m法土弹簧计算表格复习课程.xls

K2+560.3K2+560.3框框架架桥桥侧墙单元长度(m)深度（按模型）(m)深度（按土层）(m)C值(MN/m3)0.475012.475124.750.4750.47512.95129.50.4750.9513.425134.250.4751.42513.91390.4751.914.375143.750.4752.37514.85148.50.4752.8515.325153.250.4753.32515.8158底板单元长度(m)X坐标（m）C0(MN/m3)0.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32533.250.7253.32598.940.7254.0598.940.5034.77598.940.5035.27898.940.5035.78198.940.5036.28498.940.5036.78798.940.5037.2998.940.5037.79398.940.428.29698.940.428.71698.940.4679.13698.940.4679.60398.940.46710.0798.940.510.53798.940.311.03798.9411.33798.94侧墙土层刚度（KN/m)m值(MN/m4)1066613106661310877511107225110722596002114783811478381619131188450118845020813.7641229063122906324995.5251269675126967529177.2861310288131028833359.0471350900135090037540.88基底土层刚度（KN/m)220282202814452322028220282395762202822028347837.492202822028446204.982202822028546204.982202822028643879.892202822028741554.82202822028845660.812202822028949766.8222028220281049766.8224106241061149766.8224106241061249766.8224106241061349766.8224106241061449766.8224106241061545660.8124106241061641554.824106241061743879.8924106241061846204.9824106241061946204.9824106241062047837.4924106241062139576241062410622296822410624106233957624106241062447837.4924106241062546204.9824106241062646204.9871732717322743879.8971732717322841554.860749607492945660.8149767497673049766.8249767497673149766.8249767497673249766.8249767497673349766.8249767497673449766.8249767497673549766.8245661456613645660.8141555415553741554.843880438803843879.8946205462053946204.9846205462054046204.9847837478374147837.4939576395764239576445234452344523土弹簧桩顶k=ab1mz（KN/m)ab1zmk-120.47521210000114000-12.4750.475212.47510000118513-12.950.475212.9510000123025-13.4250.475213.42510000127538-13.90.475213.910000132050-14.3750.475214.37510000136563-14.850.475214.8510000141075-15.3250.475215.32510000145588-15.80.475215.810000150100JTG D63-2007公路桥涵地基与基础设计规范m法:地基土的比例系数桩基土弹簧计算方法根据地基基础规范中给出的m法计算桩基的土弹簧：基本公式：K=ab1mz式中：a：各土层厚度b1:桩的计算宽度m:地基土的比例系数Z：各土层中点距地面的距离b1:桩的计算宽度桩的计算宽度可按下式计算:当d1.0m时b1=k*kf*(d+1)当d1.0m时b1=k*kf*(1.5*d+0.5)对单排桩或L10.6h1的多排桩 k=1.0对L10.6h1的多排桩 k=b2+(1-b2)/0.6*L1/h1式中:b1桩的计算宽度（m),b12d d桩径或垂直于水平外力作用方向桩的宽度(m)kf桩形状换算系数，视水平力作用面（垂直于水平力作用方向）而定，圆形或圆形端面kf=0.9；矩形截面kf=1.0；对圆端形与矩形组合截面kf=(1-0.1*a/d)k平行于水平力作用方向的桩间相互影响系数 L1平行于水平力作用方向的桩间净距；梅花形布桩时，若相邻两排桩中心距c小于（d+1）m时，可按水平力作用面各桩间的投影距离计算 h1地面或局部冲刷线以下桩的计算埋入深度，可取h1=3*(d+1)，单不得大于地面或局部冲刷线以下桩入土深度h b2与平行于水平力作用方向的一排桩的桩数n有关的系数，当n=1时，b2=1.0；n=2时，b2=0.6；n=3时，b2=0.5；n=4时，b2=0.45h=8.000d=1.000b1L1=4.000h1=6.000n5.000k=1.061b2=0.450kf=0.900桩型圆形单元划分长度（m)1.000a=4.000土弹簧桩顶k=ab1mz单元ab1-12.0001.0001.0001.910-13.0002.0001.0001.910-14.0003.0001.0001.910-15.0004.0001.0001.910-16.0005.0001.0001.910-17.0006.0001.0001.91018.0007.0001.0001.910-19.0008.0001.0001.910-20.0009.0001.0001.910=k*kf(d+1)=1.910b1=k*kf*(1.5*d+0.5)kf桩形状换算系数，视水平力作用面（垂直于水平力作用方向）而定，圆形或圆形端面kf=0.9；矩形截面kf=1.0；对圆端形与矩形组合截面kf=(1-0.1*a/d)L1平行于水平力作用方向的桩间净距；梅花形布桩时，若相邻两排桩中心距c小于（d+1）m时，可按水平力作用面各桩间的投影距离计算 h1地面或局部冲刷线以下桩的计算埋入深度，可取h1=3*(d+1)，单不得大于地面或局部冲刷线以下桩入土深度h b2与平行于水平力作用方向的一排桩的桩数n有关的系数，当n=1时，b2=1.0；n=2时，b2=0.6；n=3时，b2=0.5；n=4时，b2=0.45a：各土层厚度b1:桩的计算宽度m:地基土的比例系数Z：各土层计算节点距地面的距离（KN/m)zmk12.00010000.000229200.000桩基模拟用节点弹性支撑里面的线性节点弹性支撑，其中SDX=SDY,其余均为013.00010000.000248300.00014.00010000.000267400.000隧道箱涵，采用节点弹性支撑的仅受压15.00010000.000286500.00016.00010000.000305600.00017.00010000.000324700.00018.00010000.000343800.00019.00010000.000362900.00020.00010000.000382000.000 kf桩形状换算系数，视水平力作用面（垂直于水平力作用方向）而定，圆形或圆形端面kf=0.9；矩形截面kf=1.0；对圆端形与矩形组合截面kf=(1-0.1*a/d)b1取每延米即为1m桩基模拟用节点弹性支撑里面的线性节点弹性支撑，其中SDX=SDY,其余均为0隧道箱涵，采用节点弹性支撑的仅受压4344523 Dx(-)868775 Dx(-)1079600 Dx(-)10816191 Dx(-)109 20813.76 Dx(-)110 24995.52 Dx(-)111 29177.28 Dx(-)112 33359.04 Dx(-)11337540.8 Dx(-)114 41722.56 Dx(-)115 44687.16 Dx(-)11637776 Dx(-)144523 Dx(+)448775 Dx(+)879600 Dx(+)8816191 Dx(+)89 20813.76 Dx(+)90 24995.52 Dx(+)91 29177.28 Dx(+)92 33359.04 Dx(+)9337540.8 Dx(+)94 41722.56 Dx(+)95 44687.16 Dx(+)9637776 Dx(+)144523 Dz(+)239576 Dz(+)3 47837.49 Dz(+)4 46204.98 Dz(+)5 46204.98 Dz(+)6 43879.89 Dz(+)741554.8 Dz(+)8 45660.81 Dz(+)9 49766.82 Dz(+)10 49766.82 Dz(+)11 49766.82 Dz(+)12 49766.82 Dz(+)13 49766.82 Dz(+)14 49766.82 Dz(+)15 45660.81 Dz(+)1641554.8 Dz(+)17 43879.89 Dz(+)18 46204.98 Dz(+)19 46204.98 Dz(+)20 47837.49 Dz(+)2139576 Dz(+)2229682 Dz(+)2339576 Dz(+)24 47837.49 Dz(+)25 46204.98 Dz(+)26 46204.98 Dz(+)27 43879.89 Dz(+)2841554.8 Dz(+)29 45660.81 Dz(+)30 49766.82 Dz(+)31 49766.82 Dz(+)32 49766.82 Dz(+)33 49766.82 Dz(+)34 49766.82 Dz(+)35 49766.82 Dz(+)36 45660.81 Dz(+)3741554.8 Dz(+)38 43879.89 Dz(+)39 46204.98 Dz(+)40 46204.98 Dz(+)41 47837.49 Dz(+)4239576 Dz(+)4344523 Dz(+)