新路线F桥台##F桥台二

F1桥台##2桥台计算书编制人：审核人：编制日期：计算资料编制依据《公路桥涵设计通用规范》（JTGD60—2004）《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62—2004）《公路桥涵地基与基础设计规范》（JTGD63—2007）《公路圬工桥涵设计规范》（JTGD61—2005）《公路砖石及混凝土桥涵设计规范》（JTJ022-85）《公路设计手册—墩台和基础》《桥梁墩台与基础工程》结构信息几何尺寸计算参数总体计算参数桥台材料类型WC25桥台材料容重(kN/23桥台总体积(160.54桥台重(kN)3725.544基础类型承台基础构件计算长度((m)4.3荷载信息上部结构永久作用上部结构恒载支座号竖向力1202522025其它永久作用其它永久作用搭板是否自动计计算是二期恒载集度((kN/m2)3搭板全长恒载分分配于桥台台上的比例例0.5是否计入台前土土压力否是否计入台后土土压力是台后土压力计算算方法主动土压力可变作用可变作用信息活载加载方式简支梁影响线汽车等级公路I级车道数3汽车冲击系数1.3人群集度(kN/0人行道总宽(mm)0汽车引起土侧压压力加载方方式车辆荷载制动力(kN))133制动力作用标高高(m)4.45温度力(kN))20温度力作用标高高(m)4.45摩阻力(kN))20摩阻力作用标高高(m)4.45上部结构梁与搭板计算长度梁计算跨径(mm)29.2起点支座距梁段段(m)0.4终点支座距梁段段(m)0.4搭板计算跨径((m)0起点支座距搭板板段(m)0终点支座搭板梁梁段(m))0桥台计算验算截面标高：3.5(m).前墙(独立墙)截面计算位置描述所取截面标高3.5m，距离台底3.5m，截面面积为20.98m^2，顺桥向抗弯惯矩为4.475m^4.荷载分析集中荷载集中荷载汇总表荷载名称荷载类型荷载位置(m))集中力(kN))集中矩(kN∙m)上部恒载1结构重力X3.99HX0MX0Y0HY0MY0Z0P-2025MZ0上部恒载2结构重力X-3.99HX0MX0Y0HY0MY0Z0P-2025MZ0帽粱自重结构重力X0HX0MX0Y0.17HY0MY0Z0P-327.255MZ0背墙自重结构重力X4.429e--5HX0MX0Y-0.71HY0MY0Z0P-428.299MZ0前墙自重结构重力X0HX0MX0Y0.72HY0MY0Z0P0MZ0垫石自重结构重力X3.99HX0MX0Y0HY0MY0Z0P-0.9MZ0垫石自重结构重力X-3.99HX0MX0Y0HY0MY0Z0P-0.9MZ0挡块自重结构重力X4.791HX0MX0Y0.17HY0MY0Z0P-5.62MZ0挡块自重结构重力X-4.79HX0MX0Y0.17HY0MY0Z0P-5.62MZ0台后土压力土侧压力X0HX0MX0Y-0.88HY131.22MY0Z4.333P-35.16MZ0汽车土压力汽车土侧X0HX0MX0Y-0.88HY96.07MY0Z4.75P-25.74MZ0制动力1汽车制动X0HX0MX0Y0HY133MY0Z4.45P0MZ0摩阻力1支座摩阻X0HX0MX0Y0HY20MY0Z4.45P0MZ0温度力1整体温度X0HX0MX0Y0HY20MY0Z4.45P0MZ0梯形荷载梯形荷载汇总表荷载名称荷载类型荷载位置(m))集度(kN/m)搭板恒载结构重力X15.856HX10Y1-1.03HY10Z10P1-25.5X25.5e-3HX20Y2-1.03HY20Z20P2-25.5搭板恒载结构重力X1-4.5e-33HX10Y1-1.03HY10Z10P1-25.5X2-5.855HX20Y2-1.03HY20Z20P2-25.5单项荷载内力单项荷载内力荷载名称N(kN)Q(kN)M(kN∙m)上部恒载120250-162上部恒载220250-162帽粱自重327.250-81.8133背墙自重428.290269.6199前墙自重000垫石自重1.80-0.144挡块自重11.230-2.808搭板恒载298.350283.4333台后土压力35.16131.22-81.22汽车土压力25.7496.07-99.4944制动力10133-126.355摩阻力1020-19温度力1020-19汽车Nmax1154.9440-92.3955汽车Nmin-12.300.983汽车Hmax000汽车Hmin000汽车Mmax-12.2900.984汽车Mmin1154.9440-92.3955人群Nmax000人群Nmin000人群Hmax000人群Hmin000人群Mmax000人群Mmin000内力组合承载能力极限状态(基本组合)截面内力组合效应工况N(kN)Q(kN)M(kN∙m)N8618.8320.43-199.4885N5648.355144.3470.888Q6836.233532.02-256.9335Q6793.011144.34101.1177M5808.222144.34192.56M7739.577514.14-445.7332截面内力标准值组合效应工况N(kN)Q(kN)M(kN∙m)N6332.766227.29-128.8222N5139.788131.2264.051Q5177.822380.29-181.7777Q5152.088131.2263.067M5139.799131.2264.051M6332.766380.29-274.1772承载力验算正截面抗压承载力验算承载能力极限状态(基本组合)截面抗压承载力验算工况偏心距e(m))偏心距限值[e](m)偏心距是否满足设计轴力γ0偏心距影响系数φ截面强度NR抗压承载力是否满足N2.315e--20.48是8618.811.99e5是N1.255e--20.48是5648.35512.02e5是M3.315e--20.48是5808.22211.97e5是M5.759e--20.48是7739.57711.9e5是截面抗剪承载力验算承载力极限状态(基本组合)截面抗剪强度验算表工况剪力设计值γ0受剪面积A(材料抗剪强度设计值f压力标准值Nk截面抗剪强度VR是否满足N320.4320.981.856332.7664.2e4是N144.3420.981.855139.7884.14e4是Q532.0220.981.855177.8224.14e4是Q144.3420.981.855152.0884.14e4是左侧墙(挡土墙)截面计算位置描述所取截面标高3.5m，距离台底3.5m，截面面积为1.25m^2，截面抵抗矩为0.26m^3.荷载分析集中荷载集中荷载汇总表荷载名称荷载类型荷载位置(m))集中力(kN))集中矩(kN∙m)侧墙混凝土自重重结构重力X6.306HX0MX0Y0HY0MY0Z0P-6MZ0侧墙墙身自重结构重力X6.092HX0MX0Y0HY0MY0Z0P-44.97MZ0台后土压力土侧压力X6.084HX0.11MX0Y0HY0MY0Z5.826P-2.92e--2MZ0台后土压力土侧压力X5.581HX13.03MX0Y0HY0MY0Z4.317P-8.6MZ0汽车土压力汽车土侧X6.099HX0.76MX0Y0HY0MY0Z5.87P-0.2MZ0汽车土压力汽车土侧X5.682HX8.64MX0Y0HY0MY0Z4.62P-5.7MZ0单项荷载内力单项荷载内力荷载名称N(kN)Q(kN)M(kN∙m)侧墙混凝土自重重602.239侧墙墙身自重44.9707.195台后土压力8.6313.147.883汽车土压力5.919.410.09内力组合承载能力极限状态(基本组合)截面内力组合效应工况N(kN)Q(kN)M(kN∙m)N89.6734.7140.132N65.5614.4519.048Q89.6734.7140.132Q76.7714.4521.124M89.6734.7140.132M65.5614.4519.048截面内力标准值组合效应工况N(kN)Q(kN)M(kN∙m)N65.5122.5427.407N59.613.1417.317Q65.5122.5427.407Q59.613.1417.317M65.5122.5427.407M59.613.1417.317承载力验算正截面抗弯承载力验算承载能力极限状态(基本组合)截面抗弯承载力验算工况弯矩设计值γ受拉边缘抵抗矩矩W(材料抗拉强度f截面强度M是否满足M40.1320.260.92238.1877是M19.0480.260.92238.1877是截面抗剪承载力验算承载力极限状态(基本组合)截面抗剪强度验算表工况剪力设计值γ0受剪面积A(材料抗剪强度设计值f压力标准值Nk截面抗剪强度VR是否满足N34.711.251.8565.512338.511是N14.451.251.8559.62335.555是Q34.711.251.8565.512338.511是Q14.451.251.8559.62335.555是右侧墙(挡土墙)截面计算位置描述所取截面标高3.5m，距离台底3.5m，截面面积为1.33m^2，截面抵抗矩为0.3m^3.荷载分析集中荷载集中荷载汇总表表荷载名称荷载类型荷载位置(m))集中力(kN))集中矩(kN∙m)侧墙混凝土自重重结构重力X-6.306HX0MX0Y0HY0MY0Z0P-6MZ0侧墙墙身自重结构重力X-6.065HX0MX0Y0HY0MY0Z0P-52.75MZ0台后土压力土侧压力X-5.5HX-13.17MX0Y0HY0MY0Z4.333P-8.7MZ0汽车土压力汽车土侧X-5.638HX-9.64MX0Y0HY0MY0Z4.75P-6.37MZ0单项荷载内力单项荷载内力荷载名称N(kN)Q(kN)M(kN∙m)侧墙混凝土自重重60-2.501侧墙墙身自重52.750-9.329台后土压力8.7-13.17-7.593汽车土压力6.37-9.64-10.4622内力组合承载能力极限状状态(基本组合合)截面内力组组合效应工况N(kN)Q(kN)M(kN∙m)N100.75-35.14-43.4199N74.19-14.49-21.3655Q87.11-14.49-23.9677Q100.75-35.14-43.4199M74.19-14.49-21.3655M100.75-35.14-43.4199截面内力标准值值组合效应应工况N(kN)Q(kN)M(kN∙m)N73.81-22.82-29.8844N67.45-13.17-19.4233Q67.45-13.17-19.4233Q73.81-22.82-29.8844M67.45-13.17-19.4233M73.81-22.82-29.8844承载力验算正截面抗弯承载载力验算承载能力极限状状态(基本组合合)截面抗弯弯承载力验验算工况弯矩设计值γ受拉边缘抵抗矩矩W(材料抗拉强度f截面强度M是否满足M21.3650.30.92272.77是M43.4190.30.92272.77是截面抗剪承载力力验算承载力极限状态态(基本组合合)截面抗剪剪强度验算算表工况剪力设计值γ0受剪面积A(材料抗剪强度设计值f压力标准值Nk截面抗剪强度VR是否满足N35.141.331.8573.812504.377是N14.491.331.8567.452501.199是Q14.491.331.8567.452501.199是Q35.141.331.8573.812504.377是验算截面标高：：1.755(m)..前墙(独立墙))截面计算算位置描述所取截面标高11.75mm，距离台台底1.775m，截截面面积为为28.663m^22，顺桥桥向抗弯惯惯矩为111.3711m^4..荷载分析集中荷载集中荷载汇总表表荷载名称荷载类型荷载位置(m))集中力(kN))集中矩(kN∙m)上部恒载1结构重力X3.99HX0MX0Y0HY0MY0Z0P-2025MZ0上部恒载2结构重力X-3.99HX0MX0Y0HY0MY0Z0P-2025MZ0帽粱自重结构重力X0HX0MX0Y0.17HY0MY0Z0P-327.255MZ0背墙自重结构重力X4.429e--5HX0MX0Y-0.71HY0MY0Z0P-428.299MZ0前墙自重结构重力X0HX0MX0Y-0.233HY0MY0Z0P-998.277MZ0垫石自重结构重力X3.99HX0MX0Y0HY0MY0Z0P-0.9MZ0垫石自重结构重力X-3.99HX0MX0Y0HY0MY0Z0P-0.9MZ0挡块自重结构重力X4.791HX0MX0Y0.17HY0MY0Z0P-5.62MZ0挡块自重结构重力X-4.79HX0MX0Y0.17HY0MY0Z0P-5.62MZ0台后土压力土侧压力X0HX0MX0Y-0.88HY131.22MY0Z4.333P-35.16MZ0台后土压力土侧压力X0HX0MX0Y-1.197HY326.4MY0Z2.549P-215.511MZ0汽车土压力汽车土侧X0HX0MX0Y-0.88HY96.07MY0Z4.75P-25.74MZ0汽车土压力汽车土侧X0HX0MX0Y-1.172HY88.51MY0Z2.625P-58.44MZ0制动力1汽车制动X0HX0MX0Y0HY133MY0Z4.45P0MZ0摩阻力1支座摩阻X0HX0MX0Y0HY20MY0Z4.45P0MZ0温度力1整体温度X0HX0MX0Y0HY20MY0Z4.45P0MZ0梯形荷载梯形荷载汇总表表荷载名称荷载类型荷载位置(m))集度(kN/m)搭板恒载结构重力X15.856HX10Y1-1.03HY10Z10P1-25.5X25.5e-3HX20Y2-1.03HY20Z20P2-25.5搭板恒载结构重力X1-4.5e-33HX10Y1-1.03HY10Z10P1-25.5X2-5.855HX20Y2-1.03HY20Z20P2-25.5单项荷载内力单项荷载内力荷载名称N(kN)Q(kN)M(kN∙m)上部恒载120250-752.6225上部恒载220250-752.6225帽粱自重327.250-177.2661背墙自重428.290144.7022前墙自重998.270-138.0998垫石自重1.80-0.669挡块自重11.230-6.084搭板恒载298.350196.4144台后土压力250.67457.62-404.1885汽车土压力84.18184.58-305.8119制动力10133-359.1摩阻力1020-54温度力1020-54汽车Nmax1154.9440-429.2553汽车Nmin-12.304.569汽车Hmax000汽车Hmin000汽车Mmax-12.2904.57汽车Mmin1154.9440-429.2553人群Nmax000人群Nmin000人群Hmax000人群Hmin000人群Mmax000人群Mmin000内力组合承载能力极限状状态(基本组合合)截面内力组组合效应工况N(kN)Q(kN)M(kN∙m)N1.03e4932.13-3622.1109N6983.5503.38-2072.4439Q8587.7111153.922-3500.5573Q8347.788503.38-2406.4449M7143.377503.38-1997.3391M1.02e41016.655-3984.6667截面内力标准值值组合效应工况N(kN)Q(kN)M(kN∙m)N7604.977642.2-2625.5504N6353.566457.62-1885.8863Q6450.033795.2-2609.3351Q6365.855457.62-1890.4431M6353.566457.62-1885.8861M7604.977795.2-3038.6604承载力验算正截面抗压承载载力验算承载能力极限状状态(基本组合合)截面抗压压承载力验验算工况偏心距e(m))偏心距限值[e](m)偏心距是否满足设计轴力γ0偏心距影响系数φ截面强度NR抗压承载力是否满足N0.350.655是1.03e411.9e5是N0.2970.655是6983.512.04e5是M0.280.655是7143.37712.08e5是M0.3920.655是1.02e411.79e5是截面抗剪承载力力验算承载力极限状态态(基本组合合)截面抗剪剪强度验算算表工况剪力设计值γ0受剪面积A(材料抗剪强度设计值f压力标准值Nk截面抗剪强度VR是否满足N932.1328.631.857604.9775.68e4是N503.3828.631.856353.5665.61e4是Q1153.92228.631.856450.0335.62e4是Q503.3828.631.856365.8555.61e4是左侧墙(挡土墙墙)截面计计算位置描述所取截面标高11.75mm，距离台台底1.775m，截截面面积为为1.833m^2，截面抵抗抗矩为0..56m^^3.荷载分析集中荷载集中荷载汇总表表荷载名称荷载类型荷载位置(m))集中力(kN))集中矩(kN∙m)侧墙混凝土自重重结构重力X6.306HX0MX0Y0HY0MY0Z0P-6MZ0侧墙墙身自重结构重力X5.91HX0MX0Y0HY0MY0Z0P-106.877MZ0台后土压力土侧压力X6.084HX0.11MX0Y0HY0MY0Z5.826P-2.92e--2MZ0台后土压力土侧压力X5.195HX37.92MX0Y0HY0MY0Z3.157P-25.04MZ0汽车土压力汽车土侧X6.099HX0.76MX0Y0HY0MY0Z5.87P-0.2MZ0汽车土压力汽车土侧X5.391HX15.39MX0Y0HY0MY0Z3.745P-10.16MZ0单项荷载内力单项荷载内力荷载名称N(kN)Q(kN)M(kN∙m)侧墙混凝土自重重603.989侧墙墙身自重106.87028.768台后土压力25.0738.0342.634汽车土压力10.3616.1531.396内力组合承载能力极限状状态(基本组合合)截面内力组组合效应工况N(kN)Q(kN)M(kN∙m)N203.5683.45157.2466N151.7441.8482.93Q203.5683.45157.2466Q176.5741.8490.136M203.5683.45157.2466M151.7441.8482.93截面内力标准值值组合效应应工况N(kN)Q(kN)M(kN∙m)N148.3154.19106.7877N137.9438.0375.391Q148.3154.19106.7877Q137.9438.0375.391M148.3154.19106.7877M137.9438.0375.391承载力验算正截面抗弯承载载力验算承载能力极限状状态(基本组合合)截面抗弯弯承载力验验算工况弯矩设计值γ受拉边缘抵抗矩矩W(材料抗拉强度f截面强度M是否满足M157.24660.560.92513.3222是M82.930.560.92513.3222是截面抗剪承载力力验算承载力极限状态态(基本组合合)截面抗剪剪强度验算算表工况剪力设计值γ0受剪面积A(材料抗剪强度设计值f压力标准值Nk截面抗剪强度VR是否满足N83.451.831.85148.313459.077是N41.841.831.85137.943453.899是Q83.451.831.85148.313459.077是Q41.841.831.85137.943453.899是右侧墙(挡土墙墙)截面计计算位置描述所取截面标高11.75mm，距离台台底1.775m，截截面面积为为1.922m^2，截面抵抗抗矩为0..61m^^3.荷载分析集中荷载集中荷载汇总表表荷载名称荷载类型荷载位置(m))集中力(kN))集中矩(kN∙m)侧墙混凝土自重重结构重力X-6.306HX0MX0Y0HY0MY0Z0P-6MZ0侧墙墙身自重结构重力X-5.882HX0MX0Y0HY0MY0Z0P-118.177MZ0台后土压力土侧压力X-5.111HX-38.07MX0Y0HY0MY0Z3.167P-25.13MZ0汽车土压力汽车土侧X-5.347HX-16.39MX0Y0HY0MY0Z3.875P-10.82MZ0单项荷载内力单项荷载内力荷载名称N(kN)Q(kN)M(kN∙m)侧墙混凝土自重重60-4.251侧墙墙身自重118.170-33.6844台后土压力25.13-38.07-41.7055汽车土压力10.82-16.39-32.13内力组合承载能力极限状状态(基本组合合)截面内力组组合效应工况N(kN)Q(kN)M(kN∙m)N219.28-83.87-163.788N164.24-41.87-87.6044Q191.55-41.87-95.95Q219.28-83.87-163.788M164.24-41.87-87.6044M219.28-83.87-163.788截面内力标准值值组合效应应工况N(kN)Q(kN)M(kN∙m)N160.13-54.46-111.777N149.31-38.07-79.64Q149.31-38.07-79.64Q160.13-54.46-111.777M149.31-38.07-79.64M160.13-54.46-111.777承载力验算正截面抗弯承载载力验算承载能力极限状状态(基本组合合)截面抗弯弯承载力验验算工况弯矩设计值γ受拉边缘抵抗矩矩W(材料抗拉强度f截面强度M是否满足M87.6040.610.92563.5422是M163.780.610.92563.5422是截面抗剪承载力力验算承载力极限状态态(基本组合合)截面抗剪剪强度验算算表工况剪力设计值γ0受剪面积A(材料抗剪强度设计值f压力标准值Nk截面抗剪强度VR是否满足N83.871.921.85160.133626.7是N41.871.921.85149.313621.299是Q41.871.921.85149.313621.299是Q83.871.921.85160.133626.7是验算截面标高：：0(m)).前墙(独立墙))截面计算算位置描述所取截面标高00m，距离离台底0mm，截面面面积为366.27mm^2，顺桥向抗抗弯惯矩为为23.1138m^^4.荷载分析集中荷载集中荷载汇总表表荷载名称荷载类型荷载位置(m))集中力(kN))集中矩(kN∙m)上部恒载1结构重力X3.99HX0MX0Y0HY0MY0Z0P-2025MZ0上部恒载2结构重力X-3.99HX0MX0Y0HY0MY0Z0P-2025MZ0帽粱自重结构重力X0HX0MX0Y0.17HY0MY0Z0P-327.255MZ0背墙自重结构重力X4.429e--5HX0MX0Y-0.71HY0MY0Z0P-428.299MZ0前墙自重结构重力X0HX0MX0Y-0.398HY0MY0Z0P-2304.337MZ0垫石自重结构重力X3.99HX0MX0Y0HY0MY0Z0P-0.9MZ0垫石自重结构重力X-3.99HX0MX0Y0HY0MY0Z0P-0.9MZ0挡块自重结构重力X4.791HX0MX0Y0.17HY0MY0Z0P-5.62MZ0挡块自重结构重力X-4.79HX0MX0Y0.17HY0MY0Z0P-5.62MZ0台后土压力土侧压力X0HX0MX0Y-0.88HY131.22MY0Z4.333P-35.16MZ0台后土压力土侧压力X0HX0MX0Y-1.543HY822.04MY0Z1.51P-542.766MZ0汽车土压力汽车土侧X0HX0MX0Y-0.88HY96.07MY0Z4.75P-25.74MZ0汽车土压力汽车土侧X0HX0MX0Y-1.463HY177.02MY0Z1.75P-116.888MZ0制动力1汽车制动X0HX0MX0Y0HY133MY0Z4.45P0MZ0摩阻力1支座摩阻X0HX0MX0Y0HY20MY0Z4.45P0MZ0温度力1整体温度X0HX0MX0Y0HY20MY0Z4.45P0MZ0梯形荷载梯形荷载汇总表表荷载名称荷载类型荷载位置(m))集度(kN/m)搭板恒载结构重力X15.856HX10Y1-1.03HY10Z10P1-25.5X25.5e-3HX20Y2-1.03HY20Z20P2-25.5搭板恒载结构重力X1-4.5e-33HX10Y1-1.03HY10Z10P1-25.5X2-5.855HX20Y2-1.03HY20Z20P2-25.5单项荷载内力单项荷载内力荷载名称N(kN)Q(kN)M(kN∙m)上部恒载120250-1343.225上部恒载220250-1343.225帽粱自重327.250-272.7009背墙自重428.29019.785前墙自重2304.3770-612.255垫石自重1.80-1.194挡块自重11.230-9.36搭板恒载298.350109.3955台后土压力577.92953.26-1324.4452汽车土压力142.62273.09-667.0334制动力10133-591.855摩阻力1020-89温度力1020-89汽车Nmax1154.9440-766.1111汽车Nmin-12.308.154汽车Hmax000汽车Hmin000汽车Mmax-12.2908.157汽车Mmin1154.9440-766.1111人群Nmax000人群Nmin000人群Hmax000人群Hmin000人群Mmax000人群Mmin000内力组合承载能力极限状状态(基本组合合)截面内力组组合效应工况N(kN)Q(kN)M(kN∙m)N1.26e41804.477-8598.9993N8780.1991048.599-5242.4456Q1.09e42053.511-8358.5585Q1.04e41048.599-6014.6637M8940.0661048.599-5214.0033M1.24e41861.733-9051.0071截面内力标准值值组合效应工况N(kN)Q(kN)M(kN∙m)N9296.7661226.355-6210.443N7986.911953.26-4769.1131Q8141.8221379.355-6125.117Q7999.211953.26-4777.2285M7986.911953.26-4769.1129M9296.7661379.355-6891.228承载力验算正截面抗压承载载力验算承载能力极限状状态(基本组合合)截面抗压压承载力验验算工况偏心距e(m))偏心距限值[e](m)偏心距是否满足设计轴力γ0偏心距影响系数φ截面强度NR抗压承载力是否满足N0.680.83是1.26e411.8e5是N0.5970.83是8780.19912.02e5是M0.5830.83是8940.06612.05e5是M0.7280.83是1.24e411.68e5是截面抗剪承载力力验算承载力极限状态态(基本组合合)截面抗剪剪强度验算算表工况剪力设计值γ0受剪面积A(材料抗剪强度设计值f压力标准值Nk截面抗剪强度VR是否满足N1804.47736.271.859296.7667.18e4是N1048.59936.271.857986.9117.11e4是Q2053.51136.271.858141.8227.12e4是Q1048.59936.271.857999.2117.11e4是左侧墙(挡土墙墙)截面计计算位置描述所取截面标高00m，距离离台底0mm，截面面面积为2..41m^^2，截截面抵抗矩矩为0.997m^33.荷载分析集中荷载集中荷载汇总表表荷载名称荷载类型荷载位置(m))集中力(kN))集中矩(kN∙m)侧墙混凝土自重重结构重力X6.306HX0MX0Y0HY0MY0Z0P-6MZ0侧墙墙身自重结构重力X5.723HX0MX0Y0HY0MY0Z0P-192.266MZ0台后土压力土侧压力X6.084HX0.11MX0Y0HY0MY0Z5.826P-2.92e--2MZ0台后土压力土侧压力X4.807HX75.73MX0Y0HY0MY0Z1.993P-50MZ0汽车土压力汽车土侧X6.099HX0.76MX0Y0HY0MY0Z5.87P-0.2MZ0汽车土压力汽车土侧X5.099HX22.14MX0Y0HY0MY0Z2.87P-14.62MZ0单项荷载内力单项荷载内力荷载名称N(kN)Q(kN)M(kN∙m)侧墙混凝土自重重605.739侧墙墙身自重192.26071.82台后土压力50.0375.84124.45汽车土压力14.8222.964.516内力组合承载能力极限状状态(基本组合合)截面内力组组合效应工况N(kN)Q(kN)M(kN∙m)N361.57152.06393.3866N273.1183.42222.21Q361.57152.06393.3866Q316.7383.42239.2733M361.57152.06393.3866M273.1183.42222.21截面内力标准值值组合效应应工况N(kN)Q(kN)M(kN∙m)N263.1198.74266.5255N248.2975.84202.0099Q263.1198.74266.5255Q248.2975.84202.0099M263.1198.74266.5255M248.2975.84202.0099承载力验算正截面抗弯承载载力验算承载能力极限状状态(基本组合合)截面抗弯弯承载力验验算工况弯矩设计值γ受拉边缘抵抗矩矩W(材料抗拉强度f截面强度M是否满足M393.38660.970.92892.8099是M222.210.970.92892.8099是截面抗剪承载力力验算承载力极限状态态(基本组合合)截面抗剪剪强度验算算表工况剪力设计值γ0受剪面积A(材料抗剪强度设计值f压力标准值Nk截面抗剪强度VR是否满足N152.062.411.85263.114595.644是N83.422.411.85248.294588.233是Q152.062.411.85263.114595.644是Q83.422.411.85248.294588.233是右侧墙(挡土墙墙)截面计计算位置描述所取截面标高00m，距离离台底0mm，截面面面积为2..5m^22，截面面抵抗矩为为1.044m^3..荷载分析集中荷载集中荷载汇总表表荷载名称荷载类型荷载位置(m))集中力(kN))集中矩(kN∙m)侧墙混凝土自重重结构重力X-6.306HX0MX0Y0HY0MY0Z0P-6MZ0侧墙墙身自重结构重力X-5.694HX0MX0Y0HY0MY0Z0P-207.077MZ0台后土压力土侧压力X-4.722HX-75.87MX0Y0HY0MY0Z2P-50.09MZ0汽车土压力汽车土侧X-5.055HX-23.15MX0Y0HY0MY0Z3P-15.28MZ0单项荷载内力单项荷载内力荷载名称N(kN)Q(kN)M(kN∙m)侧墙混凝土自重重60-6.001侧墙墙身自重207.070-80.5455台后土压力50.09-75.87-122.5009汽车土压力15.28-23.15-65.6122内力组合承载能力极限状状态(基本组合合)截面内力组组合效应工况N(kN)Q(kN)M(kN∙m)N381.94-152.488-403.9448N289.49-83.46-229.9661Q336.36-83.46-249.0001Q381.94-152.488-403.9448M289.49-83.46-229.9661M381.94-152.488-403.9448截面内力标准值值组合效应应工况N(kN)Q(kN)M(kN∙m)N278.45-99.02-274.6668N263.17-75.87-209.0556Q263.17-75.87-209.0556Q278.45-99.02-274.6668M263.17-75.87-209.0556M278.45-99.02-274.6668承载力验算正截面抗弯承载载力验算承载能力极限状状态(基本组合合)截面抗弯弯承载力验验算工况弯矩设计值γ受拉边缘抵抗矩矩W(材料抗拉强度f截面强度M是否满足M229.96111.040.92958.6666是M403.94881.040.92958.6666是截面抗剪承载力力验算承载力极限状态态(基本组合合)截面抗剪剪强度验算算表工况剪力设计值γ0受剪面积A(材料抗剪强度设计值f压力标准值Nk截面抗剪强度VR是否满足N152.482.51.85278.454765.033是N83.462.51.85263.174757.399是Q83.462.51.85263.174757.399是Q152.482.51.85278.454765.033是搭板计算计算资料结构信息几何尺寸计算参数计算参数计算理论梁理论搭板设计计算长长度l0(m)5荷载信息恒载信息恒载信息所有二期恒载集集度(kNN/m)3活载信息活载信息汽车荷载类型车道荷载汽车荷载横向分分布系数支点：0跨中中：0人群荷载横向分分布系数支点：0跨中中：0车道数4汽车冲击系数1.3人群荷载集度((kN/m10人行道宽度(mm)0搭板验算搭板验算表持久状况承载能能力极限状状态抗弯强强度验算设计弯矩Md((kN.mm)42.045抗弯强度Mudd(kN..m)117.4511是否满足是持久状况承载能能力极限状状态抗剪截截面尺寸验验算设计剪力(kNN)33.64抗剪下限(kNN)210.85是否满足是持久状况承载能能力极限状状态最小配配筋率验算算受拉侧配筋率((%)0.647容许最小配筋率率(%)0.2是否满足是持久状况正常使使用极限状状态混凝土土截面裂缝缝宽度验算算长期弯矩(kNN.m)31.853短期弯矩(kNN.m)31.853裂缝计算宽度((mm)0.114容许裂缝宽度((mm)0.2是否满足是基础荷载分析承台基础集中荷载集中荷载汇总表表荷载名称荷载类型荷载位置(m))集中力(kN))集中矩(kN∙m)上部恒载1结构重力(3.99,-2e-2,0)H