鹿山渠大桥钢管拱验算报告

PAGEPAGE10富阳市鹿山路鹿山渠大桥设计计算书长安大学2004年11月第一部分概述一、工程概况1.1桥型与孔跨布置本次施工图设计鹿山渠大桥采用一孔计算跨径为80m的下承式钢管混凝土简支系杆拱桥，桥全长84m(台尾～台尾)，采用两幅分离式设计,左幅桥中心桩号为K0＋723，右幅桥中心桩号为K0＋780。1.2桥面横向布置单幅桥面横向布置为：2.3m(人行道、栏杆)+4.5m(非机动车道)+2.5m（防撞墙、加劲纵梁宽）+16m(双向四车道)+2.0m（防撞墙、加劲纵梁宽），桥面全宽54.6m。二、设计技术标准2.1主要技术标准⑴道路等级：城市道路1级；⑵车道数：双向四车道；⑶设计行车速度：50km/h；⑷设计荷载：城─A，人群荷载：4.0kN/m2；非机动车道限载为10t。⑸平纵曲线：本桥位于直线段，桥面纵坡为：2%；⑹桥面横坡：行车道1.5%人字坡，人行道1%向内单面坡；⑺地震：地震基本烈度为6度；2.2设计采用规范⑴《公路工程技术标准》（JTG01-2003）⑵《公路桥涵设计通用规范》(JTJ021-89)⑶《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTGD62-2004)⑷《公路桥涵地基与基础设计规范》(JTJ024-85)⑸《公路桥涵钢结构及木结构设计规范》(JTJ025-86)⑹《公路工程抗震设计规范》（JTJ004-89）⑺《城市桥梁设计准则》(JTJ11-93)⑻《城市桥梁设计荷载标准》(CJJ77-98)⑼《钢管混凝土结构设计与施工规程》（CECS28：90）⑽《钢结构工程施工及验收规范》（GB50215-95）⑾参考规范《铁路钢桥制造及验收规范》（TB10212-98）三、主要材料及结构3.1上部结构设计本桥结构形式为Lp=80m下承式钢管混凝土简支系杆拱桥。拱肋的理论计算跨径为80m，计算矢高16m，矢跨比1/5，理论拱轴线方程为：Y=0.08X-0.01X2(坐标原点为理论起拱点)。桥面结构采用纵横梁体系、整体桥面板，以提高结构的整体刚度。主要结构构造如下：⑴拱肋及风撑全桥共设两榀钢管混凝土拱，拱肋截面为矩形，高度为180cm，宽度：外侧拱肋为140cm，内侧拱肋为120cm；钢管壁厚位于外侧的一榀为18mm，内侧为16mm，采用泵送混凝土顶升灌注。拱肋钢管在拱顶设一组排气孔,在拱座处各设一组进料口,待泵送混凝土完毕后,封死排气孔及进料口；拱肋与加劲纵梁固接，两榀拱肋横向间距为18.5m，在拱肋设置6道钢管混凝土风撑，风撑截面为圆形截面，直径D=80cm，钢管壁厚16mm，风撑钢管内不灌混凝土。⑵吊杆每榀拱肋设14根厂制吊杆，吊杆间距为5.0m。位于路线外侧拱肋的吊杆采用PE7-187半平行钢丝成品索，内侧吊杆采用PE7-127半平行钢丝成品索，皆采用外包双层高密度聚乙烯（PE）护套，配套锚具采用带有纠偏装置的DS(K)7-127及DS(K)7-187镦头锚，吊杆标准强度fcu=1670MPa，破断力分别为Nb=8162kN及Nb=12018kN，吊杆张拉采用单端张拉，张拉端设于纵梁底部，固定端设于拱肋顶部，吊杆锚垫板上下导管外设加强螺旋筋及钢筋网格，以弥补吊杆锚固对纵梁和拱肋截面的削弱。⑶加劲纵梁及横梁加劲纵梁采用预应力混凝土结构，其截面为矩形实体截面，高180cm，宽130cm。预应力钢束采用符合ASTM·A416标准要求的φj15.24mm高强度低松弛钢绞线，标准强度fcu=1860MPa。配套锚具采用OVM锚具，金属波纹管成孔。全桥共设16道预应力混凝土横梁，其中有2道端横梁、14道中横梁(吊杆处横梁)。端横梁采用单箱双室截面，中横梁采用T形截面，上翼缘为整体桥面板。端横梁宽450cm，中横梁翼缘宽160cm，底宽70cmASTM·A416标准要求的φj15.24mm的高强度低松弛钢绞线。配套锚具采用OVM锚具，金属波纹管成孔。⑷桥面板：桥面板采用整体桥面板，板厚25cm，并加腋30×15cm。3.2下部结构设计本桥采用Φ120cm钻孔灌注桩基础，钢筋混凝土承台厚度为3m，桩基按摩擦桩设计。3.3桥面工程及其它⑴桥面铺装及桥面排水机动车道与非机动车道桥面铺装均采用10cm厚C40钢筋混凝土+5cm厚沥青混凝土铺装；全桥共设8处共32套铸铁桥面排水管，桥面雨水直接排于桥下河道。⑵人行道板、路缘石及栏杆人行道板采用8cm钢筋混凝土板，上设2cm厚水泥砂浆压花抹面；路缘石采用现浇C30钢筋混凝土路缘石；人行道栏杆采用外表豪华、强度高、价格低的碳素钢复合钢管。⑶支座本桥支座采用转动性能好、承载力高、寿命长的盆式橡胶支座。单幅桥：路线内侧0号桥台设置GPZ(Ⅱ)20DX型支座（纵向活动，横向固定），1号桥台设置GPZ(Ⅱ)20GD型支座（纵、横向固定）；路线外侧1号桥台设置GPZ(Ⅱ)27.5DX型盆式橡胶支座（纵向活动，横向固定）,0号桥台设置GPZ(Ⅱ)27.5SX型盆式橡胶支座（纵、横向活动）。第二部分ANSYS结构计算一、计算模型概述计算中为了完全仿真模拟，采用多种单元类型：主拱圈和立柱采用可真实模拟钢管和混凝土共同受力的体单元与管单元，吊杆采用杆单元，横撑采用管单元，拱座和桥面主梁、横梁、桥面板均采用8节点体单元。全桥单元总数为103000，节点总数为73000,方程总数为219000。计算模型下图：计算模型图梁端约束:一端内侧支座为固定支座,外侧支座约束纵向和竖向变位；另一端内侧支座约束横向和竖向变位,外侧支座约束竖向变位；吊杆张拉力：参考图纸提供数据取值。二、施工步骤说明第一步搭支架现浇系梁与横梁，张拉部分预应力，第二步安装钢管拱，第三步安装横撑,第四步灌筑钢管内混凝土第五步钢管混凝土形成强度后安装吊杆第六步张拉吊杆第七步拆除系梁下满堂支架第八步现浇桥面板第十步浇筑二期恒载第十一步张拉纵梁全部预应力三、工况说明工况号工况说明1拱圈内混凝土灌注完毕，但未形成强度。2全部恒载+城A车道荷载（集中力位于拱顶最不利位置）3全部恒载+城A车道荷载（集中力位于拱脚最不利位置）4全部恒载+城A车道荷载（集中力位于拱顶最不利位置）+降温25度5全部恒载+城A车道荷载（集中力位于拱顶最不利位置）+升温25度6全部恒载+城A车道荷载（集中力位于拱脚最不利位置）+降温25度7全部恒载+城A车道荷载（集中力位于拱脚最不利位置）+升温25度三、计算结果（一）变形校核各工况全桥竖向位移如附图一所示，竖向位移以向上为正。在最不利组合工况4时,拱顶最大挠度为3.7厘米,可见结构在运营阶段变形值满足规范要求。表一主拱圈拱顶挠度工况主拱圈拱顶挠度(m)1-0.0152-0.0253-0.0244-0.0305-0.0196-0.0297-0.019（二）边拱和中拱拱脚处应力(负值代表压应力)各工况主拱圈边拱和中拱拱脚处正应力云图见附图二至附图五。由表二可知，边拱脚处钢管上下缘正应力极值分别是：上缘-64.50MPa(工况7)；下缘-157.00MPa(工况7)。边拱脚处混凝土上下缘正应力极值分别是：-5.95MPa(工况4)；-15.20MPa(工况6)。中拱脚处钢管上下缘正应力极值分别是：上缘-48.60MPa(工况7)；下缘-109.00MPa(工况7)。中拱脚处混凝土上下缘正应力极值分别是：-5.00MPa(工况4)；-10.30MPa(工况6)。可见结构在运营阶段拱脚处钢管与混凝土应力值满足规范要求。表二边拱和中拱拱脚处正应力（负值代表压应力）工况边跨拱脚正应力(MPa)中跨拱脚正应力(MPa)钢管混凝土钢管混凝土上缘下缘上缘下缘上缘下缘上缘下缘1-15.80-74.200.000.00-16.50-75.200.000.002-46.30-134.00-5.33-13.80-33.70-88.80-4.38-9.463-56.50-146.00-5.17-13.10-43.80-100.00-4.20-9.454-35.40-123.00-5.95-14.80-22.90-77.80-5.00-10.105-57.10-145.00-4.72-13.20-44.40-99.70-3.76-8.846-41.70-131.00-5.58-15.20-25.90-80.60-4.82-10.307-64.50-157.00-4.56-13.10-48.60-109.00-3.58-8.83（三）边拱和中拱拱顶处应力(负值代表压应力)各工况主拱圈边拱和中拱拱顶处正应力云图见附图六至附图九。由表三可知，边拱顶处钢管上下缘正应力极值分别是：上缘-75.90MPa(工况5)；下缘-46.00MPa(工况5)。边拱顶处混凝土上下缘正应力极值分别是：-10.50MPa(工况4)；-5.33MPa(工况4)。中拱顶处钢管上下缘正应力极值分别是：上缘-57.40MPa(工况5)；下缘-35.90MPa(工况5)。中拱顶处混凝土上下缘正应力极值分别是：-7.63MPa(工况4)；-3.85MPa(工况4)。可见结构在运营阶段拱顶处钢管与混凝土应力值满足规范要求。表三边拱和中拱拱顶处正应力（负值代表压应力）工况边跨拱顶正应力(MPa)中跨拱顶正应力(MPa)钢管混凝土钢管混凝土上缘下缘上缘下缘上缘下缘上缘下缘1-38.70-26.600.000.00-39.60-27.800.000.002-65.20-34.90-9.82-4.74-46.70-24.60-6.99-3.313-64.20-34.80-9.67-4.75-45.60-24.50-6.84-3.314-54.80-24.80-10.50-5.33-36.00-13.40-7.63-3.855-75.90-46.00-9.12-4.15-57.40-35.90-6.38-2.776-56.10-24.30-10.30-5.33-36.50-14.30-7.48-3.857-75.00-43.90-8.98-4.15-56.50-34.80-6.23-2.77（四）系梁轴向正应力（负值代表压应力）各工况系杆轴向正应力见附图十和表四。边系梁跨中截面上下缘应力极值分别是：上缘-8.21MPa(工况4)；下缘-4.06MPa(工况7)；中系梁跨中截面上下缘应力极值分别是：上缘-7.32MPa(工况4)；下缘-3.93MPa(工况7)。由表四可知：在使用阶段各种工况组合作用下,系梁均未出现拉应力。表四系梁跨中截面应力（负值代表压应力）跨中截面应力(MPa)工况2工况3工况4工况5工况6工况7边系梁上缘-8.13-7.89-8.21-8.04-7.98-7.81下缘-3.53-3.95-3.42-3.64-3.84-4.06中系梁上缘-7.23-6.94-7.32-7.13-7.04-6.46下缘-2.84-3.27-2.14-2.95-3.14-3.93（五）吊杆轴向应力各工况所有吊杆轴向正应力见表五。编号：以模型图中x轴正向为北，所以吊杆号均按从南向北排序，1-14为外侧吊杆，1'-14'为中侧吊杆。吊杆轴应力图见附图十二，在计算时外侧拱肋的吊杆采用PE7-127半平行钢丝成品索，内侧吊杆采用PE7-85半平行钢丝成品索，由于应力较大，所以增多了平行钢丝索的数量，表五中的结果是经过调整吊杆截面后的应力。由表五可知，最不利组合（工况5）作用下吊杆轴向正应力最大值在1吊杆，其值为280MPa，满足要求。表五吊杆轴向正应力(Pa)(正值代表拉应力)吊杆编号工况2工况3工况4工况5工况6工况712.75E+082.79E+082.71E+082.80E+082.70E+082.79E+0822.60E+082.62E+082.57E+082.62E+082.56E+082.62E+0832.52E+082.53E+082.51E+082.54E+082.50E+082.53E+0842.50E+082.49E+082.49E+082.50E+082.47E+082.49E+0852.49E+082.48E+082.48E+082.50E+082.46E+082.48E+0862.50E+082.48E+082.49E+082.50E+082.47E+082.48E+0872.51E+082.48E+082.50E+082.51E+082.47E+082.48E+0882.51E+082.48E+082.50E+082.51E+082.47E+082.48E+0892.50E+082.48E+082.49E+082.50E+082.46E+082.48E+08102.49E+082.48E+082.48E+082.50E+082.46E+082.48E+08112.49E+082.49E+082.49E+082.50E+082.48E+082.49E+08122.53E+082.52E+082.52E+082.53E+082.51E+082.52E+08132.60E+082.59E+082.61E+082.60E+082.59E+082.59E+08142.77E+082.75E+082.78E+082.76E+082.77E+082.75E+081'1.98E+082.05E+081.92E+082.05E+081.91E+082.05E+082'1.96E+081.99E+081.92E+082.00E+081.91E+081.99E+083'1.96E+081.97E+081.94E+081.98E+081.93E+081.97E+084'1.97E+081.96E+081.95E+081.98E+081.93E+081.96E+085'1.98E+081.96E+081.97E+081.99E+081.94E+081.96E+086'1.99E+081.96E+081.98E+082.00E+081.95E+081.96E+087'2.00E+081.97E+082.00E+082.01E+081.95E+081.97E+088'2.00E+081.97E+082.00E+082.01E+081.95E+081.97E+089'1.99E+081.96E+081.98E+082.00E+081.95E+081.96E+0810'1.98E+081.96E+081.97E+081.99E+081.94E+081.96E+0811'1.97E+081.96E+081.96E+081.98E+081.94E+081.96E+0812'1.96E+081.95E+081.96E+081.97E+081.94E+081.95E+0813'1.97E+081.95E+081.97E+081.97E+081.95E+081.95E+0814'2.00E+081.97E+082.02E+081.98E+082.00E+081.97E+08（六）稳定性验算分别对使用阶段与施工阶段进行了稳定性验算，施工阶段1是指在钢拱圈与风撑安装好以后，只灌注一根钢管内混凝土且尚未形成强度的状态。施工阶段2是指两根钢管内混凝土灌注完毕但尚未形成强度的状态。使用阶段的荷载包括全部横载与活荷载。稳定性验算考虑了横桥向风荷载的作用，风压的大小按照《公路桥涵设计通用规范》(JTJ021-89)取为1000Pa。使用阶段1、2与施工阶段的失稳特征值见表六，使用阶段与施工阶段的面外及面内一阶失稳模态见附图十三。表六失稳特征值工况失稳模态失稳特征值施工阶段1一阶面外失稳4.0一阶面内失稳4.6施工阶段2一阶面外失稳9.8一阶面内失稳10.3使用阶段一阶面外失稳8.5一阶面内失稳35.0（七）拱脚竖向支承反力计算结果外侧拱脚：22629KN内侧拱脚：13405KN（八）桩长计算单根桩顶竖向力计算：承台底部设置5根d＝120cm的钻孔灌注桩，根据徐总建议，本计算按照4根桩承担竖向力计算单桩荷载，1根作为竖向力保障。其中上部结构传递荷载：P1=22629/4=5657KN台柱重量:P2=(2.5*3.0*2)*25/4=94KN承台重量：P3=(6.8*6.8*3)*25/4=867KN承台顶填土重量：(6.8*6.8-2.5*3.0)*1.5*20/4=290KN故单桩桩顶竖向力为P=P1+P2+P3+P4=6908KN桩长计算由《公路桥涵地基与基础设计规范》(JTJ024-85)，按摩擦桩进行本桥桩长计算。假定桩长为L，桩端深入卵石层，则应满足6908＋0.25*3.14*1.25*1.25*(0.5*L)*25=0.5*((25*5+85*2+30*4+80*7+12*4+130*(L-22))+0.98*(500+120*(L-3))*0.25*3.14*1.2*1.2)解得L=42.0m附图一全桥竖向位移工况1工况2工况3工况4工况5工况6工况7附图二边拱脚钢管正应力工况1工况2工况3工况4工况5工况6工况7附图三边拱脚混凝土正应力工况2工况3工况4工况5工况6工况7附图四中拱脚钢管正应力工况1工况2工况3工况4工况5工况6工况7附图五中拱脚混凝土正应力工况2工况3工况4工况5工况6工况7附图六边拱顶钢管正应力工况1工况2工况3工况4工况5工况6工况7附图七边拱顶混凝土正应力工况2工况3工况4工况5工况6工况7附图八中拱顶钢管正应力工况1工况2工况3工况4工况5工况6工况7附图九中拱顶混凝土正应力工况2工况3工况4工况5工况6工况7附图十一系梁轴向正应力工况2工况3工况4工况5工况6工况7附图十二吊杆轴向正应力工况2工况3工况4工况5工况6工况7附图十三1.施工阶段1失稳模态面外1阶失稳面内1阶失稳2.施工阶段2失稳模态面外1阶失稳面内1阶失稳3.使用阶段失稳模态面外1阶失稳面内1阶失稳第三部分桥梁博士计算一、端横梁计算1.1建模：端横梁横桥向长27.59m，顺桥向长4.5m。共分54个单元。单元1宽度为人行道距离端横梁外缘为40cm单元2～6为人行道宽度2.3m单元7～16为非机动车道宽度4.5m单元17、18为纵梁处宽度1.7m单元19为0.8m单元20～51为机动车道宽度16m单元52为0.19m单元53～54为纵梁处宽度1.7m。1.2计算分析忽略纵梁对端横梁的固结约束作用，端横梁在拱座处视为铰结，简支于盆式橡胶支座上。桥上活载等待为施工荷载作用于梁上，施工阶段如下：端横梁满堂支架施工张拉预应力束，共计9束9φj15.24钢铰线加入桥面恒载对端横梁的作用端横梁的收缩徐变完成机动车道、非机动车道及人行道满布设计荷载只有人行道荷载和非机动车道荷载仅机动车道上布设4列城A汽车荷载机动车道上布设2列城A汽车荷载计算结果如下：第1施工阶段应力结果阶段累计应力:主截面:单元号左上缘左下缘右上缘右下缘100-0.00280.002982-0.00280.00298-0.01850.01963-0.02160.0238-0.002130.002344-0.002130.002340.000754-0.00082650.000754-0.0008260.0232-0.025460.0232-0.02540.031-0.033870.031-0.03380.0307-0.033480.0307-0.03340.0297-0.032390.0297-0.03230.0199-0.0216100.0199-0.0216-0.0003770.0004111-0.0003770.00041-0.0009950.0010812-0.0009950.00108-0.0008440.00091813-0.0008440.000918-0.0008290.000914-0.0008290.0009-0.001040.0011315-0.001040.00113-0.0002020.0002216-0.0002020.00022-0.003350.0036417-0.002280.00227-0.004840.0048218-0.004840.00482-0.002560.0025519-0.003770.0041-0.001240.0013520-0.001240.00135-0.0007630.00083221-0.0007630.000832-0.0008880.0009722-0.0008880.00097-0.0008530.00093423-0.0008530.000934-0.0008610.00094524-0.0008610.000945-0.0008580.00094525-0.0008580.000945-0.0008590.00094826-0.0008590.000948-0.0008590.00095127-0.0008590.000951-0.000860.00095328-0.000860.000953-0.0008610.00095529-0.0008610.000955-0.0008610.00095730-0.0008610.000957-0.0008620.00095731-0.0008620.000957-0.0008620.00095732-0.0008620.000957-0.0008620.00095733-0.0008620.000957-0.0008620.00095734-0.0008620.000957-0.0008620.00095735-0.0008620.000957-0.0008620.00095736-0.0008620.000957-0.0008620.00095737-0.0008620.000957-0.0008620.00095738-0.0008620.000957-0.0008620.00095739-0.0008620.000957-0.0008620.00095740-0.0008620.000957-0.0008620.00095741-0.0008620.000957-0.0008620.00095742-0.0008620.000957-0.0008610.00095743-0.0008610.000957-0.0008610.00095544-0.0008610.000955-0.000860.00095445-0.000860.000954-0.0008590.00095146-0.0008590.000951-0.0008590.00094847-0.0008590.000948-0.0008590.00094748-0.0008590.000947-0.0008570.00094349-0.0008570.000943-0.0008640.00094950-0.0008640.000949-0.0008380.00091951-0.0008380.000919-0.0006340.00069452-0.0006340.000694-0.003270.0035753-0.002230.00222-0.005480.0054754-0.005480.0054700第2施工阶段应力结果阶段累计应力:主截面:单元号左上缘左下缘右上缘右下缘11.83e-013-1.96e-0132.192.0322.192.032.531.2633.872.644.221.9244.221.924.431.3954.431.394.550.99164.550.9914.610.68474.610.6844.620.55684.620.5564.620.56694.620.5664.590.594104.590.5944.560.633114.560.6334.520.683124.520.6834.460.744134.460.7444.40.817144.40.8174.330.901154.330.9014.250.996164.250.9964.191.11172.3-0.01812.130.17182.130.172.30.0203194.211.194.081.36204.081.363.821.64213.821.643.332.04223.332.042.742.54232.742.542.133.17242.133.171.533.81251.533.8114.382614.380.5894.91270.5894.910.2685.37280.2685.370.03855.73290.03855.73-0.09395.9730-0.09395.97-0.1055.9431-0.1055.94-0.03115.8232-0.03115.820.03485.74330.03485.740.09045.68340.09045.680.1365.62350.1365.620.1715.58360.1715.580.1955.55370.1955.550.215.53380.215.530.2145.53390.2145.530.2075.53400.2075.530.1915.54410.1915.540.1765.52420.1765.520.2395.39430.2395.390.4035.12440.4035.120.664.73450.664.7314.244614.241.413.76471.413.761.83.32481.83.322.192.9492.192.92.572.48502.572.482.932.08512.932.083.281.69523.281.693.421.55531.820.3062.2-0.0724542.2-0.07241.11e-0141.11e-014第3施工阶段应力结果阶段累计应力:主截面:单元号左上缘左下缘右上缘右下缘11.83e-013-1.96e-0132.172.0122.172.012.491.2533.822.614.151.9144.151.914.351.454.351.44.461.0264.461.024.50.73874.50.7384.50.62184.50.6214.480.64694.480.6464.430.707104.430.7074.360.784114.360.7844.280.878124.280.8784.180.988134.180.9884.071.11144.071.113.941.26153.941.263.811.42163.811.423.691.6171.960.2961.680.599181.680.59920.297193.761.623.781.62203.781.623.611.81213.611.813.222.1223.222.12.712.51232.712.512.183.05242.183.051.653.6251.653.61.24.1261.24.10.854.55270.854.550.5884.96280.5884.960.415.26290.415.260.3235.45300.3235.450.3525.38310.3525.380.4595.22320.4595.220.5545.11330.5545.110.6345.02340.6345.020.6984.95350.6984.950.7474.89360.7474.890.7824.85370.7824.850.8014.83380.8014.830.8044.82390.8044.820.7934.83400.7934.830.7674.85410.7674.850.7384.84420.7384.840.784.74430.784.740.9184.5440.9184.51.144.14451.144.141.453.69461.453.691.813.26471.813.262.152.87482.152.872.492.51492.492.512.82.16502.82.163.11.83513.11.833.391.51523.391.513.491.4531.870.2232.14-0.0321542.14-0.03211.11e-0141.11e-014第4施工阶段应力结果阶段累计应力:主截面:单元号左上缘左下缘右上缘右下缘12.79e-013-2.98e-0132.081.9322.081.932.381.1933.642.53.941.8243.941.824.131.3454.131.344.220.98764.220.9874.260.71874.260.7184.260.60784.260.6074.240.63494.240.6344.180.697104.180.6974.120.776114.120.7764.030.872124.030.8723.930.985133.930.9853.821.11143.821.113.691.26153.691.263.571.42163.571.423.471.6171.840.3271.560.629181.560.6291.870.325193.531.623.571.59203.571.593.421.76213.421.763.062.02223.062.022.592.4232.592.42.092.91242.092.911.593.42251.593.421.173.87261.173.870.8474.29270.8474.290.6074.65280.6074.650.4474.92290.4474.920.3735.09300.3735.090.4085.01310.4085.010.5154.86320.5154.860.6094.75330.6094.750.6894.66340.6894.660.7534.59350.7534.590.8024.54360.8024.540.8364.5370.8364.50.8554.47380.8554.470.8594.47390.8594.470.8484.48400.8484.480.8224.5410.8224.50.7924.49420.7924.490.8294.4430.8294.40.9554.17440.9554.171.163.85451.163.851.453.43461.453.431.783.03471.783.032.112.68482.112.682.422.34492.422.342.712.02502.712.022.981.71512.981.713.251.42523.251.423.351.32531.80.2022.05-0.0278542.05-0.02786.09e-0166.15e-016第5施工阶段应力结果阶段累计应力:主截面:单元号左上缘左下缘右上缘右下缘12.79e-013-2.98e-0132.081.9322.081.932.361.2133.632.513.921.8543.921.854.091.3854.091.384.181.0364.181.034.210.76974.210.7694.210.66784.210.6674.170.70694.170.7064.090.796104.090.79640.9081140.9083.881.04123.881.043.741.19133.741.193.591.37143.591.373.421.56153.421.563.251.78163.251.783.12.02171.580.5841.250.948181.250.9481.750.445193.361.813.661.49203.661.493.661.49213.661.493.441.6223.441.63.111.83233.111.832.742.2242.742.22.362.59252.362.592.042.93262.042.931.813.24271.813.241.663.52281.663.521.573.71291.573.711.573.8301.573.81.663.67311.663.671.823.46321.823.461.953.31331.953.312.063.19342.063.192.153.1352.153.12.213.03362.213.032.242.99372.242.992.262.97382.262.972.242.98392.242.982.213.02402.213.022.143.08412.143.082.073.12422.073.122.053.08432.053.082.122.92442.122.922.252.67452.252.672.462.34462.462.342.72.03472.72.032.931.79482.931.793.121.57493.121.573.31.37503.31.373.441.21513.441.213.571.07523.571.073.611.03531.980.02192.05-0.0278542.05-0.02786.09e-0166.15e-016第6施工阶段应力结果阶段累计应力:主截面:单元号左上缘左下缘右上缘右下缘13.08e-013-2.7e-0132.081.9322.081.932.361.2133.632.513.911.8543.911.854.091.3854.091.384.181.0364.181.034.210.76974.210.7694.210.66784.210.6674.170.70694.170.7064.090.796104.090.79640.9081140.9083.881.04123.881.043.741.19133.741.193.591.37143.591.373.421.56153.421.563.251.78163.251.783.12.02171.580.5841.250.948181.250.9481.570.631193.092.113.142.06203.142.063.012.21213.012.212.652.47222.652.472.22.83232.22.831.713.32241.713.321.233.82251.233.820.8154.25260.8154.250.5074.65270.5074.650.285280.2850.1345.26290.1345.260.07265.41300.07265.410.1195.32310.1195.320.2395.15320.2395.150.3465.03330.3465.030.4384.93340.4384.930.5154.85350.5154.850.5764.78360.5764.780.6234.73370.6234.730.6544.69380.6544.690.6714.67390.6714.670.6724.66400.6724.660.6594.67410.6594.670.6414.65420.6414.650.694.54430.694.540.8294.31440.8294.311.053.97451.053.971.353.54461.353.541.693.13471.693.132.032.76482.032.762.352.41492.352.412.662.07502.662.072.941.75512.941.753.221.45523.221.453.331.34531.780.2172.05-0.0278542.05-0.02786.09e-0166.16e-016第7施工阶段应力结果阶段累计应力:主截面:单元号左上缘左下缘右上缘右下缘11.75e-013-1.87e-0132.081.9322.081.932.381.1933.642.53.941.8243.941.824.131.3454.131.344.220.98664.220.9864.260.71874.260.7184.260.60784.2