抗壓工程樁設(shè)計(jì)自動(dòng)計(jì)算表格Excel

1、ARUP項(xiàng)項(xiàng)目目名名稱稱：項(xiàng)項(xiàng)目目號(hào)號(hào)：子子 項(xiàng)項(xiàng)：工工程程樁樁水水平平承承載載力力計(jì)計(jì)算算制制作作者者：名名 稱稱：f700f700抗抗壓壓工工程程樁樁日日 期期：根據(jù)建筑樁基技術(shù)規(guī)范JGJ94-2008附錄表C.0.3-2計(jì)算低承臺(tái)樁基1. 荷荷載載柱底彎矩M1 =2300.0(kN*m)柱底水平力H =400.0(kN)柱底豎向力N =10000.0(kN)柱下樁數(shù)n =4(根)承臺(tái)厚度D =2.0(m)承臺(tái)寬度Bc =3.0(m)承臺(tái)長(zhǎng)度Lc =3.0(m)基礎(chǔ)自重G =450.0(kN)承臺(tái)底面彎矩M =3100.0(kN*m)2. 確確定定基基本本計(jì)計(jì)算算參參數(shù)數(shù)根據(jù)建筑樁基技術(shù)規(guī)

2、范JGJ94-2008中5.7.2、5.7.5條和附錄C.0.2樁身直徑d =700(mm)樁身保護(hù)層厚度60(mm)扣除保護(hù)層厚度的樁直徑d0 =580(mm)樁身配筋率rg=0.650%承臺(tái)側(cè)向水平抗力系數(shù)的比例系數(shù)m1=5000(kN/m4)樁側(cè)土水平抗力系數(shù)隨深度的比例系數(shù)m2=1500(kN/m4)樁底土水平抗力系數(shù)的比例系數(shù)m3=1500(kN/m4)水下混凝土強(qiáng)度等級(jí)C40混凝土彈性模量Ec =32500.00(N/mm2)鋼筋強(qiáng)度等級(jí)HRB400鋼筋彈性模量Es =200000(N/mm2)彈性模量比值E = Es/Ec6.15樁身?yè)Q算截面受拉邊緣的截面模量W0 = d/32*

3、(d2+2(E-1)gd02)0.0352(m3)圓形截面慣性矩I0 = W0d0/20.0102(m4)樁身抗彎剛度EI = 0.85EcI0282179(kN*m2)圓形截面樁身計(jì)算寬度b0 = 0.9(1.5d+0.5) or 0.9(d+1)1.40(m)樁的水平變形系數(shù) = (m2b0/EI)0.20.375(1/m)承臺(tái)埋深hn =4.0(m)樁的入土深度h =42.0(m)樁的換算埋深h =15.7樁中心距與樁徑之比Sa/d =3.0承臺(tái)寬度Bc =3.0(m)有效樁長(zhǎng)L =38.0(m)Bc/L =0.08承臺(tái)效應(yīng)系數(shù)c =0.06樁身軸向壓力傳遞系數(shù)N =0.5地基土與承臺(tái)底

4、之間的摩擦系數(shù) =0.3承臺(tái)底面地基土豎向抗力系數(shù)的比例系數(shù)m01 = m15000(kN/m4)樁底面地基土豎向抗力系數(shù)的比例系數(shù)m03 = m31500(kN/m4)承臺(tái)側(cè)面地基土水平抗力系數(shù)Cn = m1*hn20000.0(kN/m3)樁底面地基土豎向抗力系數(shù)C0 = m03*h63000.0(kN/m3)承臺(tái)底地基土豎向抗力系數(shù)Cb = m01*hn*c1200.0(kN/m3)樁身截面面積A = *d2/40.38(m2)單樁樁底壓力分布面積A0 = (h*tg(m/4)+d/2)2 or *s2/43.46(m2)3. 單單位位力力作作用用于于樁樁頂頂時(shí)時(shí)，樁樁頂頂產(chǎn)產(chǎn)生生的的變

5、變位位根據(jù)建筑樁基技術(shù)規(guī)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作用時(shí)的水平位移HH = Af /3/EI0.000164(m/kN)H0=1作用時(shí)的轉(zhuǎn)角MH = Bf /2/EI0.000041(1/kN)M0=1作用時(shí)的轉(zhuǎn)角MM = Cf /EI0.000017(1/kN*m)4. 樁樁頂頂發(fā)發(fā)生生單單位位變變位位時(shí)時(shí)，在在樁樁頂頂引引起起的的內(nèi)內(nèi)力力根據(jù)建筑樁基技術(shù)規(guī)范JGJ94-20

6、08中表C.0.3-2發(fā)生單位豎向位移時(shí)的軸向力NN = 1 /(N*h/EA+1/C0A0)152483.384(kN/m)發(fā)生單位水平位移時(shí)的水平力HH = MM /(HH*MM-MH2)15949.928(kN/m)發(fā)生單位水平位移時(shí)的彎矩MH = MH /(HH*MM-MH2)39472.792(kN*m/m)發(fā)生單位轉(zhuǎn)角時(shí)的彎矩MM = HH /(HH*MM-MH2)158119.037(kN*m/m)5. 承承臺(tái)臺(tái)發(fā)發(fā)生生單單位位變變位位時(shí)時(shí)，所所有有樁樁頂頂、承承臺(tái)臺(tái)和和側(cè)側(cè)墻墻引引起起的的反反力力和和B0 = B+14.000(m)承臺(tái)底與地基土的接觸面積Ab = F-nA7.

7、461(m2)承臺(tái)底與地基土的慣性矩Ib = IF-AKixi2-0.039(m4)承臺(tái)底面以上側(cè)向水平抗力系數(shù)的面積Fc = Cn*hn/240000.000(kN/m2)側(cè)向水平抗力系數(shù)對(duì)于底面的面積矩Sc = Cn*hn2/653333.333(kN/m)側(cè)向水平抗力系數(shù)對(duì)于底面的慣性矩Ic = Cn*hn3/12106666.667(kN)發(fā)生單位豎向位移時(shí)的豎向反力VV = n*NN+Cb*Ab618886.3(kN/m)發(fā)生單位豎向位移時(shí)的水平反力UV = Cb*Ab2685.8(kN/m)發(fā)生單位水平位移時(shí)的水平反力UU = n*HH+B0*Fc223799.7(kN/m)發(fā)生單

8、位水平位移時(shí)的反彎矩U = -n*MH+B0*Sc55442.2(kN*m/m)發(fā)生單位轉(zhuǎn)角時(shí)的反彎矩 = n*MM+NN*Kixi2+B0*Ic+Cb*Ib3748903.3(kN*m)6. 求求承承臺(tái)臺(tái)變變位位豎向位移V = (N+G)/VV0.016885(m)水平位移U =0.001385(m)轉(zhuǎn)角 =0.000806(弧度)7. 求求任任一一基基樁樁樁樁頂頂內(nèi)內(nèi)力力軸向力N0i = V*NN2574.7(kN)水平力H0i = U*HH-*HM-9.7(kN)9. 求求任任一一基基樁樁樁樁身身最最大大彎彎矩矩及及其其位位置置地面處樁身彎矩M0 = M/n+H/n*L0775.0(kN

9、*m)地面處樁身水平力H0 = H/n100.0(kN)CI= M0/H02.906查表C.0.3-5y =0.962DII =1.563樁身最大彎矩位置yMmax = y/2.57(m)樁身最大彎矩Mmax = H0/DII63.98(kN*m)10. 求求承承臺(tái)臺(tái)和和側(cè)側(cè)墻墻的的彈彈性性抗抗力力水平抗力HE = UB0Fc+B0Sc393.6(kN)11. 求求承承臺(tái)臺(tái)底底地地基基土土的的彈彈性性抗抗力力和和摩摩阻阻力力豎向抗力Nb = VCbAb151.2(kN)水平抗力Hb = Nb45.4(kN)12. 校校核核計(jì)計(jì)算算結(jié)結(jié)果果校核水平力H = Hi+HE+Hb400.0(kN)校核

10、軸向力N = Ni+Nb10450.0(kN)_2)( + )_)/(_2)+( + )_)/(_DL+LL（標(biāo)準(zhǔn)組合）查上海地基規(guī)范表G-3查上海地基規(guī)范表G-3查上海地基規(guī)范表G-3d4，取4查表5.2.5摩擦型樁取小值查表5.7.3-2根據(jù)h查表C.0.3-4根據(jù)h查表C.0.3-4根據(jù)h查表C.0.3-4Kh=0Kh=0Kh=0與樁基平面布置有關(guān)與樁基平面布置有關(guān)基樁平均軸向力L0=0h4，取4計(jì)計(jì)算算結(jié)結(jié)果果準(zhǔn)準(zhǔn)確確！計(jì)計(jì)算算結(jié)結(jié)果果準(zhǔn)準(zhǔn)確確！混凝土等級(jí)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鋼筋等級(jí)fy