樁身承載力計算

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一、樁基豎向承載力計算,,,,,,,

（1）、單樁豎向承載力,,,,,,,

1、單樁總極限側(cè)阻力Qsk,,,,,,,

樁徑,0.8,m,,,,,

樁身周長,2.512,m,,,,,

樁端截面面積,0.5024,m2,,,,,

土層,樁極限側(cè)阻力標(biāo)準(zhǔn)值qsik(kpa),土層厚,大直徑樁側(cè)阻尺寸效應(yīng)系數(shù),第i層土的極限側(cè)阻力,,,

1,54,8.3,1,1125.88,,,

2,56,6.2,1,872.17,,,

3,70,0,1,0.00,,,

4,0,0,1,0.00,,,

5,0,0,1,0.00,,,

6,,,,,,,

7,,,,,,,

8,,,,,,,

9,,,,,,,

10,,,,,,,

,樁長(m),14.5,單樁總極限側(cè)阻力(kN),1998.04,,,

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2、單樁總極限端阻力標(biāo)準(zhǔn)值Qpk,,,,,,,

,樁極限端阻力標(biāo)準(zhǔn)值qp(kpa),0,,,,,

,大直徑樁端阻尺寸效應(yīng)系數(shù),0.92,,,,,

,樁端總極限端阻力,0.00,kN,,,,

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3、基樁的豎向承載力設(shè)計值,,,,,,,

,樁側(cè)阻力分項系數(shù),2,,,,,

,樁端阻力分項系數(shù),2,,,,,

,基樁的豎向承載力設(shè)計值,999.02,kN,,,,

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,塔腳壓力標(biāo)準(zhǔn)值,843.00,kN,,,,

,判定結(jié)果,滿足,,,,,

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（2）、單樁抗拔承載力,,,,,,,

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土層,樁側(cè)表面第i層土的抗壓極限側(cè)阻力標(biāo)準(zhǔn)值,土層厚,破壞表面周長,抗拔系數(shù),第i層土的抗拔承載力,,

1,54,8.3,2.512,0.7,788.11488,,

2,56,6.2,2.512,0.7,610.51648,,

3,70,0,2.512,0.7,0,,

4,0,0,2.512,0.7,0,,

5,0,0,2.512,0.5,0,,

6,,,,,,,

7,,,,,,,

8,,,,,,,

9,,,,,,,

10,,,,,,,

,,,,基樁的抗拔承載力標(biāo)準(zhǔn)值,1398.63136,kN,

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,基樁自重設(shè)計值,179.608,kN,(注意有無地下水）,,,

,單樁抗拔承載力,878.92,kN,,,,

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,塔腳拔力標(biāo)準(zhǔn)值,753,kN,,,,

,判定結(jié)果,滿足,,,,,

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二、樁身承載力計算,,,,,,,

1、樁身計算基本參數(shù),,,,,,,

樁徑,0.8,m,混凝土fc,16.7,N/mm2,,

樁身周長,2.512,m,混凝土ft,1.57,N/mm2,,

樁身截面面積,0.5024,m2,縱筋fy,360,N/mm2,,

,,,箍筋fy,270,N/mm2,,

樁身縱筋數(shù)量,16,根,箍筋直徑,8,mm,,

樁身縱筋直徑,18,mm,箍筋間距,100,mm,,

單根縱筋面積,254.34,mm2,單根縱筋面積,50.24,mm2,,

縱筋配筋率,0.81%,,混凝土彈性模量,31500,N/mm2,,

樁長,14.5,m,鋼筋彈性模量,200000,N/mm2,,

保護(hù)層厚度,0.07,m,,,,,

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2、塔腳反力,,,,,,,

基本組合,受壓控制,,標(biāo)準(zhǔn)組合,受壓控制,,,

,壓力,1171.1,kN,壓力,842.2,kN,

,剪力,61.5,kN,剪力,44.2,kN,

,受拉控制,,,受拉控制,,,

,拉力,1080.1,kN,拉力,752.2,kN,

,剪力,56.2,kN,剪力,39.1,kN,

3、樁身正截面受壓承載力,,,,,,,

,基樁成樁工藝系數(shù),0.7,（鉆孔灌注樁）,樁基規(guī)范5.8.3,,,

,樁身受壓承載力穩(wěn)定系數(shù),1,,樁基規(guī)范5.8.4,,,

,樁身正截面受壓承載力,7191.55,kN,樁基規(guī)范5.8.2-1,,,

,判斷結(jié)果,滿足,,,,,

4、樁身正截面受拉承載力,,,,,,,

,樁身正截面受拉承載力,1465.00,kN,樁基規(guī)范5.8.7,,,

,判斷結(jié)果,滿足,,,,,

5、樁身受剪承載力,,,,,,,

,圓形截面寬度b,0.70,m,,,,

,圓形截面有效高度h0,0.64,m,,,,

,hw/b,0.91,,,,,

,混凝土強(qiáng)度影響系數(shù)βc,1,,,,,

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,受剪截面條件,1881.09,kN,砼規(guī)范7.5.1-1,,,

,判斷結(jié)果,滿足,,,,,

,計算截面的剪跨比,3,,,,,

,樁頂斜截面受剪承載力,267.09,kN,,,,

,判斷結(jié)果,滿足,,,,,

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6、單樁水平承載力,,,,,,,

,αE=Et/Ec,6.35,,,,,

,換算截面的截面模量W0,53203206.34,mm3,,,,

,樁慣性矩I0=W0d0/2,19419170313,mm4,樁基規(guī)范5.7.2-6,,,

,樁身抗彎剛度EI,5.19948E+14,N.mm2,樁基規(guī)范5.7.2-6,,,

,樁身的計算寬度b0,1.53,m,,,,

,樁側(cè)土水平抗力系數(shù)的比例系數(shù),10,MN/m4,查表5.7.5,,,

,樁的水平變位系數(shù)α,0.49,1/m,樁基規(guī)范5.7.5,,,

,樁的換算深度αh,7.16,m,,,,

,樁頂水平位移系數(shù)Vx,2.441,,查表5.7.2,,,

,樁頂允許水平位移χoa,6,mm,對水平位移敏感的建筑物,,,

,灌注樁單樁水平承載力特征值Rha,115.57,kN,配筋率不小于0.65%,,樁基規(guī)范5.7.2-2,

,判斷結(jié)果,滿足,,,,,

,樁截面模量塑性系數(shù)γm,2,,,,,

,樁身最大彎矩系數(shù)Vm,0.768,,查表5.7.2,,,

,樁身換算截面面積An,524168.27,mm2,An=,πd^2/4*(1+(αE-1)ρg),,

,樁頂豎向力影響系數(shù)ξN,1,,樁頂拉力,壓力取0.5，拉力取1,,

,灌注樁單樁水平承載力特征值Rha,62.50,kN,配筋率小于0.65%,,樁基規(guī)范5.7.2-1,

,判斷結(jié)果,滿足,,,,,

6、樁身受彎承載力,,,,,,,

①②③壓彎承載力,,,,,,,

a、單樁基礎(chǔ)樁身最大彎矩,,,,按樁基規(guī)范附錄C計算,,,

樁頂處樁身內(nèi)力,彎矩M0,0,kN.m,,,,

,水平力H0,61.50,kN,,,,

,樁身最大彎矩截面系數(shù)C1,0.00,,,,,

,換算深度h=αy,1.3,m,查表C.0.3-5,,,

,樁身最大彎矩位置ymax,2.63,m,,,,

,樁身最大彎矩系數(shù)DⅡ,0.792,,查表C.0.3-5,,,

,樁身最大彎矩Mmax,98.59,kN.m,,,,

b、樁身配筋計算,,,,按混凝土規(guī)范附錄E.0.4計算,,,

,α1,1,,,,,

,附加偏心距ea,20,mm,其值應(yīng)取20mm和偏心方向截面最大尺寸的1/30,,,

,軸向壓力對截面重心的偏心距,84.19,mm,,,,

,縱筋重心所在圓周的半徑,321.00,mm,,,,

,計算等式左邊,-36466.49674,,,,,

,計算等式右邊,0,,,,,

,α,0.249831056,,（每變一次數(shù)據(jù)輸入，需要用工具中“單變量求解”菜單求解一次θ值）,,,

,計算所需縱筋面積As,-2280.99,,公式E.0.4-1,,,

,計算所需縱筋面積As,-2483.38,,公式E.0.4-2,,,

,判斷結(jié)果,壓彎不起控制作用,,,,,

②拉彎承載力,,,,,,,

a、單樁基礎(chǔ)樁身最大彎矩,,,,按樁基規(guī)范附錄C計算,,,

樁頂處樁身內(nèi)力,彎矩M0,0,,,,,

,水平力H0,56.20,kN,,,,

,樁身最大彎矩截面系數(shù)C1,0.00,,,,,

,換算深度h=αy,1.3,m,查表C.0.3-5,,,

,樁身最大彎矩位置ymax,2.63,m,,,,

,樁身最大彎矩系數(shù)DⅡ,0.792,,查表C.0.3-5,,,

,樁身最大彎矩Mmax,90.10,kN.m,,,,

b、樁身配筋計算,,,,按混凝土規(guī)范附錄E.0.4和第6.2.25條計算,,,

,α1,1,,,,,

,軸向壓力對截面重心的偏心距,83.42,,,,,

,縱筋重心所在圓周的半徑,321.00,mm,,,,

,計算等式左邊,7.71834E-08,,,,,

,計算等式右邊,0,,,,,

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