桥台土压力计算

3#桥台计算桥台宽B：8一.桥台自重：耳墙V＝6.8m3G＝170KN-2.87mMo＝G×e＝-487.9KN.m背墙、帽梁V＝22.1m3G＝552.5KN-0.842mMo＝G×e＝-465.205KN.m承台V1＝44m3G＝1100KN0mMo＝G×e＝0KN.m肋板V1＝7.84m3G＝196KN-0.45mMo＝G×e＝-88.2KN.m台前基础填土V1＝0m3G＝0KN1.9mMo＝G×e＝0KN.m桥台小计∑G＝2018.5KN∑Mo＝-1041.305KN.m二.桥台土压力计算：1.无车辆荷载时主动土压力μ＝(cos2(φ-α））/{cos2α*cos(α+δ)*[1+(sin(φ+δ)*sin(φ-β)/(cos(θ+δ）*cos(δ-β）))0.5]2}φδ（deg）（rad）（deg）（rad）（deg）（rad）（deg）（rad）0000350.6108652417.50.30543262μ＝0.246122947B＝8mγ＝18KN/m3背墙高H1＝2.87m肋板高H2＝3.5m承台高H3＝2m总高H＝8.37m（1）背墙土压力距基础中线距离e＝αβE＝0.5*B*μ*γ*H2距基础中线距离e＝距基础中线距离e＝距基础中线距离e＝距基础中线距离e＝E＝145.9649KN水平分力Ex＝139.2092KNCo＝0.956667mMx＝898.8273KN.m竖向分力Ey＝43.89249KNey＝-1.4mMy＝-61.4495KN.m（2）肋板土压力肋板宽D＝0.7m肋板净距lo＝3.3m肋板个数n＝2计算宽度b=1.05me1=13.35045KN/me2=29.63148KN/mE=150.4367KN水平分力Ex＝143.4741KNCo＝(0.5*e1*H22+0.5*(e2-e1)*H2*H2/3)/E=0.7645202mMx＝396.637KN.m竖向分力Ey＝45.2372KNey＝-1.25mMy＝-56.5465KN.m（3）承台土压力承台宽D＝6m承台净距lo＝0m承台个数n＝1计算宽度b=6me1=169.3227KN/me2=222.4853KN/mE=391.808KN水平分力Ex＝373.674KNCo＝(0.5*e1*H32+0.5*(e2-e1)*H3*H3/3)/E=0.9547716mMx＝356.7733KN.m竖向分力Ey＝117.819KNey＝-2.25mMy＝-265.093KN.m小计∑N＝206.9486402∑H＝656.3572315KN∑M＝1652.237587KN.m2.有车辆荷载时主动土压力（4）汽车等代土压力破坏棱体破裂面与竖直线夹角的正切值按下式计算：tgθ＝ω＝0.916298radtgθ＝0.583464θ＝0.528172rad破坏棱体破裂面长度：Esin(δ+α)＝-2.25Ey*ey＝Ey*ey＝Ecos(δ+α)＝b*μ*γ*（H1+H2）=b*μ*γ*(H1+H2+H3)=n*0.5*(e1+e2)*H3=Ecos(δ+α)＝Esin(δ+α)＝(H1/3)=Ex*(Co+H2+H3)＝Esin(δ+α)＝-1.25Ey*ey＝-1.4Ecos(δ+α)＝Ex*(Co+H3)＝b*μ*γ*H1=b*μ*γ*(H1+H2)=n*0.5*(e1+e2)*H2=0.5*B*μ*γ*H12＝Ex*Co＝E＝0.5*γ*H（H＋2h）*B*μ[(ctgφ+tgω)(tgω-tgα)]0.5-tgωα+δ+φ＝L＝4.88359m破坏棱体破裂面长度范围只能布置重车的两个后轴140KN等代均布土层厚度h：h＝0.796318mq＝28.22286KN/mE＝236.2253KN水平分力Ex＝225.2921KNCo＝4.185mMx＝942.8473KN.m竖向分力Ey＝71.03432KNey＝-2.25mMy＝-159.827KN.m三.上部结构支点反力：1.恒载：N＝1390KNe＝-0.42mMo＝-583.8KN.m2.恒＋活：N＝2630KNe＝-0.42mMo＝-1104.6KN.m3.支座摩阻力：F＝μN＝69.5KNe＝6.7mMo＝465.65KN.m四.荷载组合：1.恒载：N＝3615.449KNH＝725.8572KNMo＝492.7826KN.m2.恒载+台后荷载：N＝3686.483KNH＝951.1493KNMo＝2019.43KN.m3.恒载+台前荷载：N＝4855.449KNH＝725.8572KNMo＝-28.0174KN.m4.主＋附：N＝4926.483KNH＝951.1493KNMo＝914.8299KN.m五.桩基础计算：取最不利工况恒载+前后荷载计算桥梁博士---基础计算系统输出文档描述:1文档描述:1任务标识:2计算类别:多排弹性基础计算Ey*ey＝Ecos(δ+α)＝B*μ*r*h＝B*μ*r*h*H＝0.5*H＝Esin(δ+α)＝Ex*Co＝G/(γ*L*B)＝H(tgα+tgθ)＝------------------------------------------------------------输入数据:h=12.000m,lo=0.000malfa=0.490,m=15000.000,Co=180000.000,Ao=7.100m*m,EA=21991149.000KN,EI=1099557.000KN-m*m外力P=10966.000KN,H=2071.000KN,M=560.000KN-m基底不嵌入岩石层桩排信息:桩排号桩坐标桩数1-1.5420331.54------------------------------------------------------------承台刚度信息:承台单位竖向位移时,桩顶竖向反力合计=1.042e+007KN承台单位水平位移时,桩顶水平反力合计=1.514e+006KN承台单位水平位移时,桩顶反弯矩合计=-2.862e+006KN-m承台单位转角时,桩柱顶反弯矩合计=2.585e+007KN-m承台位移计算结果:承台竖向位移=0.0011m,水平位移=0.0018m,转角位移=0.0002弧度各单桩桩顶内力及地面处的内力列表桩号X坐标NQMMoQo1-1.5685.8188.3-288.4-288.4188.320996.9188.3-288.4-288.4188.331.51308188.3-288.4-288.4188.3单桩效应输出地面处桩柱弯矩:Mo=-288.4KN-m,剪力Ho=188.3KN桩柱顶弯矩:Ma=-288.4KN-m地面处桩柱变位:水平位移=0.0018m,转角=-0.0002弧度桩柱底弯矩:Mh=-0.0KN-m坐标位移弯矩剪力土应力00.0018-288.4188.30-0.60.0016-177.4178.914.5-1.20.0014-7715424.8-1.80.00115.3119.330.3-2.40.000965.380.731.2-30.0006101.443.428.5-3.60.0004118.411.123.3-4.20.0002114.8-17.415.2-4.80.0001103.2-30.410.4-5.40.000181.9-39.34.2-6057.4-41.1-1.1-6.6-0.000135.2-35-5.4-7.2-0.000114.8-26.6-10.1-7.8-0.00015.6-10-14.3-8.4-0.000100-17.7-9-0.000100-19-9.6-0.000100-20.2-10.2-0.000100-21.5-10.8-0.000100-22.7-11.4-0.000100-24-12-0.000100-25.3------------------------------------------------------------计算成功完成alfa=0.490,m=15000.000,Co=180000.000,Ao=7.100m*m,EA=21991149.000KN,EI=1099557.000KN-m*m