抗压工程桩设计自动计算表格Excel

1、ARUP项项目目名名称称：项项目目号号：子子 项项：工工程程桩桩水水平平承承载载力力计计算算制制作作者者：名名 称称：f700f700抗抗压压工工程程桩桩日日 期期：根据建筑桩基技术规范JGJ94-2008附录表C.0.3-2计算低承台桩基1. 荷荷载载柱底弯矩M1 =2300.0(kN*m)柱底水平力H =400.0(kN)柱底竖向力N =10000.0(kN)柱下桩数n =4(根)承台厚度D =2.0(m)承台宽度Bc =3.0(m)承台长度Lc =3.0(m)基础自重G =450.0(kN)承台底面弯矩M =3100.0(kN*m)2. 确确定定基基本本计计算算参参数数根据建筑桩基技术规

2、范JGJ94-2008中5.7.2、5.7.5条和附录C.0.2桩身直径d =700(mm)桩身保护层厚度60(mm)扣除保护层厚度的桩直径d0 =580(mm)桩身配筋率rg=0.650%承台侧向水平抗力系数的比例系数m1=5000(kN/m4)桩侧土水平抗力系数随深度的比例系数m2=1500(kN/m4)桩底土水平抗力系数的比例系数m3=1500(kN/m4)水下混凝土强度等级C40混凝土弹性模量Ec =32500.00(N/mm2)钢筋强度等级HRB400钢筋弹性模量Es =200000(N/mm2)弹性模量比值E = Es/Ec6.15桩身换算截面受拉边缘的截面模量W0 = d/32*

3、(d2+2(E-1)gd02)0.0352(m3)圆形截面惯性矩I0 = W0d0/20.0102(m4)桩身抗弯刚度EI = 0.85EcI0282179(kN*m2)圆形截面桩身计算宽度b0 = 0.9(1.5d+0.5) or 0.9(d+1)1.40(m)桩的水平变形系数 = (m2b0/EI)0.20.375(1/m)承台埋深hn =4.0(m)桩的入土深度h =42.0(m)桩的换算埋深h =15.7桩中心距与桩径之比Sa/d =3.0承台宽度Bc =3.0(m)有效桩长L =38.0(m)Bc/L =0.08承台效应系数c =0.06桩身轴向压力传递系数N =0.5地基土与承台底

4、之间的摩擦系数 =0.3承台底面地基土竖向抗力系数的比例系数m01 = m15000(kN/m4)桩底面地基土竖向抗力系数的比例系数m03 = m31500(kN/m4)承台侧面地基土水平抗力系数Cn = m1*hn20000.0(kN/m3)桩底面地基土竖向抗力系数C0 = m03*h63000.0(kN/m3)承台底地基土竖向抗力系数Cb = m01*hn*c1200.0(kN/m3)桩身截面面积A = *d2/40.38(m2)单桩桩底压力分布面积A0 = (h*tg(m/4)+d/2)2 or *s2/43.46(m2)3. 单单位位力力作作用用于于桩桩顶顶时时，桩桩顶顶产产生生的的变

5、变位位根据建筑桩基技术规范JGJ94-2008中表C.0.3-1Af = (B3D4-B4D3)/(A3B4-A4B3)2.441Bf = (A3D4-A4D3)/(A3B4-A4B3)1.625Cf = (A3C4-A4C3)/(A3B4-A4B3)1.751H0=1作用时的水平位移HH = Af /3/EI0.000164(m/kN)H0=1作用时的转角MH = Bf /2/EI0.000041(1/kN)M0=1作用时的转角MM = Cf /EI0.000017(1/kN*m)4. 桩桩顶顶发发生生单单位位变变位位时时，在在桩桩顶顶引引起起的的内内力力根据建筑桩基技术规范JGJ94-20

6、08中表C.0.3-2发生单位竖向位移时的轴向力NN = 1 /(N*h/EA+1/C0A0)152483.384(kN/m)发生单位水平位移时的水平力HH = MM /(HH*MM-MH2)15949.928(kN/m)发生单位水平位移时的弯矩MH = MH /(HH*MM-MH2)39472.792(kN*m/m)发生单位转角时的弯矩MM = HH /(HH*MM-MH2)158119.037(kN*m/m)5. 承承台台发发生生单单位位变变位位时时，所所有有桩桩顶顶、承承台台和和侧侧墙墙引引起起的的反反力力和和B0 = B+14.000(m)承台底与地基土的接触面积Ab = F-nA7.

7、461(m2)承台底与地基土的惯性矩Ib = IF-AKixi2-0.039(m4)承台底面以上侧向水平抗力系数的面积Fc = Cn*hn/240000.000(kN/m2)侧向水平抗力系数对于底面的面积矩Sc = Cn*hn2/653333.333(kN/m)侧向水平抗力系数对于底面的惯性矩Ic = Cn*hn3/12106666.667(kN)发生单位竖向位移时的竖向反力VV = n*NN+Cb*Ab618886.3(kN/m)发生单位竖向位移时的水平反力UV = Cb*Ab2685.8(kN/m)发生单位水平位移时的水平反力UU = n*HH+B0*Fc223799.7(kN/m)发生单

8、位水平位移时的反弯矩U = -n*MH+B0*Sc55442.2(kN*m/m)发生单位转角时的反弯矩 = n*MM+NN*Kixi2+B0*Ic+Cb*Ib3748903.3(kN*m)6. 求求承承台台变变位位竖向位移V = (N+G)/VV0.016885(m)水平位移U =0.001385(m)转角 =0.000806(弧度)7. 求求任任一一基基桩桩桩桩顶顶内内力力轴向力N0i = V*NN2574.7(kN)水平力H0i = U*HH-*HM-9.7(kN)9. 求求任任一一基基桩桩桩桩身身最最大大弯弯矩矩及及其其位位置置地面处桩身弯矩M0 = M/n+H/n*L0775.0(kN

9、*m)地面处桩身水平力H0 = H/n100.0(kN)CI= M0/H02.906查表C.0.3-5y =0.962DII =1.563桩身最大弯矩位置yMmax = y/2.57(m)桩身最大弯矩Mmax = H0/DII63.98(kN*m)10. 求求承承台台和和侧侧墙墙的的弹弹性性抗抗力力水平抗力HE = UB0Fc+B0Sc393.6(kN)11. 求求承承台台底底地地基基土土的的弹弹性性抗抗力力和和摩摩阻阻力力竖向抗力Nb = VCbAb151.2(kN)水平抗力Hb = Nb45.4(kN)12. 校校核核计计算算结结果果校核水平力H = Hi+HE+Hb400.0(kN)校核

10、轴向力N = Ni+Nb10450.0(kN)_2)( + )_)/(_2)+( + )_)/(_DL+LL（标准组合）查上海地基规范表G-3查上海地基规范表G-3查上海地基规范表G-3d4，取4查表5.2.5摩擦型桩取小值查表5.7.3-2根据h查表C.0.3-4根据h查表C.0.3-4根据h查表C.0.3-4Kh=0Kh=0Kh=0与桩基平面布置有关与桩基平面布置有关基桩平均轴向力L0=0h4，取4计计算算结结果果准准确确！计计算算结结果果准准确确！混凝土等级fc ：ft ：fck ：ftk ：Ec ：C157.200.9110.001.2722000C209.601.1013.401.5

11、425500C2511.901.2716.701.7828000C3014.301.4320.102.0130000C3516.701.5723.402.2031500C4019.101.7126.802.3932500C4521.101.8029.602.5133500C5023.101.8932.402.6434500C5525.301.9635.502.7435500C6027.502.0438.502.8536000C6529.702.0941.502.9336500C7031.802.1444.502.9937000C7533.802.1847.403.0537500C8035.902.2250.203.1138000钢筋等级fy