钢筋混凝土内力计算桩身配筋

1、抗滑桩桩身内力计算 1.桩身基本参数 截面宽度b截面长度a惯性矩I砼弹性模量E计算宽度Bp 33.510.72300000004.00 2.判别桩型 水平地基系数K 锚固段长度h2h2 3500000.1816354791.63471923 因h2=1.0，采用弹性桩 3.荷载情况 桩间距每延米剩余下滑力单桩受力Ex受荷载长度h2力臂系数力臂Zx 62153.50755412921.04532210.510.5 4.桩身内力计算 深度Z(m)桩段各段深度z(m)EI水平位移Xz转角z 0 受 荷 段 03215625000.139905378-0.00676881 113215625000.1

2、33136647-0.006768491 223215625000.126369033-0.006766259 333215625000.119605405-0.0067602 443215625000.112850546-0.0067484 553215625000.106111155-0.006728947 663215625000.099395841-0.006699927 773215625000.092715128-0.006659426 883215625000.086081454-0.006605531 993215625000.079509169-0.006536328 101

3、03215625000.073014538-0.006449905 11113215625000.066615737-0.006344347 12123215625000.060332859-0.006217742 13133215625000.054187907-0.006068175 14143215625000.0482048-0.005893734 15153215625000.042409368-0.005692505 16163215625000.036829357-0.005462574 17173215625000.031494424-0.005202029 181832156

4、25000.026436142-0.004908955 19193215625000.021687995-0.004581439 20203215625000.017285382-0.004217568 21213215625000.013265615-0.003815429 21 锚 固 段 03215625000.013265615 -0.003815429 2213215625000.009665569 -0.003382375 2323215625000.006497918 -0.002957673 2433215625000.003735568 -0.002576508 254321

5、5625000.00132284 -0.002261155 265321562500-0.00081246 -0.002022628 276321562500-0.00274849 -0.001862036 287321562500-0.00456002 -0.001771627 298321562500-0.00630992 -0.001735494 309321562500-0.00804129 -0.001729973 内力最大值（负数取绝对值作比较，但显示仍带负号）0.1399053780.00676881 5.桩侧向应力验算 KHRzz 因为z,z所以桩侧应力满足要求 0.50.43

6、060061205416.792913 条块QMXzz 0000.139905378 1615.2878725307.64393630.133136647 21230.5757451230.5757450.126369033 31845.8636182768.7954260.119605405 42461.151494922.302980.112850546 53076.4393637691.0984070.106111155 63691.72723511075.181710.099395841 74307.01510815074.552880.092715128 84922.30298196

7、89.211920.086081454 95537.59085324919.158840.079509169 106152.87872530764.393630.073014538 116768.16659837224.916290.066615737 127383.4544744300.726820.060332859 137998.74234351991.825230.054187907 148614.03021560298.211510.0482048 159229.31808869219.885660.042409368 169844.6059678756.847680.0368293

8、57 1710459.8938388909.097580.031494424 1811075.1817199676.635350.026436142 1911690.46958111059.4610.021687995 2012305.75745123057.57450.017285382 2112921.04532135670.97590.013265615 5924.648679 22-3080.164105140171.38460.009665569 4324.616398 23-14344.98825131089.30470.006497918 2917.611508 24-21463

9、.91578112862.68930.003735568 1692.736623 25-24967.9889889365.394570.00132284625.6178541 26-25297.4242463983.72342-0.000812461 -315.977155 27-22786.0367239716.26978-0.002748492 -1167.23639 28-17659.5638219282.24885-0.004560017 -1961.97217 29-10046.435385225.178763-0.006309924 -2728.70392 303.88589E-1

10、13.12857E-10-0.008041293 -3487.00334 Q图 20000100000-10000-20000-30000 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 M图 150000100000500000 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 桩身位移曲线 图 0.150.10.050-0.05 31 30 29

11、28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 因为z,z所以桩侧应力满足要求 滑面处剪力Q0滑面处弯矩M0e1e2滑面处X0滑面处0 12921.04532135670.9759615.28790.0000.013265615-0.003815 剪力Qz弯矩Mz桩底处1桩底处2桩底处3桩底处4 00-0.1700161.249258961.2307339590.7034089 615.2878725307.6439363 1230.5757451230.575745 1845.86361

12、82768.795426 2461.151494922.30298 3076.4393637691.098407 3691.72723511075.18171 4307.01510815074.55288 4922.3029819689.21192 5537.59085324919.15884 6152.87872530764.39363 6768.16659837224.91629 7383.4544744300.72682 7998.74234351991.82523 8614.03021560298.21151 9229.31808869219.88566 9844.6059678756

13、.84768 10459.8938388909.09758 11075.1817199676.63535 11690.46958111059.461 12305.75745123057.5745 12921.04532135670.97591234 12921.04532135670.97591000 -3080.164105140171.38460.99981860.181628880.0164955220.0009987 -14344.98825131089.30470.99709760.3630600660.065970120.0079892 -21463.91578112862.689

14、30.98530920.5433052390.1483160760.0269546 -24967.9889889365.394570.95359090.7197962590.2631146020.0638343 -25297.4242463983.723420.88680490.8876022870.4092776270.1244377 -22786.0367239716.269780.76568721.0386649590.5845487820.2142789 -17659.5638219282.248850.56715221.1610736480.7848686770.338309 -10

15、046.435385225.1787630.26483681.2384164111.0036147570.5005214 3.88589E-113.12857E-10-0.1700161.249258961.2307339590.7034089 25297.42424140171.3846 抗滑桩桩身内力计算 3.荷载情况 4.桩身内力计算 5.桩侧向应力验算 因为z,z所以桩侧应力满足要求 锚固段桩侧应力曲线图 70006000500040003000200010000-1000-2000-3000-4000 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2

16、0 因为z,z所以桩侧应力满足要求 桩身位移曲线 图 0.150.10.050-0.05 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 1#体2-2剖面 桩身Q图 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 侧壁应力z(kN/mm2) 4642.965354 3382.94915 2274.271223 1307.448676 462.9940307 -284.3613135 -961.97218

17、26 -1596.005968 -2208.473476 -2814.452526 4642.965354 锚固段桩侧应力曲线图 70006000500040003000200010000-1000-2000-3000-4000 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 1#体2-2剖面 桩身Q图 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 抗滑桩桩身配筋计算表 1.承受荷载及截面尺寸确定 结构重要系数0剪力Qmax弯矩Mmax截面宽度b（m） 1.0025297.424241

18、40171.38463 永久荷载分项系数s剪力设计值Q（kN）弯矩设计值M（KN.m）as(m) 1.0025297.42424140171.38460.18 2.桩身材料选取及相关参数的确定 砼等级 抗拉强度ft（kpa） 抗压强度fc（kpa）系数a1 C301470147001.00 3.纵向钢筋配筋计算 主筋等级 抗拉强度fy（kpa） 抗压强度fy（kpa）最小配筋min(%) HRB4003600003600000.002 钢筋直径（mm）钢筋截面面积As(m2)计算钢筋根数N取用钢筋根数N 300.142105073147.7010598147 界限相对受压区高度b相对受压区高度 不超筋！不少筋！ 0.5180.349410064 4.箍筋配筋计算 箍筋等级 抗拉强度fy（kpa） 箍筋直径（mm）箍筋支数n HPB300300000184 计算配筋间距S（m）取用箍筋间距S