樁基計算表格大全（自動版）

1、單樁豎向抗壓極限承載力計算,鉆探孔編號,1#,孔口標(biāo)高(m),2.65,樁頂設(shè)計標(biāo)高(m),1.85地層編號,地層名稱及狀態(tài),土層層底標(biāo)高(m),土層厚度li (m),極限側(cè)阻標(biāo)準(zhǔn)值qsik（Kpa）,樁側(cè)阻力qsikli（KN/m),樁尖平均阻力qpk（Kpa)1-2,素填土，松散,0.70 ,1.15 ,0,0.00 ,4-1,粘土，軟塑,-0.35 ,1.05 ,30,31.50 ,6-1,粉質(zhì)粘土，流塑,-4.15 ,3.80 ,28,106.40 ,6-2,淤泥質(zhì)粘土，流塑,-4.95 ,0.80 ,22,17.60 ,6-3,粉質(zhì)粘土，流塑,-12.75 ,7.80 ,30,234

2、.00 ,7,粉質(zhì)粘土，可塑,-15.05 ,2.30 ,44,101.20 ,8-1,粉質(zhì)粘土，可塑,-16.85 ,1.80 ,48,86.40 ,9-1,粉質(zhì)粘土，可塑,-23.75 ,1.95 ,56,109.20 ,1800.00 送樁(m),0.8,樁長(m),20.65 ,686.30 ,1800.00 單樁豎向極限承載力標(biāo)準(zhǔn)值,樁型,樁徑(m),樁周長 u(m),uqsik li（KN）,樁端面積 Ap（m2）,qpk Ap (KN),極限承載力Quk(KN)圓樁,0.30 ,0.94 ,646.82 ,0.07 ,127.23 ,774.06 ,0.40 ,1.26 ,862

3、.43 ,0.13 ,226.19 ,1088.62 ,0.50 ,1.57 ,1078.04 ,0.20 ,353.43 ,1431.47 ,0.60 ,1.88 ,1293.64 ,0.28 ,508.94 ,1802.58 方樁,0.30 ,1.20 ,823.56 ,0.09 ,162.00 ,985.56 ,0.40 ,1.60 ,1098.08 ,0.16 ,288.00 ,1386.08 ,0.50 ,2.00 ,1372.60 ,0.25 ,450.00 ,1822.60 單樁豎向承載力特征值 R (KN) R = Quk/2 =,根據(jù)所選樁徑得出,注：1.樁進持力層深度應(yīng)滿足

4、樁基規(guī)范JGJ94-2008第3.3.3條規(guī)定。 2. 樁的負摩阻力相關(guān)規(guī)定及中性點取法，詳見樁基規(guī)范JGJ94-2008第5.4.3、5.4.4條規(guī)定。,單樁豎向抗拔極限承載力計算,鉆探孔編號,1#,孔口標(biāo)高(m),2.65,樁頂設(shè)計標(biāo)高(m),1.85地層編號,地層名稱及狀態(tài),土層層底標(biāo)高(m),土層厚度li (m),極限側(cè)阻標(biāo)準(zhǔn)值qsik（Kpa）,抗拔系數(shù)i,樁側(cè)阻力iqsikli（KN/m)1-2,素填土，松散,0.65 ,1.20 ,0,0.00 ,0.00 4-1,粘土，軟塑,-0.35 ,1.00 ,30,0.70 ,21.00 6-1,粉質(zhì)粘土，流塑,-4.15 ,3.80

5、,28,0.70 ,74.48 6-2,淤泥質(zhì)粘土，流塑,-4.95 ,0.80 ,22,0.70 ,12.32 6-3,粉質(zhì)粘土，流塑,-12.75 ,7.80 ,30,0.70 ,163.80 7,粉質(zhì)粘土，可塑,-15.05 ,2.30 ,44,0.70 ,70.84 8-1,粉質(zhì)粘土，可塑,-16.85 ,1.80 ,48,0.70 ,60.48 9-1,粉質(zhì)粘土，可塑,-23.75,1.95 ,56,0.70 ,76.44 送樁(m),0.8,樁長(m),20.65 ,479.36 單樁抗拔極限承載力標(biāo)準(zhǔn)值,樁型,樁徑(m),樁周長 u(m),極限抗拔承載力Tuk(KN),基樁自重Gp（KN)圓樁,0.30 ,0.94 ,451.79 ,20.44 ,0.40 ,1.26 ,602.38 ,36.33 ,0.50 ,1.57 ,752.98 ,56.76 ,0.60 ,1.88 ,903.57 ,81.74 方樁,0.30 ,1.20 ,575.23 ,26.02 ,0.40 ,1.60 ,766.98 ,46.26 ,0.50 ,2.00 ,958.72 ,72.28 單樁抗拔承載力特征值 T (KN) T = Tuk/2 + Gp =,根據(jù)所選樁徑得出,注：1.抗拔承載力計算，詳見