钻孔灌注桩计算书

钻孔灌注桩计算书基本参数计算1、计算宽度b1=0.9*(d+1)=0.9*(1+1)=1.8m2、桩的变形系数αα=(mb1/EI)1/5--------------(Ⅰ)其中Eh=3.0×107KN/m2I=0.0491m4m=10000KN/m4受弯构件，EI=0.67EhI=986910Kn-m2把以上数据代入公式（Ⅰ）,故α=0.449m-1αh=0.449*19=8.53>2.5可按弹性桩计算。内力计算1、参数输入q1=0Kn/mq2=Ko*γ*Z=0.5*26*6=78Kn/mh1=0h2=6mh=19mEI=EI’=986910Kn-m2桩顶无外力荷载。2、计算结果<<桥梁博士>>---基础计算系统输出文档文件:E:\临时资料\加固项目\内力计算.sdp文档描述:桩内力计算任务标识:桩内力计算计算类别:单排弹性基础计算------------------------------------------------------------输入数据:h=19.000m,h1=0.000m,h2=6.000malfa=0.449,m=10000.000,n=1.000,EI=986910.000m**4外力P=0.000KN,H=0.000KN,M外=0.000KN-m外荷载q1=0.000,q2=78.000,q3=0.000,q4=0.000KN/m基底不嵌入岩石层------------------------------------------------------------计算结果:地面处桩柱弯矩:Mo=468.0KN-m,剪力Ho=234.0KN桩柱顶弯矩:Ma=0.0KN-m地面处桩柱变位:水平位移=0.0102m,转角=-0.0038弧度桩柱底弯矩:Mh=0.0KN-m桩柱顶水平位移:delta=0.0362m位移、弯矩、剪力、土应力计算表坐标位移弯矩剪力土应力00.01024682340-0.950.0069667.9169.165.4-1.90.0042768.739.879.3-2.850.0021745.9-83.261.2-3.80.0008625.3-162.230.3-4.750.0000454.9-186.81.3-5.7-0.00033282.7-169.6-19.5-6.65-0.00055140.4-126.1-29.9-7.6-0.0004450.8-71.9-31.7-8.55-0.0003310.5-19.6-29.7-9.5-0.0003300-30.2-10.45-0.0003300-33.3-11.4-0.0003300-36.3-12.35-0.0003300-39.3-13.3-0.0003300-42.3-14.25-0.0003300-45.4-15.2-0.0003300-48.4-16.15-0.0003300-51.4-17.1-0.0003300-54.4-18.05-0.0003300-57.5-19-0.0003300-60.5------------------------------------------------------------计算成功完成桩身截面配筋与强度验算计算结果显示最大弯矩在Z=－1.9m处，其内力值为：M=768.7Kn/mQ=39.8KnN=161.2Kn(计算截面（Z=-1.9m）以上部分桩自重)1、截面几何特性文件名：D:\ProgramFiles\GQJS\截面强度和应力验算.str标题：截面几何计算Version3.0基本数据：截面圆周半径=0.500钢筋组数=1组号根数弹模比计算直径钢筋中心半径应力强度1246.670.0220.4500.000截面几何计算结果：重心坐标Xc重心坐标Yc面积A钢筋面积Ag0.0000.0000.8460.061极惯矩Joc惯矩Jx惯矩Jy0.0000.0550.0552、强度计算文件名：D:\ProgramFiles\GQJS\截面强度和应力验算.str标题：强度计算Version3.0基本数据：截面周边坐标点数=36截面周边转折点坐标表编号XY编号XY100.501190-0.5012-0.0870.494200.087-0.4943-0.1710.471210.171-0.4714-0.2510.434220.251-0.4345-0.3220.384230.322-0.3846-0.3840.322240.384-0.3227-0.4340.251250.434-0.2518-0.4710.171260.471-0.1719-0.4940.087270.494-0.08710-0.5010280.501011-0.494-0.087290.4940.08712-0.471-0.171300.4710.17113-0.434-0.251310.4340.25114-0.384-0.322320.3840.32215-0.322-0.384330.3220.38416-0.251-0.434340.2510.43417-0.171-0.471350.1710.47118-0.087-0.494360.0870.494钢筋组数=24钢筋参数表组号根数弹模比计算直径首位X坐标首位Y坐标X间距Y间距抗拉强度抗压强度116.670.0220.0000.45000340340216.670.022-0.1160.43500340340316.670.022-0.2250.39000340340416.670.022-0.3180.31800340340516.670.022-0.3900.22500340340616.670.022-0.4350.11600340340716.670.022-0.4500.00000340340816.670.022-0.435-0.11600340340916.670.022-0.390-0.225003403401016.670.022-0.318-0.318003403401116.670.022-0.225-0.390003403401216.670.022-0.116-0.435003403401316.670.0220.000-0.450003403401416.670.0220.116-0.435003403401516.670.0220.225-0.390003403401616.670.0220.318-0.318003403401716.670.0220.390-0.225003403401816.670.0220.435-0.116003403401916.670.0220.4500.000003403402016.670.0220.4350.116003403402116.670.0220.3900.225003403402216.670.0220.3180.318003403402316.670.0220.2250.390003403402416.670.0220.1160.43500340340混凝土抗压强度=17.50混凝土安全系数=1.25钢筋安全系数=1.25工作安全系数=0.95弯曲增大系数=1.04截面强度计算结果：面积A钢筋面积Ag0.7850.009第1组内力的轴向抗压强度13.315>=轴力荷载效应0.161轴心抗压强度验算结果安全！3、应力验算文件名：D:\ProgramFiles\GQJS\截面强度和应力验算.str标题：应力验算Version3.0基本数据：截面圆周半径=0.500钢筋组数=1组号根数弹模比计算直径钢筋中心半径应力强度1246.670.0220.4500.000截面几何计算结果：重心坐标Xc重心坐标Yc面积A钢筋面积Ag0.2520.0000.2230.061极惯矩Joc惯矩Jx惯矩Jy0.0000.0130.012容许拉应力=-1.750第1组截面内力：轴力P弯矩Mx弯矩My0.1610.00.769钢筋初轴力P0钢筋初弯矩Mx0钢筋初弯矩My00.0000.0000.000第1组截面应力计算结果：第一组首位钢筋信息及应力编号XY钢筋应力钢筋直径弹模比Eg/EEh1首0.0000.450-95.20880.0226.6671尾0.0000.450-95.20880.0226.6672首-0.1160.435-141.39990.0226.6672尾-0.1160.435-141.39990.0226.6673首-0.2250.390-184.44420.0226.6673尾-0.2250.390-184.44420.0226.6674首-0.3180.318-221.40040.0226.6674尾-0.3180.318-221.40040.0226.6675首-0.3900.225-249.76660.0226.6675尾-0.3900.225-249.76660.0226.6676首-0.4350.116-267.59950.0226.6676尾-0.4350.116-267.59950.0226.6677首-0.4500.000-273.67760.0226.6677尾-0.4500.000-273.67760.0226.6678首-0.435-0.116-267.59950.0226.6678尾-0.435-0.116-267.59950.0226.6679首-0.390-0.225-249.76660.0226.6679尾-0.390-0.225-249.76660.0226.66710首-0.318-0.318-221.40040.0226.66710尾-0.318-0.318-221.40040.0226.66711首-0.225-0.390-184.44420.0226.66711尾-0.225-0.390-184.44420.0226.66712首-0.116-0.435-141.39990.0226.66712尾-0.116-0.435-141.39990.0226.66713首0.000-0.450-95.20880.0226.66713尾0.000-0.450-95.20880.0226.66714首0.116-0.435-49.01770.0226.66714尾0.116-0.435-49.01770.0226.66715首0.225-0.390-5.9740.0226.66715尾0.225-0.390-5.9740.0226.66716首0.318-0.31830.9880.0226.66716尾0.318-0.31830.9880.0226.66717首0.390-0.22559.3500.0226.66717尾0.390-0.22559.3500.0226.66718首0.435-0.11677.1790.0226.66718尾0.435-0.11677.1790.0226.66719首0.4500.00083.2600.0226.66719尾0.4500.00083.2600.0226.66720首0.4350.11677.1790.0226.66720尾0.4350.11677.1790.0226.66721首0.39