감측수거，대 K치진행수정。결과표명：V형돈재절면승재능력겁한상태하적윤허 K치약위9，파배형태위대편압파배；재정상사용겁한상태하적윤허 K치약위6，유절면변연최대압응력공제；재V형돈적강근응력급렬봉관도한제조건하적윤허 K치약위6；이V형돈실측적성교응력대체상응상태하적이론치，수정후적윤허 K치약위4．9，해교V형돈재운영상태하적실제겁한승재력교고。
T he Nanxiang Bridge crossing Fenghua River is a three‐span continuous concrete rigid‐frame bridge with span arrangement of(80+130+80) m .The bridge has two separated decks and V‐shaped piers .The inclined legs of the V‐shaped piers adopt the two‐cell single box pres‐tressed reinforced concrete box structure .To ensure the operation safety of the bridge and investi‐gate into the actual ultimate load bearing capacity of the V‐shaped piers in service condition ,the fi‐nite element method was used to establish the three‐dimentional solid non‐linear models of the V‐shaped piers for the purpose of doing quantitative analysis of the limit state of load bearing capaci‐ty ,and the ultimate load bearing capacity of the V‐shaped piers represented by the allowed live load overload coefficient K under the limit state of normal operation .And the K was in turn modi‐fied in accordance with the field monitoring data .The results of the analysis indicate that the al‐low ed K is about 9 in the limit state of cross section load bearing capacity of V‐shaped piers and the failure mode belongs to large eccentric loading failure .Under the limit state of normal service con‐dition ,the allowed K is about 6 ,governed by the maximum compressive stress in the edge of the cross section .Under the restriction of reinforcement stress and crack width of the V‐shaped piers , the allowed K is about 6 .To use the measured stress of the V‐shaped piers in the completed bridge state to replace the theoretical values in the related condition ,the allowed K is about 4 .9 after modification .T he actual load bearing capacity of V‐shaped piers of the bridge under the operation condition is higher .