横断面模型分析报告

1、此计算报告由同济曙光-盾构隧道计算分析软件自动生成盾构隧道计算分析报告横断面部分2016-05-28目录1设计信息1.1软件说明1.2隧道信息1.3荷载信息1.4控制参数2分析结果2.1荷载计算结果2.2抗浮验算2.3内力位移计算结果2.4管片验算设计信息1.1软件说明计算采用的软件是：“同济曙光-盾构隧道计算分析分析软件”，由上海同岩土木工程科技有限公司研制。1.2隧道信息1.2.1断面信息说明：角度按逆时针旋转，0表示水平直径右端点处。以下除特别说明外均相同，不再赘述。隧道断面基本几何参数:管片总数：6片 衬砌外直径D1： 10.000m衬砌内直径D2: 9.200m第一管片块的右侧与Y轴

2、的夹角 s: 7.500螺栓总数：10 相邻螺栓(组)间夹角：36.000 顶部螺栓偏角3 : 18.000 断面圆心坐标：(0.000,0.000,0.000)具体几何参数：管片环接头几何参数编号角度X坐标丫坐标编号角度X坐标丫坐标()(m)(m)( )(m)(m)172.001.484.576252.00-1.48-4.572108.00-1.484.577288.001.48-4.573144.00-3.882.828324.003.88-2.824180.00-4.800.009360.004.80-0.005216.00-3.88-2.821036.003.882.82管片几何参数编

3、号起始角( )终止角( )夹角( )182.5097.5015.00297.50162.0064.503162.00234.0072.004234.00306.0072.005306.0018.0072.00618.0082.5064.50隧道位置：地表至隧道顶部的距离H(m):11.00地下水面至隧道顶部的距离Hw(m): 8.001.2.2 土层参数土层参数表土层土层名称土类型厚度(m)天然重度Y (kN/mA3)饱和重度Y (kN/mA3)内聚力C(kPa)内摩擦角( )标贯试验 锤击数N1r填土填土:4.00017.0019.005.0010.0042砂土砂土6.00017.0019.

4、005.0010.0043淤泥质粘 土淤泥质粘土60.00017.0019.005.0010.0041.2.3材料参数管片材料：管片混凝土标号：C50管片实际宽度：1.000 m管片容重：23.000 kN/mA3管片接头：转动K9 (-)MN.m/rad拉压Ks(-)MN/m剪切Kn(-)MN/m转动K9(+)MN.m/rad拉压Ks(+) MN/m剪切Kn(+)MN/m100.01000000.01000000.0100.01000000.01000000.0 :管片环接头转动K9 (-)MN.m/rad拉压Ks(-)MN/m剪切Kn(-)MN/m转动K9(+)MN.m/rad拉压Ks(+

5、)MN/m剪切Kn(+)MN/m0.0100.060.00.0100.080.0注：正负号由接头的局部坐标系而定，在局部坐标系下，拉正压负。1.3荷载信息设计工况数目：1工况1自重+节点约束+水土压力+地基抗力-反力，共4种荷载。荷载图荷载组合系数：永久荷载：135可变何载： 1.40偶然荷载：1.001.3.1水土压力计算参数表:参数名参数值参数名参数值地面超载(kN/m2)20.00侧向土压力系数0.50水土计算方式分算土压力计算方法泰沙基法水压力分布方式规范分布侧向水压力分布方式梯形是否考虑拱肩土压力否是否考虑底部土压力是土压力下限：200.00kN/m2132地层反力计算参数表：地基抗

6、力系数：20.000 MN/mA3是否考虑衬砌自重引起的地基抗力：否1.4设计参数计算模型：修正惯用法(有限元)修正惯用法常数：曰a( n ) = 0.80修正惯用法常数：Xi( E ) = 0.30网格大小：0.201.5管片验算参数管片及连接缝验算参数:参数名参数值参数名参数值截面高度h(mm)0.0截面宽度b(mm)0.0混凝土标号C35:钢筋型号HRB335管片外侧配筋量As(mm2)1000.0管片内侧配筋量As(mm2)1000.0管片外侧钢筋保护层厚度as(mm)30.0管片内侧钢筋保护层厚度as(mm)30.0钢筋直径D(mm)16.0螺栓断面面枳Ab(mm2)1200.0安全

7、度0.60螺栓的有效高度(mm)40.0千斤顶推力验算参数:参数名参数值参数名参数值顶轴推力F(kN)1000.00盾构机千斤顶数量N10中心推力与衬砌管片中心偏心距e(mm)10.00相邻两个千斤顶的距离Ls(mm)100.00应力提高系数n1.65分析结果2.1荷载计算结果2.1.1水土压力水土压力计算结果水土压力参数名参数值(kN/m2)参数名参数值(kN/m2)顶部土压力P1227.40顶部水压力Pw180.36底部土压力P2227.40底部水压力Pw280.36侧向顶部土压力Q1113.70侧向顶部水压力Qw180.36侧向底部土压力Q2:113.70侧向底部水压力Qw2176.40

8、2.1.2地层反力地层反力计算结果：水平直径点处水平方向变位S : 0.000 mm水平直径点处水平方向抗力P： 92.354 kN/mA22.2抗浮验算计算结果浮力：769.690kN抗浮力：2551.465kN满足2.3内力位移计算结果说明：(1)弯矩、接头张开角均以内侧张开为正，反之则为负;(2)内力值为管片实际宽度的内力值，而非单位延米。铀力图剪力医-E60-弯矩图(M)变形囹内力位移计算结果表角度()弯矩(kN.m/m)轴力(kN/m)剪力(kN/m)位移(mm)角度( )弯矩 (kN.m)轴力 (kN/m)剪力(kN/m)位移(mm)0.0-208.792063.2231.579.

9、821185.0-193.672064.63-24.859.4955.0-227.662062.7936.279.962190.0-180.972065.97-22.579.00610.0-246.772062.1932.619.904195.0-168.352066.15-24.408.37915.0-261.702059.3021.159.638200.0-153.762064.28-29.727.64820.0-268.522052.273.049.168205.0-135.492059.64-37.716.86225.0-264.062039.63-20.088.517210.0-11

10、2.392051.74-47.366.10030.0-246.132020.42-46.207.745215.0-83.852040.43-57.585.47835.0-213.691994.27-73.106.959220.0-49.852025.79-67.245.14340.0-166.941961.39-98.526.337225.0-10.982008.22-75.295.21645.0-107.261922.62-120.286.105230.031.481989.49-79.775.71450.0-37.171880.37P-135.376.443235.075.131971.4

11、8-79.806.50855.038.841837.58P-142.217.302240.0117.681954.81-75.877.45160.0116.291795.98-140.798.493245.0157.131939.98-68.508.41865.0190.771757.28-131.449.809250.0191.761927.36-58.259.31770.0258.161723.07P-114.8511.082255.0220.181917.27-45.6910.07975.0314.791694.80-92.0212.191260.0241.291909.91-31.42

12、10.65780.0357.631673.67-64.2413.045265.0254.311905.42-16.0011.01885.0384.381660.56-33.0113.584270.0258.781903.890.0011.14290.0393.611656.06-0.0013.770275.0254.311905.4216.0011.01895.0384.381660.5633.0113.584280.0241.291909.9131.4210.657100.0357.631673.6764.2413.045285.0220.181917.2745.6910.079105.03

13、14.791694.8092.0212.191290.0191.761927.3658.259.317110.0258.161723.07114.8511.082295.0157.131939.9868.508.418115.0190.771757.28131.449.809300.0117.681954.8175.877.451120.0116.291795.98140.798.493305.075.131971.4879.806.508125.038.841837.58142.217.302310.031.481989.4979.775.714130.0-37.171880.37135.3

14、76.443315.0-10.982008.2275.295.216135.0-107.261922.62120.286.105320.0-49.852025.7967.245.143140.0-166.941961.3998.526.337325.0-83.852040.4357.585.478145.0-213.691994.2773.106.959330.0-112.392051.7447.366.100150.0-246.132020.4246.207.745335.0-135.492059.6437.716.862155.0-264.062039.6320.088.517340.0-

15、153.762064.2829.727.648160.0-268.522052.27-3.049.168345.0-168.352066.1524.408.379165.0-261.702059.30-21.159.638350.0-180.972065.9722.579.006170.0-246.772062.19-32.619.904355.0-193.672064.6324.859.495175.0-227.662062.79-36.279.962360.0-208.792063.2031.579.821180.0-208.792063.22-31.579.821内力位移极值表极值名角度

16、( )弯矩(kN.m/m)轴力(kN/m)剪力 (kN/m)位移(mm)ID轴力最大值345.79-170.472066.2923.778.489146轴力最小值90.00393.611656.06-0.0013.77038剪力最大值123.1667.461821.99142.817.70952剪力最小值56.8467.461821.99-142.817.70924弯矩最大值90.00393.611656.06-0.0013.77038弯矩最小值158.68-268.892049.702.519.01767位移最大值90.00393.611656.06-0.0013.77038位移最小值158

17、.68-29.962016.89-71.755.12494注：位移最大值、位移最小值的ID是指节点ID，其它项表示单元ID。注：修正惯用法常数Z = 0.300接头张开角计算结果表编号所处位置( )张开角( )张开量 (mm)编号所处位置( )张开角( )张开量 (mm)182.500.0110.0784234.000.0020.015297.500.0110.0785306.000.0020.0153162.00-0.008-0.055618.00-0.008-0.0552.4管片验算结果1断面安全性验算断面安全性的计算结果参数名最大正弯矩截面最大负弯矩截面最大轴力截面M设计值(kN.m/m)393.61-268.89-170.47N设计值(kN.m/m)1656.062049.702066.29偏心距e(mm)237.7131.282.5外侧混凝土应力b c(MPa)23.290.000.00内侧混凝土应力b c(MPa)0.0015.199.54外侧钢筋应力b s(