Z1路2号桥计算书

园区次干道工程桥梁专业设计桥梁计算书第一章概述 11.1工程概况 11.2主要技术标准 1第二章结构分析依据和参数 22.1设计依据及设计规范 22.1.1主要设计依据 22.1.2主要设计规范 22.1.3主要参考规范 32.2主要材料力学指标及计算参数 32.2.1混凝土 32.2.2普通钢筋 32.2.3预应力钢材 42.3结构计算模型及分析概括 42.3.1计算软件 42.3.2结构计算内容 42.4计算荷载 52.4.1永久作用 52.4.2可变荷载 52.5荷载组合 72.6材料容许应力 7第三章Z1路2号桥左幅主梁检算结果 93.1主梁纵向验算 93.1.1主梁模型 93.1.2钢筋拉应力验算 93.1.3频遇组合下正截面抗裂验算 103.14准永久组合下正截面抗裂验算 123.1.5主梁使用阶段斜截面抗裂验算 153.1.6主梁承载能力极限状态正截面抗弯验算 183.1.7主梁承载能力极限状态斜截面抗剪验算 253.1.8主梁运营阶段抗倾覆验算 293.2端横梁验算 333.2.1端横梁模型 333.2.2端横梁承载能力极限状态正截面抗弯验算 333.2.3端横梁承载能力极限状态斜截面抗剪验算 373.2.4端横梁裂缝宽度验算 39第四章下部结构检算结果 424.1桥台验算 424.2承台验算 514.3桩基验算 544.3.1结构尺寸 544.3.2荷载信息 544.3.3地质信息 554.3.4单桩验算结果 55第五章结论 66园区次干道工程桥梁专业设计PAGEPAGE1广达生活区一期A线道路工程岩土专业设计中机中联工程有限公司第一章概述1.1工程概况本册计算书为Z1路2号桥结构计算书，起点桩号为K1+318.5，终点桩号为K1+363.5，桥梁全长45m。桥梁跨径布置一跨35m，桥梁与道路斜交，斜交角75°。上部结构采用预应力混凝土简支现浇箱梁，梁高2m。下部桥台采用重力式桥台，根据地勘资料桥台均采用桩径为1.5m桩基础，桩基采用机械成孔。图1-SEQ图1-\*ARABIC1Z1路2号桥桥型布置图1.2主要技术标准1.2.1公路桥涵结构设计安全等级：一级，结构重要性系数取1.1；1.2.2道路等级：城市次干道；1.2.3设计行车速度：40km/h；1.2.4车道数：双向六车道；1.2.5桥梁全宽37.75m，横断面布置为：3m（人行道）+10.5m（车行道）+1m（双黄线）+10.5m（车行道）+3m（人行道）＝28m。1.2.6平曲线：同线路，位于直线段；1.2.7抗震设防烈度：6度，设计基本地震加速度动峰值为0.05g，设计特征周期值0.35s；第二章结构分析依据和参数结构分析采用有限元软件桥梁博士V4进行。对于输出结果，如无特殊说明，输出单位：力－kN，矩－kN.m，应力－MPa，位移－mm。2.1设计依据及设计规范2.1.1主要设计依据1）设计图纸2.1.2主要设计规范(1)《公路桥涵设计通用规范》（JTGD60-2015）(2)《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTG3362-2018）(3)《公路桥涵地基与基础设计规范》（JTG3363-2019）(4)《城市桥梁抗震设计规范》（CJJ166-2011）(5)《公路桥梁抗震设计规范》（JTG/T2231-01—2020）(6)《公路桥涵施工技术规范》（JTG/T3650-2020）(7)《城市桥梁设计规范》(CJJ11-2011)(8)《城市道路工程技术规范》（GB51286-2018）(9)《混凝土结构设计规范》（GB50010-2010）（2015版本）2.1.3主要参考规范（1）《混凝土结构耐久性设计标准》（GB/T50476-2019）（2）《城市桥梁工程施工与质量验收规范》（CJJ2-2008）（3）《公路与桥梁专用设备及材料标准汇编》2.2主要材料力学指标及计算参数2.2.1混凝土(1)C50混凝土(用于上部结构)弹性模量E=3.45×104MPa泊松比：0.2容重γ=26kN/m3轴心抗压强度设计值fcd=22.4MPa线膨胀系数k=0.00001 轴心抗拉强度设计值ftd=1.83MPa(2)C25片石混凝土(用于桥台台身)弹性模量E=2.8×104MPa泊松比：0.2容重γ=25kN/m3轴心抗压强度设计值fcd=2.42MPa线膨胀系数k=0.000008 轴心抗拉强度设计值ftd=0.336MPa(3)C35混凝土(用于承台、台帽、挡块与桩基础)弹性模量E=3.15×104MPa泊松比：0.2容重γ=26kN/m3轴心抗压强度设计值fcd=16.1MPa线膨胀系数k=0.00001 轴心抗拉强度设计值ftd=1.52MP(4)桥面铺装采用沥青混凝土，容重γ=24kN/m3；2.2.2普通钢筋HRB400:弹性模量E=2.0×105MPa抗拉强度标准值fSk=400Mpa抗拉强度设计值fSd=330Mpa2.2.3预应力钢材(1)预应力钢绞线、波纹管采用符合《预应力混凝土用钢绞线》（GB/T5224-2014）中规定的预应力钢绞线。a.抗拉强度标准值：fpk=1860MPa；b.弹性模量：Ep=1.95×105MPa；c.钢绞线的公称直径：φs15.2mm；d.单根钢绞线公称面积：140mm2；e.预应力波纹管摩阻系数：μ=0.17；f.预应力波纹管管道局部偏差系数：k=0.0015m-1；g.预应力钢筋松弛系数0.3。(2)预应力钢绞线锚具a.锚具回缩量：6mm。2.3结构计算模型及分析概括2.3.1计算软件采用桥梁博士V4有限元分析软件进行结构分析。2.3.2结构计算内容主梁按A类部分预应力混凝土构件设计，根据整体结构的形成按施工阶段、成桥阶段分别计算其内力。施工顺序：墩台现浇施工→主梁支架现浇施工→张拉预应力→拆除支架→二期恒载→收缩徐变10年。根据各个施工阶段将相应荷载施加到结构上。下部结构按普通钢筋混凝土构件进行设计。墩台根据上部结构支反力计算结果进行内力计算。2.4计算荷载2.4.1永久作用(1)一期恒载一期恒载包括结构自重。预应力混凝土容重考虑含筋量后取26.0kN/m3；沥青混凝土容重取24.0kN/m3；(2)二期恒载表2-SEQ表2-\*ARABIC1二期恒载各部分自重表位置/材料容重（kN/m3）延米重（kN/m）10cm沥青铺装2434栏杆与人行道板（单侧）-26过桥管线-8合计-68(3)混凝土收缩徐变作用按照《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTG3362-2018）取值；计算中分别考虑施工阶段、成桥时刻、使用10年时的收缩徐变对结构的影响指导设计。(4)预加力预加力施加时的混凝土龄期按7天考虑；预应力管道采用预埋波纹管成型，真空辅助压浆。2.4.2可变荷载(1)汽车荷载汽车荷载：城-A级。按《城市道路工程技术规范》（GB51286-2018）4.2.1条进行车辆荷载横向布置和考虑横向折减：冲击系数：按公路桥涵设计通用规范》(JTGD60-2015)中4.3.2条取值。（2）人群荷载按《城市桥梁设计规范》（CJJ11-2011）计算采用3.0kPa。(3)制动力按照《公路桥涵设计通用规范》(JTGD60-2015)第4.3.6条规定，一个设计车道上由汽车荷载产生的制动力标准值按第4.3.1条规定的车道荷载标准值在加载长度上计算总重力的10%计算，汽车荷载的制动力标准值不得小于165kN。(4)整体温度作用混凝土结构：按结构整体升温25℃、降温25℃计算；(5)梯度温度作用桥面铺装为10cm的沥青混凝土面层，竖向日照正温差按照《公路桥涵设计通用规范》(JTGD60-2015)表4.3.10-3取值，即T1＝14℃，T2＝5.5℃；竖向日照反温差为正温差乘以-0.5。计算温度基数：距离箱梁板顶(mm)温度基数Ti(℃)0141005.52502.7540002.5荷载组合根据《公路桥涵设计通用规范》（JTGD60-2015），对主梁结构进行承载能力极限状态的基本组合，正常使用极限状态的短期效应组合及长期效应组合，持久状况和短暂状况的标准效应组合。2.6材料容许应力根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG3362-2018)的规定,各阶段构件截面边缘混凝土的应力应满足下列要求：表2-SEQ表2-\*ARABIC2预应力梁混凝土C50应力容许值阶段种类应力(MPa)备注施工阶段法向压应力法向拉应力使用阶段作用短期效应组合全预应力构件正截面拉应力作用长期效应组合作用短期效应组合全预应力构件斜截面主拉应力作用标准效应组合正截面压应力主压应力注：正常使用极限状态的各种校核，将预加力作为荷载考虑。根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG3362-2018)第7.1.5条的规定,未开裂构件受拉区预应力钢筋的最大拉应力应满足下列要求：。

第三章Z1路2号桥左幅主梁检算结果3.1主梁纵向验算3.1.1主梁模型3.1.2钢筋拉应力验算根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG3362-2018)第7.1.5条第2款规定，使用阶段预应力混凝土受弯构件预应力钢筋的最大拉应力，应符合下列规定：未开裂构件σpe+σp≤0.65fpk允许开裂构件σp0+σp≤0.65fpk运营阶段钢束拉应力验算表格钢束号钢束应力(MPa)容许值(MPa)是否满足梁1#F1-1154.98-1209.00是梁1#F1-1-1149.41-1209.00是梁1#F1-2-1154.99-1209.00是梁1#F1-3-1154.98-1209.00是梁1#F1-4-1154.99-1209.00是梁1#F1-5-1142.47-1209.00是梁1#F1-6-1142.42-1209.00是梁1#F1-7-1149.44-1209.00是梁1#F2-1145.31-1209.00是梁1#F2-1-1139.74-1209.00是梁1#F2-2-1145.31-1209.00是梁1#F2-3-1145.30-1209.00是梁1#F2-4-1145.31-1209.00是梁1#F2-5-1126.98-1209.00是梁1#F2-6-1126.97-1209.00是梁1#F2-7-1139.74-1209.00是梁1#F3-1173.27-1209.00是梁1#F3-1-1171.09-1209.00是梁1#F3-2-1173.25-1209.00是梁1#F3-3-1173.27-1209.00是梁1#F3-4-1166.90-1209.00是梁1#F3-5-1173.25-1209.00是梁1#F3-6-1166.85-1209.00是梁1#F3-7-1171.14-1209.00是3.1.3频遇组合下正截面抗裂验算根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG3362-2018)第6.3.1条第1款规定，应对构件正截面混凝土的拉应力进行验算，并应符合下列要求：A类预应力混凝土构件σst－σpc≤0.7ftkσlt－σpc≤0频遇组合截面顶缘、底缘拉应力图频遇组合截面顶缘、底缘拉应力表格单元截面位置顶缘底缘应力值(MPa)容许值(MPa)是否满足应力值(MPa)容许值(MPa)是否满足1L-1.34-1.86是-0.20-1.86是D01.43-1.86是4.32-1.86是2D01.46-1.86是4.30-1.86是31.76-1.86是3.81-1.86是331.76-1.86是3.81-1.86是ZD11.87-1.86是3.57-1.86是4ZD11.87-1.86是3.57-1.86是52.24-1.86是3.42-1.86是552.24-1.86是3.42-1.86是62.58-1.86是3.39-1.86是662.58-1.86是3.39-1.86是72.90-1.86是3.47-1.86是772.90-1.86是3.46-1.86是83.18-1.86是3.64-1.86是883.18-1.86是3.64-1.86是93.45-1.86是3.94-1.86是993.45-1.86是3.93-1.86是KZ13.70-1.86是4.43-1.86是10KZ13.70-1.86是4.43-1.86是113.63-1.86是4.40-1.86是11113.63-1.86是4.40-1.86是123.62-1.86是4.36-1.86是12123.62-1.86是4.36-1.86是133.70-1.86是4.22-1.86是13133.70-1.86是4.22-1.86是143.82-1.86是4.02-1.86是14143.82-1.86是4.02-1.86是153.98-1.86是3.78-1.86是15153.98-1.86是3.78-1.86是164.15-1.86是3.53-1.86是16164.15-1.86是3.53-1.86是174.29-1.86是3.33-1.86是17174.29-1.86是3.33-1.86是184.38-1.86是3.20-1.86是18184.38-1.86是3.20-1.86是194.43-1.86是3.15-1.86是19194.43-1.86是3.15-1.86是M4.43-1.86是3.15-1.86是20M4.43-1.86是3.15-1.86是214.43-1.86是3.15-1.86是21214.43-1.86是3.15-1.86是224.38-1.86是3.21-1.86是22224.38-1.86是3.21-1.86是234.28-1.86是3.34-1.86是23234.28-1.86是3.34-1.86是244.14-1.86是3.55-1.86是24244.14-1.86是3.55-1.86是253.97-1.86是3.80-1.86是25253.97-1.86是3.80-1.86是263.81-1.86是4.04-1.86是26263.81-1.86是4.04-1.86是273.69-1.86是4.24-1.86是27273.69-1.86是4.24-1.86是283.62-1.86是4.37-1.86是28283.62-1.86是4.37-1.86是293.64-1.86是4.41-1.86是29293.64-1.86是4.41-1.86是KZ23.70-1.86是4.43-1.86是30KZ23.70-1.86是4.43-1.86是313.45-1.86是3.93-1.86是31313.45-1.86是3.94-1.86是323.18-1.86是3.64-1.86是32323.18-1.86是3.64-1.86是332.90-1.86是3.46-1.86是33332.90-1.86是3.47-1.86是342.58-1.86是3.39-1.86是34342.58-1.86是3.39-1.86是352.24-1.86是3.42-1.86是35352.24-1.86是3.42-1.86是ZD21.87-1.86是3.57-1.86是36ZD21.87-1.86是3.57-1.86是371.59-1.86是4.09-1.86是37371.59-1.86是4.09-1.86是D11.46-1.86是4.30-1.86是38D11.43-1.86是4.32-1.86是R-1.34-1.86是-0.20-1.86是3.14准永久组合下正截面抗裂验算根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG3362-2018)第6.3.1条第1款规定，应对构件正截面混凝土的拉应力进行验算，并应符合下列要求：A类预应力混凝土构件σst－σpc≤0.7ftkσlt－σpc≤0准永久组合截面顶缘、底缘拉应力图准永久组合截面顶缘、底缘拉应力表格单元截面位置顶缘底缘应力值(MPa)容许值(MPa)是否满足应力值(MPa)容许值(MPa)是否满足1L00是00是D02.920是4.670是2D02.920是4.670是33.230是4.160是333.230是4.160是ZD13.340是4.000是4ZD13.340是4.000是53.720是3.910是553.720是3.910是64.070是3.950是664.070是3.950是74.390是4.110是774.390是4.110是84.680是4.380是884.680是4.380是94.950是4.810是994.950是4.810是KZ15.210是5.470是10KZ15.210是5.470是115.140是5.500是11115.140是5.500是125.130是5.500是12125.130是5.500是135.210是5.380是13135.210是5.380是145.340是5.200是14145.340是5.200是155.510是4.970是15155.510是4.970是165.690是4.730是16165.690是4.730是175.830是4.530是17175.830是4.530是185.930是4.410是18185.930是4.410是195.980是4.360是19195.980是4.360是M5.980是4.360是20M5.980是4.360是215.980是4.360是21215.980是4.360是225.930是4.410是22225.930是4.410是235.820是4.550是23235.820是4.550是245.670是4.750是24245.670是4.750是255.490是4.990是25255.490是4.990是265.320是5.220是26265.320是5.220是275.200是5.390是27275.200是5.390是285.130是5.500是28285.120是5.500是295.140是5.490是29295.140是5.490是KZ25.210是5.470是30KZ25.210是5.470是314.950是4.810是31314.950是4.810是324.680是4.380是32324.680是4.380是334.390是4.110是33334.390是4.110是344.070是3.950是34344.070是3.950是353.720是3.910是35353.720是3.910是ZD23.340是4.000是36ZD23.340是4.000是373.050是4.440是37373.050是4.440是D12.920是4.670是38D12.920是4.670是R00是00是3.1.5主梁使用阶段斜截面抗裂验算根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG3362-2018)第6.3.1条第2款规定，斜截面抗裂应对构件斜截面混凝土的主拉应力进行验算，并应符合下列要求：A类预应力混凝土构件预制构件σtp≤0.7ftk现场浇筑(包括预制拼装)构件σtp≤0.5ftk频遇组合截面主拉应力图频遇组合截面主拉应力表格单元截面位置应力值(MPa)容许值(MPa)是否满足1L-0.78-1.33是D0-0.18-1.33是2D0-0.12-1.33是3-0.09-1.33是33-0.09-1.33是ZD1-0.07-1.33是4ZD1-0.06-1.33是5-0.04-1.33是55-0.04-1.33是6-0.03-1.33是66-0.02-1.33是7-0.01-1.33是77-0-1.33是8-0-1.33是88-0-1.33是9-0.02-1.33是99-0.03-1.33是KZ1-0.06-1.33是10KZ1-0-1.33是11-0-1.33是1111-0-1.33是12-0.02-1.33是1212-0.02-1.33是13-0.04-1.33是1313-0.04-1.33是14-0.05-1.33是1414-0.05-1.33是15-0.06-1.33是1515-0.06-1.33是16-0.05-1.33是1616-0.05-1.33是17-0.03-1.33是1717-0.03-1.33是18-0.02-1.33是1818-0.02-1.33是19-0-1.33是1919-0-1.33是M-0-1.33是20M-0-1.33是21-0-1.33是2121-0-1.33是22-0.02-1.33是2222-0.02-1.33是23-0.03-1.33是2323-0.03-1.33是24-0.05-1.33是2424-0.06-1.33是25-0.06-1.33是2525-0.06-1.33是26-0.05-1.33是2626-0.05-1.33是27-0.04-1.33是2727-0.04-1.33是28-0.02-1.33是2828-0.02-1.33是29-0-1.33是2929-0-1.33是KZ2-0-1.33是30KZ2-0.06-1.33是31-0.03-1.33是3131-0.02-1.33是32-0-1.33是3232-0-1.33是33-0-1.33是3333-0.01-1.33是34-0.02-1.33是3434-0.03-1.33是35-0.04-1.33是3535-0.04-1.33是ZD2-0.06-1.33是36ZD2-0.07-1.33是37-0.11-1.33是3737-0.11-1.33是D1-0.12-1.33是38D1-0.18-1.33是R-0.78-1.33是3.1.6主梁承载能力极限状态正截面抗弯验算最大弯矩：根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG3362-2018)第5.1.2条的规定，桥梁构件的承载能力极限状态计算应满足：γ0S≤R最大弯矩及其对应的抗力图最大弯矩和对应的抗力表格单元截面位置MAX_MY对应的内力承载力第I组第II组是否通过N(kN)MY(kN·m)MZ(kN·m)N1(kN)MY1(kN·m)MZ1(kN·m)N2(kN)MY2(kN·m)MZ2(kN·m)1L000000000是D0-1.3-122.0-0-1.3-69207.70-1.369862.00是2D02.3-122.0-158.92.3-69210.502.369864.50是3010430.1-201.40-65410.30073811.60是331.510431.5-156.21.5-65411.501.573812.60是ZD1-014389.6-154.9-0-63928.10-075444.10是4ZD153.914389.6-200.053.9-63970.0053.975482.00是557.823708.1-161.957.8-60221.4057.879485.60是5561.823708.1-246.361.8-60224.5061.879488.30是667.332281.0-208.767.3-56365.2067.383238.20是6671.032281.0-185.271.0-56368.1071.083240.70是778.540137.0-151.478.5-52776.3078.587320.20是7781.640137.0-178.481.6-52778.8081.687322.30是892.047305.9-147.092.0-49040.0092.090900.30是8894.347305.9-171.994.3-49041.8094.390901.80是9108.453818.6-142.4108.4-45341.50108.494768.90是99109.653818.6-168.2109.6-45342.40109.694769.70是KZ1129.159707.3-139.0129.1-41188.50129.198634.90是10KZ11.559707.3-108.51.5-41027.601.598552.50是11-0.864999.8-80.7-0.8-37558.10-0.8102598.60是11111.164999.8-79.51.1-37558.401.1102598.70是12-0.769701.6-71.0-0.7-34633.20-0.7105395.90是12120.769701.6-71.60.7-34632.800.7105395.50是13-0.573812.7-63.5-0.5-32679.50-0.5107225.30是13130.473812.7-65.60.4-32678.600.4107225.80是14-0.377333.2-57.5-0.3-31572.00-0.3108694.20是14140.277333.2-60.60.2-31571.100.2108693.30是15-0.180263.0-56.7-0.1-30900.90-0.1108983.90是1515080263.0-56.30-30901.000108984.00是16-082602.1-52.2-0-30842.70-0109113.50是1616082602.1-52.20-30842.700109113.60是17084350.5-48.30-30901.500109113.80是1717084350.5-48.30-30901.500109113.80是18085508.2-44.80-30897.600109114.10是1818085508.2-44.40-30897.600109114.10是19086075.5-38.40-30893.500109114.60是1919086075.5-39.40-30893.500109114.60是M086137.8-66.00-30891.500109121.80是20M086137.8-66.00-30891.500109121.80是21086051.6-64.30-30893.800109114.40是2121086051.6-37.90-30893.800109114.40是22085437.3-34.80-30897.900109114.10是2222085437.3-54.30-30897.900109114.10是23084232.3-32.00-30901.800109113.80是2323084232.3-50.50-30901.800109113.80是24082436.7-46.80-30844.000109113.50是2424-082436.7-46.8-0-30844.10-0109113.50是25080050.3-43.10-31033.200109263.20是2525-0.280050.3-43.1-0.2-31033.50-0.2109263.50是260.277073.3-39.20.2-31616.900.2108431.50是2626-0.377073.3-24.5-0.3-31617.80-0.3108432.00是270.573505.6-35.00.5-32866.800.5107106.30是2727-0.573505.6-22.5-0.5-32867.70-0.5107105.70是280.869347.2-30.80.8-34787.000.8105080.00是2828-0.769347.2-20.7-0.7-34786.00-0.7105079.10是291.264598.2-26.51.2-37757.101.2102037.30是2929-0.864598.2-18.9-0.8-37755.60-0.8102036.10是KZ21.559707.3-25.71.5-41027.501.598552.60是30KZ2129.159707.3-57.3129.1-41188.30129.198634.90是31109.653818.6-73.9109.6-45342.40109.694769.70是3131108.453818.6-49.5108.4-45341.50108.494768.90是3294.347305.9-60.394.3-49041.8094.390901.80是323292.047305.9-42.692.0-49040.0092.090900.30是3381.640137.1-49.481.6-52778.8081.687322.30是333378.540137.1-35.978.5-52776.3078.587320.20是3471.032281.1-39.871.0-56368.1071.083240.70是343467.332281.1-40.967.3-56365.2067.383238.20是3561.823708.1-42.261.8-60224.5061.879488.30是353557.823708.1-22.757.8-60221.4057.879485.60是ZD253.914389.6-23.853.9-63969.9053.975482.60是36ZD2-014389.6-4.1-0-63928.00-075444.60是371.74202.41.71.7-67699.901.771443.00是37370.24201.00.90.2-67698.700.271441.90是D12.3-122.03.82.3-69210.502.369864.50是38D1-1.3-122.0-0-1.3-69207.70-1.369862.00是R000000000是最小弯矩：根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG3362-2018)第5.1.2条的规定，桥梁构件的承载能力极限状态计算应满足：γ0S≤R最大弯矩及其对应的抗力图最大弯矩和对应的抗力表格单元截面位置MAX_MY对应的内力承载力第I组第II组是否通过N(kN)MY(kN·m)MZ(kN·m)N1(kN)MY1(kN·m)MZ1(kN·m)N2(kN)MY2(kN·m)MZ2(kN·m)1L000000000是D0-1.3-122.0-0-1.3-69207.70-1.369862.00是2D02.3-122.0-158.92.3-69210.502.369864.50是3010430.1-201.40-65410.30073811.60是331.510431.5-156.21.5-65411.501.573812.60是ZD1-014389.6-154.9-0-63928.10-075444.10是4ZD153.914389.6-200.053.9-63970.0053.975482.00是557.823708.1-161.957.8-60221.4057.879485.60是5561.823708.1-246.361.8-60224.5061.879488.30是667.332281.0-208.767.3-56365.2067.383238.20是6671.032281.0-185.271.0-56368.1071.083240.70是778.540137.0-151.478.5-52776.3078.587320.20是7781.640137.0-178.481.6-52778.8081.687322.30是892.047305.9-147.092.0-49040.0092.090900.30是8894.347305.9-171.994.3-49041.8094.390901.80是9108.453818.6-142.4108.4-45341.50108.494768.90是99109.653818.6-168.2109.6-45342.40109.694769.70是KZ1129.159707.3-139.0129.1-41188.50129.198634.90是10KZ11.559707.3-108.51.5-41027.601.598552.50是11-0.864999.8-80.7-0.8-37558.10-0.8102598.60是11111.164999.8-79.51.1-37558.401.1102598.70是12-0.769701.6-71.0-0.7-34633.20-0.7105395.90是12120.769701.6-71.60.7-34632.800.7105395.50是13-0.573812.7-63.5-0.5-32679.50-0.5107225.30是13130.473812.7-65.60.4-32678.600.4107225.80是14-0.377333.2-57.5-0.3-31572.00-0.3108694.20是14140.277333.2-60.60.2-31571.100.2108693.30是15-0.180263.0-56.7-0.1-30900.90-0.1108983.90是1515080263.0-56.30-30901.000108984.00是16-082602.1-52.2-0-30842.70-0109113.50是1616082602.1-52.20-30842.700109113.60是17084350.5-48.30-30901.500109113.80是1717084350.5-48.30-30901.500109113.80是18085508.2-44.80-30897.600109114.10是1818085508.2-44.40-30897.600109114.10是19086075.5-38.40-30893.500109114.60是1919086075.5-39.40-30893.500109114.60是M086137.8-66.00-30891.500109121.80是20M086137.8-66.00-30891.500109121.80是21086051.6-64.30-30893.800109114.40是2121086051.6-37.90-30893.800109114.40是22085437.3-34.80-30897.900109114.10是2222085437.3-54.30-30897.900109114.10是23084232.3-32.00-30901.800109113.80是2323084232.3-50.50-30901.800109113.80是24082436.7-46.80-30844.000109113.50是2424-082436.7-46.8-0-30844.10-0109113.50是25080050.3-43.10-31033.200109263.20是2525-0.280050.3-43.1-0.2-31033.50-0.2109263.50是260.277073.3-39.20.2-31616.900.2108431.50是2626-0.377073.3-24.5-0.3-31617.80-0.3108432.00是270.573505.6-35.00.5-32866.800.5107106.30是2727-0.573505.6-22.5-0.5-32867.70-0.5107105.70是280.869347.2-30.80.8-34787.000.8105080.00是2828-0.769347.2-20.7-0.7-34786.00-0.7105079.10是291.264598.2-26.51.2-37757.101.2102037.30是2929-0.864598.2-18.9-0.8-37755.60-0.8102036.10是KZ21.559707.3-25.71.5-41027.501.598552.60是30KZ2129.159707.3-57.3129.1-41188.30129.198634.90是31109.653818.6-73.9109.6-45342.40109.694769.70是3131108.453818.6-49.5108.4-45341.50108.494768.90是3294.347305.9-60.394.3-49041.8094.390901.80是323292.047305.9-42.692.0-49040.0092.090900.30是3381.640137.1-49.481.6-52778.8081.687322.30是333378.540137.1-35.978.5-52776.3078.587320.20是3471.032281.1-39.871.0-56368.1071.083240.70是343467.332281.1-40.967.3-56365.2067.383238.20是3561.823708.1-42.261.8-60224.5061.879488.30是353557.823708.1-22.757.8-60221.4057.879485.60是ZD253.914389.6-23.853.9-63969.9053.975482.60是36ZD2-014389.6-4.1-0-63928.00-075444.60是371.74202.41.71.7-67699.901.771443.00是37370.24201.00.90.2-67698.700.271441.90是D12.3-122.03.82.3-69210.502.369864.50是38D1-1.3-122.0-0-1.3-69207.70-1.369862.00是R000000000是3.1.7主梁承载能力极限状态斜截面抗剪验算最大剪力：根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG3362-2018)第5.1.2条的规定，桥梁构件的承载能力极限状态计算应满足：γ0S≤R最大剪力及其对应的抗力图最大剪力及其对应的抗力表格单元截面位置剪力值(kN)承载力(kN)抗剪上限(kN)抗剪下限(kN)尺寸是否满足是否需要抗剪验算是否满足1L0——————D0-406.7-22062.5-27984.5-8875.5是否是2D011317.522612.627984.58875.5是是是310478.824495.427984.58875.5是是是3310428.824495.427984.58875.5是是是ZD110093.424495.427984.58875.5是是是4ZD110011.124495.427984.58875.5是是是59386.923847.025652.48135.9是是是559294.223847.025652.48135.9是是是68698.123087.823320.47396.3是是是668607.123087.823320.47396.3是是是78040.322220.320988.36656.6是是是777951.022220.320988.36656.6是是是87415.621305.018656.35917.0是是是887326.921305.018656.35917.0是是是96823.720397.516324.35177.4是是是996736.020397.516324.35177.4是是是KZ16265.819403.213992.24437.8是是是10KZ16182.119403.213992.24437.8是是是115728.918833.013992.24437.8是是是11115645.318833.013992.24437.8是是是125193.117119.613326.64226.6是是是12125110.317119.613326.64226.6是是是134658.815416.313326.64226.6是是是13134577.015416.313326.64226.6是是是144126.114246.512679.04021.3是是是14144045.714246.512679.04021.3是是是153595.413147.012024.43813.7是是是15153516.413147.012024.43813.7是是是163067.113073.412024.43813.7是是是16162988.913073.412024.43813.7是是是172540.312821.112024.43813.7是是是17172463.112821.112024.43813.7是是是182015.413207.312024.43813.7是否是18181939.613207.312024.43813.7是否是191492.513207.312038.23818.0是否是19191456.713207.312038.23818.0是否是M1252.413207.312038.23818.0是否是20M1211.213207.312038.23818.0是否是211009.713207.312038.23818.0是否是2121936.213207.312038.23818.0是否是22563.313207.312038.23818.0是否是2222489.813207.312038.23818.0是否是23117.713207.312038.23818.0是否是232345.113207.312038.23818.0是否是24-325.8-13093.3-12021.8-3812.8是否是2424-397.4-13093.3-12021.8-3812.8是否是25-767.1-13183.8-12021.8-3812.8是否是2525-837.7-13183.8-12021.8-3812.8是否是26-1206.5-14282.0-12676.5-4020.4是否是2626-1276.5-14282.0-12676.5-4020.4是否是27-1644.4-15416.3-13322.7-4225.4是否是2727-1713.7-15416.3-13322.7-4225.4是否是28-2080.3-17098.5-13322.7-4225.4是否是2828-2148.6-17098.5-13322.7-4225.4是否是29-2514.3-18817.1-13992.2-4437.8是否是2929-2576.2-18817.1-13992.2-4437.8是否是KZ2-2911.8-19327.5-13992.2-4437.8是是是30KZ2-2977.5-19327.5-13992.2-4437.8是是是31-3355.0-20397.5-16324.3-5177.4是否是3131-3420.9-20397.5-16324.3-5177.4是否是32-3825.0-21305.0-18656.3-5917.0是否是3232-3890.0-21305.0-18656.3-5917.0是否是33-4319.4-22220.3-20988.3-6656.6是否是3333-4383.6-22220.3-20988.3-6656.6是否是34-4837.3-22986.3-23320.4-7396.3是否是3434-4900.3-22986.3-23320.4-7396.3是否是35-5377.4-23847.0-25652.4-8135.9是否是3535-5439.0-23847.0-25652.4-8135.9是否是ZD2-5939.0-24495.4-27984.5-8875.5是否是36ZD2-5988.0-24495.4-27984.5-8875.5是否是37-6665.9-24495.4-27984.5-8875.5是否是3737-6666.1-24495.4-27984.5-8875.5是否是D1-6937.3-22612.6-27984.5-8875.5是否是38D12471.122062.527984.58875.5是否是R1207.1——————最小剪力：根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG3362-2018)第5.1.2条的规定，桥梁构件的承载能力极限状态计算应满足：γ0S≤R最小剪力及其对应的抗力图最小剪力及其对应的抗力表格单元截面位置剪力值(kN)承载力(kN)抗剪上限(kN)抗剪下限(kN)尺寸是否满足是否需要抗剪验算是否满足1L-1207.1——————D0-2471.1-22062.5-27984.5-8875.5是否是2D06937.322612.627984.58875.5是否是36259.524495.427984.58875.5是否是336234.524495.427984.58875.5是否是ZD15963.224495.427984.58875.5是否是4ZD15939.024495.427984.58875.5是否是55439.023847.025652.48135.9是否是555377.423847.025652.48135.9是否是64900.322986.323320.47396.3是否是664837.322986.323320.47396.3是否是74383.622220.320988.36656.6是否是774319.422220.320988.36656.6是否是83890.021305.018656.35917.0是否是883825.021305.018656.35917.0是否是93420.920397.516324.35177.4是否是993355.020397.516324.35177.4是否是KZ12977.519403.213992.24437.8是是是10KZ12911.819403.213992.24437.8是是是112547.118833.013992.24437.8是否是11112479.618833.013992.24437.8是否是122113.917119.613326.64226.6是否是12122045.517119.613326.64226.6是否是131678.615416.313326.64226.6是否是13131609.215416.313326.64226.6是否是141241.414246.512679.04021.3是否是14141171.614246.512679.04021.3是否是15802.713147.012024.43813.7是否是1515732.013147.012024.43813.7是否是16362.213073.412024.43813.7是否是1616290.413073.412024.43813.7是否是17-80.8-13207.3-12038.2-3818.0是否是1717-153.5-13207.3-12038.2-3818.0是否是18-525.6-13207.3-12038.2-3818.0是否是1818-599.0-13207.3-12038.2-3818.0是否是19-971.9-13207.3-12038.2-3818.0是否是1919-1046.1-13207.3-12038.2-3818.0是否是M-1217.2-13207.3-12038.2-3818.0是否是20M-1252.4-13207.3-12038.2-3818.0是否是21-1492.6-13207.3-12038.2-3818.0是否是2121-1534.2-13207.3-12038.2-3818.0是否是22-1981.1-13207.3-12021.8-3812.8是否是2222-2057.4-13207.3-12021.8-3812.8是否是23-2505.2-12841.5-12021.8-3812.8是是是2323-2582.5-12841.5-12021.8-3812.8是是是24-3031.0-13093.3-12021.8-3812.8是是是2424-3109.1-13093.3-12021.8-3812.8是是是25-3558.6-13183.8-12021.8-3812.8是是是2525-3637.8-13183.8-12021.8-3812.8是是是26-4088.1-14282.0-12676.5-4020.4是是是2626-4168.8-14282.0-12676.5-4020.4是是是27-4619.7-15416.3-13322.7-4225.4是是是2727-4701.5-15416.3-13322.7-4225.4是是是28-5153.1-17098.5-13322.7-4225.4是是是2828-5235.6-17098.5-13322.7-4225.4是是是29-5688.1-18817.1-13992.2-4437.8是是是2929-5771.0-18817.1-13992.2-4437.8是是是KZ2-6188.0-19327.5-13992.2-4437.8是是是30KZ2-6265.8-19327.5-13992.2-4437.8是是是31-6736.0-20397.5-16324.3-5177.4是是是3131-6823.7-20397.5-16324.3-5177.4是是是32-7326.9-21305.0-18656.3-5917.0是是是3232-7415.6-21305.0-18656.3-5917.0是是是33-7951.0-22220.3-20988.3-6656.6是是是3333-8040.3-22220.3-20988.3-6656.6是是是34-8607.1-23087.8-23320.4-7396.3是是是3434-8698.1-23087.8-23320.4-7396.3是是是35-9294.2-23847.0-25652.4-8135.9是是是3535-9386.9-23847.0-25652.4-8135.9是是是ZD2-10011.1-24495.4-27984.5-8875.5是是是36ZD2-10105.4-24495.4-27984.5-8875.5是是是37-10944.0-24495.4-27984.5-8875.5是是是3737-11026.5-24495.4-27984.5-8875.5是是是D1-11362.2-22612.6-27984.5-8875.5是是是38D1406.722062.527984.58875.5是否是R0——————3.1.8主梁运营阶段抗倾覆验算0号墩柱左倾倾覆验算表支座名称D0左D0中D0右支座间距(m)0.004.158.29支座竖向力(kN)永久作用标准值效应2701.472236.001770.53失稳效应对应并发支反力D0中-8.31-7.54-6.78D0右151.3146.24-58.83D1中361.18443.57525.96D1右684.19438.26192.34特征状态1验算1.0RGki+1.4RQki2689.8362225.4441761.0381.0RGki+1.4RQki2913.3042300.7361688.1681.0RGki+1.4RQki3207.1222856.9982506.8741.0RGki+1.4RQki3659.3362849.5642039.806验算结论满足要求抗倾覆验算稳定效应(kN.m)0.009268.2314677.67失稳效应(kN.m)D0中-0.00-31.26-56.20D0右0.00191.65-487.72D1中0.001838.594360.19D1右0.001816.611594.47稳定性系数-100.00100.00是否满足-是是0号墩柱右倾倾覆验算表支座名称D0左D0中D0右支座间距(m)8.294.150.00支座竖向力(kN)永久作用标准值效应2701.472236.001770.53失稳效应对应并发支反力D0左-313.97323.57961.10D0中-8.31-7.54-6.78D1左-107.16102.04311.25D1中361.18443.57525.96特征状态1验算1.0RGki+1.4RQki2261.9122688.9983116.071.0RGki+1.4RQki2689.8362225.4441761.0381.0RGki+1.4RQki2551.4462378.8562206.281.0RGki+1.4RQki3207.1222856.9982506.874验算结论满足要求抗倾覆验算稳定效应(kN.m)22395.199279.40.00失稳效应(kN.m)D0左-2602.791341.200.00D0中-68.85-31.26-0.00D1左-888.33422.970.00D1中2994.161838.590.00稳定性系数36.71100.00-是否满足是是-1号墩柱左倾倾覆验算表支座名称D1左D1中D1右支座间距(m)0.004.158.29支座竖向力(kN)永久作用标准值效应2700.422236.001771.58失稳效应对应并发支反力D0中361.17443.57525.96D0右684.05438.27192.48D1中-8.31-7.54-6.78D1右151.1746.24-58.69特征状态1验算1.0RGki+1.4RQki3206.0582856.9982507.9241.0RGki+1.4RQki3658.092849.5782041.0521.0RGki+1.4RQki2688.7862225.4441762.0881.0RGki+1.4RQki2912.0582300.7361689.414验算结论满足要求抗倾覆验算稳定效应(kN.m)0.009268.2314686.38失稳效应(kN.m)D0中0.001838.594360.21D0右0.001816.611595.63D1中-0.00-31.26-56.18D1右0.00191.65-486.56稳定性系数-100.00100.00是否满足-是是1号墩柱右倾倾覆验算表支座名称D1左D1中D1右支座间距(m)8.294.150.00支座竖向力(kN)永久作用标准值效应2700.422236.001771.58失稳效应对应并发支反力D0左-106.87102.05310.97D0中361.17443.57525.96D1左-313.69323.57960.83D1中-8.31-7.54-6.78特征状态1验算1.0RGki+1.4RQki2550.8022378.872206.9381.0RGki+1.4RQki3206.0582856.9982507.9241.0RGki+1.4RQki2261.2542688.9983116.7421.0RGki+1.4RQki2688.7862225.4441762.088验算结论满足要求抗倾覆验算稳定效应(kN.m)22386.489279.400.00失稳效应(kN.m)D0左-885.99422.990.00D0中2994.131838.590.00D1左-2600.531341.200.00D1中-68.87-31.26-0.00稳定性系数36.71100.00-是否满足是是-3.2端横梁验算3.2.1端横梁模型3.2.2端横梁承载能力极限状态正截面抗弯验算最大弯矩：根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG3362-2018)第5.1.2条的规定，桥梁构件的承载能力极限状态计算应满足：γ0S≤R最大弯矩及其对应的抗力图最大弯矩和对应的抗力表格单元截面位置MAX_MY对应的内力承载力第I组第II组是否通过N(kN)MY(kN·m)MZ(kN·m)N1(kN)MY1(kN·m)MZ1(kN·m)N2(kN)MY2(kN·m)MZ2(kN·m)1L0000-9494.90084.70是L10-3.6-00-9585.3007344.60是2L10-3.6-00-9585.3007344.60是D00-870.3-00-9585.3007344.60是3D00-870.3-00-9585.3007344.60是40230.7-00-9518.2007327.00是440230.7-00-9518.2007327.00是501299.600-9518.2007327.00是5501299.600-9518.2007327.00是L201863.300-9518.2007327.00是6L201863.300-9518.2007327.00是701269.100-9518.2007327.00是7701269.100-9518.2007327.00是8038.200-9518.2007327.00是88038.200-9518.2007327.00是D20-94.900-9585.3007344.60是9D20-94.900-9585.3007344.60是100594.100-9518.2007327.00是10100594.100-9518.2007327.00是R201832.200-9518.2007327.00是11R201832.200-9518.2007327.00是1201680.900-9518.2007327.00是121201680.900-9518.2007327.00是1301015.6-00-9518.2007327.00是131301015.6-00-9518.2007327.00是140-311.7-00-9585.3007344.60是14140-311.7-00-9585.3007344.60是D10-870.3-00-9585.3007344.60是15D10-870.3-00-9585.3007344.60是R10-3.6-00-9585.3007344.60是16R10-3.6-00-9585.3007344.60是R0000-9494.90084.70是最小弯矩：根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG3362-2018)第5.1.2条的规定，桥梁构件的承载能力极限状态计算应满足：γ0S≤R最小弯矩及其对应的抗力图最小弯矩和对应的抗力表格单元截面位置MIN_MY对应的内力承载力承载力I承载力II是否通过N(kN)MY(kN·m)MZ(kN·m)N1(kN)MY1(kN·m)MZ1(kN·m)N2(kN)MY2(kN·m)MZ2(kN·m)1L0000-9494.90084.70是L10-4.3-00-9585.3007344.60是2L10-4.3-00-9585.3007344.60是D00-1044.4-00-9585.3007344.60是3D00-1044.4-00-9585.3007344.60是40-268.4-00-9585.3007344.60是440-268.4-00-9585.3007344.60是50268.200-9518.2007327.00是550268.200-9518.2007327.00是L20506.900-9518.2007327.00是6L20506.900-9518.2007327.00是7010.600-9518.2007327.00是77010.600-9518.2007327.00是80-1523.200-9585.3007344.60是880-1523.200-9585.3007344.60是D20-1809.700-9585.3007344.60是9D20-1809.700-9585.3007344.60是100-564.700-9585.3007344.60是10100-564.700-9585.3007344.60是R20-1007.700-9585.3007344.60是11R20-1007.700-9585.3007344.60是120-1669.400-9585.3007344.60是12120-1669.400-9585.3007344.60是130-3949.5-00-9585.3007344.60是13130-3949.5-00-9585.3007344.60是140-6475.2-00-9585.3007344.60是14140-6475.2-00-9585.3007344.60是D10-7209.0-00-9585.3007344.60是15D10-7209.0-00-9585.3007344.60是R10-5171.7-00-9585.3007344.60是16R10-5171.7-00-9585.3007344.60是R0-4714.100-9535.40084.70是3.2.3端横梁承载能力极限状态斜截面抗剪验算最大剪力：根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG3362-2018)第5.1.2条的规定，桥梁构件的承载能力极限状态计算应满足：γ0S≤R最大剪力及其对应的抗力图最大剪力及其对应的抗力表格单元截面位置剪力值(kN)承载力(kN)抗剪上限(kN)抗剪下限(kN)尺寸是否满足是否需要抗剪验算强度是否满足1L0——————L1-28.6-8301.4-13973.5-3545.4是否是2L1-1544.4-8301.4-13973.5-3545.4是否是D0-1607.3-8301.4-13973.5-3545.4是否是3D01304.18301.413973.53545.4是否是41165.59108.713973.53545.4是否是441165.59108.713973.53545.4是否是51028.29108.713973.53545.4是否是551028.29108.713973.53545.4是否是L2949.99108.713973.53545.4是否是6L2-663.1-9108.7-13973.5-3545.4是否是7-781.5-9108.7-13973.5-3545.4是否是77-781.5-9108.7-13973.5-3545.4是否是8-978.1-9108.7-13973.5-3545.4是否是88-978.1-9108.7-13973.5-3545.4是否是D2-993.5-8301.4-13973.5-3545.4是否是9D22928.08301.413973.53545.4是否是102471.79108.713973.53545.4是否是10102471.79108.713973.53545.4是否是R22061.69108.713973.53545.4是否是11R2339.9——————12162.2——————1212162.2——————13-445.9-9108.7-13973.5-3545.4是否是1313-445.9-9108.7-13973.5-3545.4是否是14-747.6-8301.4-13973.5-3545.4是否是1414-747.6-8301.4-13973.5-3545.4是否是D1-779.6-8301.4-13973.5-3545.4是否是15D14195.27850.013973.53545.4是是是R14119.77850.013973.53545.4是是是16R12300.77850.013973.53545.4是否是R2266.4——————最小剪力：根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTG3362-2018)第5.1.2条的规定，桥梁构件的承载能力极限状态计算应满足：γ0S≤R最小剪力及其对应的抗力图最小剪力及其对应的抗力表格单元截面位置剪力值(kN)承载力(kN)抗剪上限