基坑支护计算书

----------------------------------------------------------------------验算项目:D-E-A段土钉墙----------------------------------------------------------------------[验算简图]----------------------------------------------------------------------[验算条件]----------------------------------------------------------------------[基本参数]所依据的规程或方法：《建筑基坑支护技术规程》JGJ120-99基坑深度：11.300(m)基坑内地下水深度：20.000(m)基坑外地下水深度：20.000(m)基坑侧壁重要性系数：1.100土钉荷载分项系数：1.250土钉抗拉抗力分项系数：1.300整体滑动分项系数：1.300[坡线参数]坡线段数3序号水平投影(m)竖向投影(m)倾角(°)12.2005.50068.220.8000.0000.032.3205.80068.2[土层参数]土层层数8序号土类型12345678土层厚容重饱和容重粘聚力内摩擦角钉土摩阻力锚杆土摩阻力水土(m)(kN/m^3)(kN/m^3)(kPa)(度)(kPa)(kPa)杂填土1.50015.020.08.010.020.020.0合算素填土1.00018.018.018.016.020.020.0分算中砂2.50020.518.00.030.060.060.0分算稍密卵石0.60021.018.05.038.090.090.0分算密实卵石2.60023.018.010.050.0150.0150.0分算稍密卵石1.30021.018.05.038.090.090.0分算中密卵石1.50022.018.05.045.0120.0120.0分算密实卵石6.00023.018.010.050.0150.0150.0分算[超载参数]超载数1序号超载类型(m)1满布均布[土钉参数]土钉道数8序号水平间距(m)11.40021.40031.40041.40051.40061.40071.40081.400[花管参数]基坑内侧花管排数0基坑内侧花管排数0[锚杆参数]锚杆道数0[坑内土不加固][内部稳定验算条件]考虑地下水作用的计算方法：总应力法土钉拉力在滑面上产生的阻力的折减系数：超载值(kN/m)作用深度(m)作用宽度(m)距坑边线距离(m)形式10.000长度垂直间距(m)1.0001.4001.4001.4001.4001.4001.4001.400入射角度(度)钻孔直径(mm)长度(m)20.0508.00020.0508.00020.0506.00020.0505.00020.0505.00020.0505.00020.0505.00020.0503.000配筋1D141D181D221D141D121D121D161D140.900*******************************************************************[验算结果]*******************************************************************[局部抗拉验算结果]工况开挖深度破裂角土钉号土钉长度受拉荷载标准值抗拔承载力设计值抗拉承载力设计值满足系数(m)(度)(m)Tjk(kN)Tuj(kN)11.50039.1022.90041.518.00010.734.334.30044.018.0003.632.928.0009.952.745.70045.818.0003.431.728.0009.348.736.00029.351.757.10048.518.0003.132.628.0008.550.836.00026.753.245.00022.481.168.50050.018.0002.931.928.0007.948.336.00025.050.445.00021.076.455.0000.076.079.90050.618.0002.930.928.0007.745.436.00024.447.345.00020.471.655.0000.067.665.0008.449.5811.30051.418.0002.830.228.0007.443.036.00023.444.845.00019.766.255.0000.060.365.0008.144.875.00024.8.6911.30051.418.0002.830.228.0007.443.036.00023.444.845.00019.766.255.0000.060.365.0008.144.875.00024.8.683.00023.9.9[内部稳定验算结果]工况号安全系数圆心坐标x(m)圆心坐标y(m)半径(m)11.3123.92012.9503.25021.3462.18513.4455.41831.3481.20713.2376.68041.357-1.22614.3859.76651.401-5.50218.28115.807Tuj(kN)抗拔抗拉46.22.3263.13446.26.5539.20376.33.8875.63346.26.6919.74876.33.8065.967114.01.2832.83146.27.55710.70976.34.3606.555114.01.4503.11046.22.6321.50046.27.88611.42276.34.4266.991114.01.4663.31746.22.61.60033.9999.000999.00046.27.85911.72776.34.2687.178114.01.4143.406.22.61.233.9999.000999.00033.94.2692.92946.27.97912.19676.34.2067.465114.01.3913.246.22.4501.70833.9999.000999.00033.94.0223.04660.31.61.77046.27.97912.19676.34.2067.465114.01.3913.246.22.4501.70833.9999.000999.00033.94.0223.04660.31.61.77046.21.5381.424671.4471.3121.4871.371-9.444-9.440-9.875-9.58020.75717.66315.47316.820.83419.09218.35519.395[外部稳定计算参数]所依据的规程：《建筑地基基础设计规范》GB50007-2002土钉墙计算宽度:墙后地面的倾角:墙背倾角:土与墙背的摩擦角:土与墙底的摩擦系数:墙趾距坡脚的距离:墙底地基承载力:抗水平滑动安全系数：抗倾覆安全系数：[外部稳定计算结果]重力:重心坐标:超载:超载作用点x坐标:土压力:土压力作用点y坐标:基底平均压力设计值基底边缘最大压力设计值抗滑安全系数:抗倾覆安全系数:10.000(m)0.0(度)90.0(度)10.0(度)0.3000.000(m)400.0(kPa)1.3001.6001733.2(kN)6.080,4.655）46.8(kN)7.660(m)290.6(kN)3.842(m)183.0(kPa)<400.0252.0(kPa)<1.2*400.01.919>1.30010.367>1.600(----------------------------------------------------------------------[支护方案]A-B-C-D段排桩计算----------------------------------------------------------------------排桩支护----------------------------------------------------------------------[基本信息]----------------------------------------------------------------------内力计算方法增量法规范与规程《建筑基坑支护技术规程》JGJ120-99基坑等级一级基坑侧壁重要性系数γ01.10基坑深度H(m)11.300嵌固深度(m)6.900桩顶标高(m)-1.200桩截面类型圆形└桩直径(m)1.000桩间距(m)2.600混凝土强度等级C25有无冠梁有├冠梁宽度(m)1.000├冠梁高度(m)0.500└水平侧向刚度(MN/m)2.000放坡级数1超载个数支护结构上的水平集中力20----------------------------------------------------------------------[放坡信息]----------------------------------------------------------------------坡号台宽(m)坡高(m)坡度系数10.0001.2001.000----------------------------------------------------------------------[超载信息]----------------------------------------------------------------------超载类型超载值作用深度作用宽度距坑边距形式序号(kPa,kN/m)(m)(m)(m)1210.000180.0000.0000.00010.00010.0004.00015.000------长度(m)----------------------------------------------------------------------------[附加水平力信息]----------------------------------------------------------------------水平作用类型水平力值作用深度是否参与是否参与力序号(kN)(m)倾覆稳定整体稳定----------------------------------------------------------------------[土层信息]----------------------------------------------------------------------土层数8坑内加固土内侧降水最终深度(m)12.000外侧水位深度(m)弹性计算方法按土层指定ㄨ弹性法计算方法----------------------------------------------------------------------[土层参数]----------------------------------------------------------------------层号土类名称层厚重度浮重度粘聚力33

(m)(kN/m)(kN/m)(kPa)12345678杂填土素填土中砂卵石卵石中砂卵石卵石2.002.400.800.901.102.101.4010.0015.018.020.521.022.020.521.023.0---------------------13.08.0018.000.005.005.000.005.0010.00否12.000m法内摩擦角(度)10.0016.0030.0038.0045.0030.0038.0050.00层号与锚固体摩擦阻力(kPa)1234567820.020.0120.0120.0120.0120.0120.0120.0粘聚力水下(kPa)---------------------0.00内摩擦角水下(度)---------------------45.00水土---------------------分算计算方法m,c,K值m法m法m法m法m法m法m法m法3.6010.30.0051.1673.0030.0051.1692.00抗剪强度(kPa)----------------------------------------------------------------------------------------------[土压力模型及系数调整]----------------------------------------------------------------------弹性法土压力模型:经典法土压力模型:层号12345678土类名称杂填土素填土中砂卵石卵石中砂卵石卵石水土合算分算分算分算分算分算分算分算水压力调整系数1.0001.0001.0001.0001.0001.0001.0001.000主动土压力调整系数1.0001.0001.0001.0001.0001.0001.0001.000被动土压力调整系数1.0001.0001.0001.0001.0001.0001.0001.000被动土压力最大值(kPa)10000.00010000.00010000.00010000.00010000.00010000.00010000.00010000.000----------------------------------------------------------------------[工况信息]----------------------------------------------------------------------工况号1工况类型开挖深度(m)11.300支锚道号-------------------------------------------------------------------------[设计结果]--------------------------------------------------------------------------------------------------------------------------------------------[结构计算]----------------------------------------------------------------------各工况：内力位移包络图：地表沉降图：----------------------------------------------------------------------[冠梁选筋结果]----------------------------------------------------------------------钢筋级别As1As2As3HRB335HRB335HRB235选筋8D144D14D8@200----------------------------------------------------------------------[截面计算]----------------------------------------------------------------------[截面参数]桩是否均匀配筋否├受拉筋范围圆心角(度)120.0└压区拉区纵筋比值K0.4混凝土保护层厚度(mm)35桩的纵筋级别HRB335桩的螺旋箍筋级别HPB235桩的螺旋箍筋间距(mm)130弯矩折减系数剪力折减系数荷载分项系数配筋分段数各分段长度(m)[内力取值]段内力类型号基坑内侧最大弯矩(kN.m)1基坑外侧最大弯矩(kN.m)最大剪力(kN)选筋类型基坑内侧纵筋1基坑外侧纵筋箍筋级别HRB335HRB335HPB235HRB3350.801.001.25一段17.00弹性法计算值373.141572.57567.56经典法计算值0.003082.726.73钢筋实配值6D2514D25D8@130D14@2000内力设计值410.461729.82780.40内力实用值373.141572.57709.45段号实配[计算]面积(mm2或mm2/m)3217[2975]6871[6611]2053[1753]1加强箍筋----------------------------------------------------------------------[整体稳定验算]----------------------------------------------------------------------计算方法：瑞典条分法应力状态：总应力法条分法中的土条宽度:0.40m滑裂面数据整体稳定安全系数Ks=2.601圆弧半径(m)R=25.393圆心坐标X(m)X=-1.386圆心坐标Y(m)Y=18.381----------------------------------------------------------------------[抗倾覆稳定性验算]----------------------------------------------------------------------抗倾覆安全系数: 󰀃KsMpMaMp——被动土压力及支点力对桩底的抗倾覆弯矩,对于内支撑支点力由内支撑抗压力决定;对于锚杆或锚索，支点力为锚杆或锚索的锚固力和抗拉力的较小值。Ma——主动土压力对桩底的倾覆弯矩。注意：锚固力计算依据锚杆实际锚固长度计算。工况1： 󰀃Ks5338.824󰀃0.0003491.499Ks=1.529>=1.200,满足规范要求。--------------------------------------------------------------------------------------------------------------------[嵌固深度计算]----------------------------------------------------------------------嵌固深度计算参数：嵌固深度系数1.200抗渗嵌固系数1.200嵌固深度计算过程：按《建筑基坑支护技术规程》JGJ120-99悬臂式支护结构计算嵌固深度hd值，规范公式如下hp∑Epj-βγ0ha∑Eai>=0β=1.200，γ0=1.100hp=2.338m，∑Epj=1820.561kPaha=6.288m，∑Eai=509.438kPa得到hd=6.350m，hd采用值为：6.900m