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时间:2018-01-26
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1、设计计算一.确定尺寸及桩个数:设计采用C20的混凝土,桩径d=1.00m,挖孔灌注桩,桩长l=41.00m,伸入持力层(粗纱)的深度为3.3m。1.求:根据条件,所选公式: 可查知持力层的基本承载力 查《规范》得 则桩底地基土的容许承载力: 2.求:公式: 查《规范》得 查《规范》得(钻孔灌注桩极限摩阻力)。 ; ; 。 则:3.定桩数:取u=1.5则: 布桩如下:一.计算:1.桩的计算宽度bo: 公式:
2、 2.求变形系数:假设为弹性桩,则: 则得:1.计算: 查《规范》得 因而取,所以 2.计算,, 因, 所以查《规范》知: 则: 一.计算承台位移:1.计算,,,;2.计算 ,,,; 地面以下承台计算宽度: ==+ =+3.计算情况一:双孔重载;情况二:一孔重载;四.墩顶位移检算:将墩身作如图划分;1.墩帽所受风力:托盘所受风力:托盘如下图;则:墩身四个部分每个部分所受风力:H3=H4=H5=H6
3、由所得风力(水平),及墩顶荷载,得各截面弯矩,列表如下:位置荷载2(KN.m)3(KN.m)4(KN.m)5(KN.m)6(KN.m)水平位移911.7KN2461.593947.665433.736991.88405.87墩帽风力9.6KN20.1635.8151.4667.1082.75托盘风力9.66KN7.6523.4039.1454.8970.63墩身风力4.1728KN3.4010.2017.0023.814.1728KN3.4010.2017.004.1728KN3.4010.204.1728KN3.40墩顶
4、弯矩总计7899.409420.2710947.9312482.3914023.662.计算墩顶的水平位移△根据列表如下:2-38659.401.630.8157.65316.5308.549×10-50.697×10-43-410184.101.632.4458.33317.9999.222×10-52.255×10-44-511715.161.634.0758.94919.3209.915×10-54.040×10-45-613253.031.635.7059.70220.95610.308×10-55.881×10-
5、4总计3.799×10-41.287×10-3五.单桩承载力验算:六.群桩承载力验算:七.桩在上面处的位移检算:八.桩身截面配筋:1.Mz计算表:按要求只验算一孔重载情况:则:系数的值根据从《基础工程》表6—11查得并计算列表如下:桩身弯矩表aZZAmBm-22.7Am202.1BmMz0.00.000010.000202.100202.1000.10.2440.11-2.270202.100199.8300.20.4880.1970.998-4.472201.696197.2240.30.7320.290.994-6.5
6、83200.887194.3040.40.9760.3770.986-8.558199.271190.7130.51.2200.4580.975-10.397197.048186.6510.61.4630.5290.959-12.008193.814181.8060.71.7070.5920.938-13.438189.570176.1310.81.9510.6460.913-14.664184.517169.8530.92.1950.6890.884-15.640178.656163.0161.02.4390.7230.
7、851-16.412171.987155.5751.12.6830.7470.814-16.957164.509147.5531.22.9270.7620.774-17.297156.425139.1281.33.1710.7680.732-17.434147.937130.5041.43.4150.7650.687-17.366138.843121.4771.53.6590.7550.641-17.139129.546112.4081.63.9020.7370.594-16.730120.047103.3181.74.1
8、460.7140.546-16.208110.34794.1391.84.3900.6850.499-15.550100.84885.2981.94.6340.6510.452-14.77891.34976.5722.04.8780.6140.407-13.93882.25568.3172.25.366
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