世界桥梁
世界橋樑
세계교량
World Bridges
2015年
6期
42-46
,共5页
钢筋混凝土拱桥%斜拉扣挂悬臂浇筑%高温合龙%顶推%配重%温度应力
鋼觔混凝土拱橋%斜拉釦掛懸臂澆築%高溫閤龍%頂推%配重%溫度應力
강근혼응토공교%사랍구괘현비요축%고온합룡%정추%배중%온도응력
reinforced concrete arch bridge%cantilever casting with assistance of fastening ca-bles%high-temperature closure%push%counterweight%temperature stress
为解决钢筋混凝土拱圈高温合龙后，降温效应引起的较大附加次内力降低拱圈控制截面压应力的问题，以贵州石阡县木蓬大桥为工程背景（主跨165 m上承式钢筋混凝土箱形空腹式拱桥），提出了对合龙端口施加预顶力与附加配重的控制方法。以温度差值对拱肋合龙成拱状态影响量为误差列阵，以单位预顶力或单位附加配重为影响参数列阵，以单位预顶力或单位附加配重对拱肋合龙成拱状态影响量组成影响矩阵，建立影响参数与误差关系的矩阵方程，利用最小二乘法求解预顶力与附加配重值。研究结果表明：在合龙端口腹板下缘施加3283 kN的预顶力、在合龙端口增加附加配重781 kN后，有效抵消了高温合龙产生的拱圈温度次内力的影响，成桥恒载状态下，拱顶截面实测换算应力与理论计算最大差值为0．5MPa，拱脚截面实测换算应力与理论计算最大差值为1 M Pa ，调整方案合理可行。
為解決鋼觔混凝土拱圈高溫閤龍後，降溫效應引起的較大附加次內力降低拱圈控製截麵壓應力的問題，以貴州石阡縣木蓬大橋為工程揹景（主跨165 m上承式鋼觔混凝土箱形空腹式拱橋），提齣瞭對閤龍耑口施加預頂力與附加配重的控製方法。以溫度差值對拱肋閤龍成拱狀態影響量為誤差列陣，以單位預頂力或單位附加配重為影響參數列陣，以單位預頂力或單位附加配重對拱肋閤龍成拱狀態影響量組成影響矩陣，建立影響參數與誤差關繫的矩陣方程，利用最小二乘法求解預頂力與附加配重值。研究結果錶明：在閤龍耑口腹闆下緣施加3283 kN的預頂力、在閤龍耑口增加附加配重781 kN後，有效牴消瞭高溫閤龍產生的拱圈溫度次內力的影響，成橋恆載狀態下，拱頂截麵實測換算應力與理論計算最大差值為0．5MPa，拱腳截麵實測換算應力與理論計算最大差值為1 M Pa ，調整方案閤理可行。
위해결강근혼응토공권고온합룡후，강온효응인기적교대부가차내력강저공권공제절면압응력적문제，이귀주석천현목봉대교위공정배경（주과165 m상승식강근혼응토상형공복식공교），제출료대합룡단구시가예정력여부가배중적공제방법。이온도차치대공륵합룡성공상태영향량위오차렬진，이단위예정력혹단위부가배중위영향삼수렬진，이단위예정력혹단위부가배중대공륵합룡성공상태영향량조성영향구진，건립영향삼수여오차관계적구진방정，이용최소이승법구해예정력여부가배중치。연구결과표명：재합룡단구복판하연시가3283 kN적예정력、재합룡단구증가부가배중781 kN후，유효저소료고온합룡산생적공권온도차내력적영향，성교항재상태하，공정절면실측환산응력여이론계산최대차치위0．5MPa，공각절면실측환산응력여이론계산최대차치위1 M Pa ，조정방안합리가행。
After the high‐temperature closure of the reinforced concrete arch ribs ,the tempera‐ture declining effect will induce great additional secondary internal force ,which would in turn re‐duce the compressive stress in the control cross section of the arch ribs .To solve this problem ,the Mupeng Bridge in Shiqian County ,Guizhou Province ,a deck type open‐web reinforced concrete box arch bridge with a main span of 165 m ,was taken as the study backgrond .The control method of adding pre‐jacking force and additional counterweights at the closure gap was put forward .The influential amount of temperature difference in the process of closing the arch ribs to take shape was taken as the error array ,the unit pre‐jacking force and unit additional counterweight were taken as the influential parameter array ,and the influential amount of unit pre‐jacing force and ad‐ditional counterweight to the arch rib closure was taken as the influence matrix ,the matrix equa‐tion based on the relations of the influential parameters and errors was established ,using the least square method to gain the values of pre‐jacking force and additional counterweight .The results of the study show that by adding a pre‐jacking force of 3 283 kN to the lower edge of the webs at the closure gap and a counterweight of 781 kN to the closure gap ,the influence of temperature second‐ary force in the arch ribs induced by high temperature closure can be effectively counteracted .In the completed bridge state ,the maximum difference between the measured stress in the arch crown section and the theoretically calculated value is 0 .5 M Pa under the action of dead load ,and that of the measured stress in the arch spring section and the theoretically calculated value is 1 M Pa ,pro‐ving that the adjustment scheme is feasible .
