群樁水平承載力自動計(jì)算表格Excel

1、ARUP項(xiàng)項(xiàng)目目名名稱稱：項(xiàng)項(xiàng)目目號號：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：1.1.設(shè)設(shè)計(jì)計(jì)參參數(shù)數(shù)根據(jù)建筑樁基技術(shù)規(guī)范JGJ94-2008中5.7.2和5.7.5條樁身直徑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%樁側(cè)土水平抗力系數(shù)隨深度的比例系數(shù)m =2000(kN/m4)查上海地基規(guī)范表G-3水下混凝土強(qiáng)度等級C40混凝土彈性模量Ec =32500.00(N/mm2)鋼筋強(qiáng)度等級HRB400鋼筋彈性模量Es =200000(

2、N/mm2)彈性模量比值E = Es/Ec6.15樁身換算截面受拉邊緣的截面模量W0 = d/32*(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)d4，取4樁頂水平位移系數(shù)x =2.4410查表5.7.2樁頂允許水平位移oa =10(mm)2.2.單單樁樁水水平平承承載載力力計(jì)計(jì)算算單樁水平承載力特征值(水平位移控制)Rhd = 0.75*3EIoa/x54.3(kN)位移控制注

3、：1.根據(jù)上海市地基基礎(chǔ)設(shè)計(jì)規(guī)范DGJ08-11-2010附錄F估算單樁水平承載力 2.假定樁頂允許水平位移為10mmARUP項(xiàng)項(xiàng)目目名名稱稱：項(xiàng)項(xiàng)目目號號：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：1.1.設(shè)設(shè)計(jì)計(jì)參參數(shù)數(shù)根據(jù)建筑樁基技術(shù)規(guī)范JGJ94-2008中5.7.2和5.7.5條樁身直徑d =1000(mm)樁身保護(hù)層厚度60(mm)扣除保護(hù)層厚度的樁直徑d0 =880(mm)樁身配筋率rg=0.650%承臺側(cè)向水平抗力系數(shù)的比例系數(shù)m1=5000(kN/m4)查上海地基規(guī)范表G-3樁側(cè)土水平抗力系數(shù)

4、隨深度的比例系數(shù)m2=1500(kN/m4)查上海地基規(guī)范表G-3水下混凝土強(qiáng)度等級C35混凝土彈性模量Ec =31500.00(N/mm2)鋼筋強(qiáng)度等級HRB400鋼筋彈性模量Es =200000(N/mm2)彈性模量比值E = Es/Ec6.35樁身換算截面受拉邊緣的截面模量W0 = d/32*(d2+2(E-1)gd02)0.1035(m3)圓形截面慣性矩I0 = W0d0/20.0455(m4)樁身抗彎剛度EI = 0.85EcI01218881(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)1.80(m)d4，取4樁頂水平位移系數(shù)x =2

5、.4410查表5.7.2樁頂允許水平位移oa =10(mm)2.2.單單樁樁水水平平承承載載力力計(jì)計(jì)算算單樁水平承載力特征值(水平位移控制)Rhd = 0.75*3EIoa/x95.7(kN)注：1.根據(jù)上海市地基基礎(chǔ)設(shè)計(jì)規(guī)范DGJ08-11-2010附錄F估算單樁水平承載力 2.假定樁頂允許水平位移為10mm3.3.群群樁樁基基礎(chǔ)礎(chǔ)水水平平承承載載力力計(jì)計(jì)算算根據(jù)建筑樁基技術(shù)規(guī)范JGJ94-2008中5.7.3條沿水平荷載方向的距徑比Sa/d =3.00 沿水平荷載方向每排樁中的樁數(shù)n1 =3(根) 沿垂直水平荷載方向每排樁中的樁數(shù)n2 =2(根)承臺下總樁數(shù)n = n1*n26(根)承臺寬

6、度Bc =6.26(m)承臺高度hc =2.50(m)承臺受側(cè)向土抗力一邊的計(jì)算寬度Bc = Bc+17.26(m)Sa/d=6且且考考慮慮地地震震作作用用樁頂約束效應(yīng)系數(shù)r =2.05位移控制按表5.7.3-1取值樁的相互影響效應(yīng)系數(shù)i =0.664承臺側(cè)向土水平抗力效應(yīng)系數(shù)l =1.977群樁效應(yīng)綜合系數(shù)h = ir+l3.339考慮群樁效應(yīng)的單樁水平承載力Rh = hRhd319.4(kN)位移控制考慮群樁效應(yīng)樁的水平抗力之和R1 = irRhd*n781.8(kN)考慮承臺側(cè)向土的水平抗力之和R2 = lRhd*n1134.4(kN)( / ) (0.015 2+0.45)/(0.15

7、 1+0.1(_混凝土等級fc ：ft ：fck ：ftk ：Ec ：C157.200.9110.001.2722000C209.601.1013.401.5425500C2511.901.2716.701.7828000C3014.301.4320.102.0130000C3516.701.5723.402.2031500C4019.101.7126.802.3932500C4521.101.8029.602.5133500C5023.101.8932.402.6434500C5525.301.9635.502.7435500C6027.502.0438.502.8536000C6529.702.0941.502.9336500C7031.802.1444.502.9937000C7533.802.1847.403.0537500C8035.902.2250.203.1138000鋼筋等級fy ：fy ：fyk ：fyk ：Es ：HPB300270.00270.00300.00210000HRB3353