顶管工作井计算

沉井计算沉井壁厚t0.6m沉井外径D8m刃脚踏面宽a0.4m沉井内径d6.8m沉井高度H12m井壁中心半径rc3.7m刃脚高度hl0.5m底板厚t10.6m刃脚宽度b0.4m封底厚度ha1.7m刃脚根部至底板底hb0.6m硬土刃脚突出的高度hc0m沉井顶面高于最高地下水位hd0m开始下沉时入土深度hs0.5m刃脚底土体的φ2.6刃脚底土体的φ(弧度)0.0454(弧度)地面堆载qs10kpa井壁高出地面hg低于地面取001层土的厚度h11.51m2层土的厚度h21.9m3层土的厚度h38.5m4层土的厚度h40m1层土的C110kpa2层土的C235kpa3层土的C36.2kpa4层土的C40kpa1层土的φ12度2层土的φ28.1度3层土的φ31.8度4层土的φ40度1层土的摩阻力fk120kpa2层土的摩阻力fk240kpa3层土的摩阻力fk315kpa4层土的摩阻力fk40kpa1层土的φ1(弧度)0.0349(弧度)2层土的φ2(弧度)0.1414(弧度)3层土的φ3(弧度)0.0314(弧度)4层土的φ4(弧度)0(弧度)1层土的容重γ118KN/m32层土的容重γ218KN/m33层土的容重γ316.2KN/m34层土的容重γ40KN/m3一、抗浮计算刃脚角度(弧度）0.8961(弧度）井壁自重标准值GkGk=[0.25*PI*(D*D-d*d)*H-PI/3*(1.5*d+b)*b*b*hl/b]*254129.1KN沉井总重GG=Gk+0.25*PI*d*d*t1*254673.9KN封底重G1G1=PI*0.25*d*d*ha*201234.8KN水浮力F1F1=10*[0.25*PI*C3*C3*(H+ha-hl-hb-hg)]6333.5KN抗浮系数KfwKfw=(G+G1)/F10.9329不满足（施工结束工作井采用素土回填）二、下沉计算平均摩阻力fkafka=(fk1*h1+fk2*h2+…fkn*hn)/(h1+h2+…hn)19.622Kpa沉井外壁总摩阻力4024.2KN沉井下沉系数1.0261满足四、下沉前井壁竖向弯曲单位周长井壁自重标准值gg=25H*t180KN/m单位周长井壁自重设计值gsgs=1.27g228.6KN/m跨中最大弯矩MoMo=0.035PI*gs*rc*rc344.11KN.m支座弯矩MsMs=-0.068PI*gs*rc*rc-668.6KN.m最大扭矩TmaxTmax=0.011PI*gs*rc*rc108.15KN.m最大剪力VmaxVmax=0.25PI*gs*rc664.31KN深梁计算跨度lolo=PI*2*rc/45.8119m跨高比lo/H0.4843按深梁计算截面内力臂zz=0.6lo3.4872m刃脚底配筋As1As1=Mo/fy.z328.93mm2沉井壁上端配筋As2As2=Ms/fy*z639.06mm2五、刃脚计算刃脚内侧水平推力之和plpl=Rj*hs*tan(θ-βo)/(hs+2a*tanθ)86.859KN/m刃脚底地基反力的合力偏心矩dlhl/2tanθ-hs*(3a+2b)/(6hs+12a*tanθ)0.0889m刃脚根部向外的竖向弯矩Ml1Ml1=pl(hl-hs/3)+Rj*dl49.273KN.m等效内摩擦角φDφD=2{45-arctan[tan(45-0.5φ)-2c/γs]}0（弧度）等效内摩擦角φD0（度）刃脚上部水平向侧压力设计值P'eplP'epl=1.27*[gs+(γ1-10)h1+…(γn-10)(hn-hl)]*tan(45-φD/2)*tan(45-φD/2)+1.27*10(H-hl-hg)279.37kpa刃脚底端水平向侧压力PeplPepl=1.27*[gs+(γ1-10)h1+…(γn-10)hn]*tan(45-φD/2)*tan(45-φD/2)+1.27*10(H-hg)279.37kpa刃脚根部向内的竖向弯矩Ml2Ml2=1/6(2Pepl+P'epl)hl*hl34.922KN.m刃脚的环向拉力NθNθ=pl*rc321.38KN内侧配筋αsαs=M/(fcm*b*ho*ho)0.0137内侧配筋ξξ=1-√(1-2αs)0.0138内侧配筋AsAs=ξfcm*b*ho/fy300.7mm2外侧配筋αsαs=M/(fcm*b*ho*ho)0.0097外侧配筋ξξ=1-√(1-2αs)0.0097外侧配筋AsAs=ξfcm*b*ho/fy212.68mm2环向配筋AsAs=Nθ/fy1071.3mm2六、井壁计算（封底前环向）取刃脚部以上1.5倍井壁高度hcal0.9m1)、承载能力极限状态计算顶部水平压力P'AlP'Al=1.27[qs+(γ1-10)*h1+...+(γn-10)(hn-hl)*tan(45-(φD+5)/2)*tan(45-(φD+5)/2)+1.27*10(H-hl-hg)258kpa顶部水平压力P'BlP'Bl=1.27[qs+(γ1-10)*h1+...+(γn-10)(hn-hl)*tan(45-(Φd-5)/2)*tan(45-(φD-5)/2)+1.27*10(H-hl-hg)304.83kpa底部水平压力PAlPAl=1.27[qs+(γ1-10)*h1+...+(γn-10)(hn-hl)*tan(45-(φD+5)/2)*tan(45-(φD+5)/2)+1.27*10(H-hg)259.02kpa底部水平压力PBlPBl=1.27[qs+(γ1-10)*h1+...+(γn-10)(hn-hl)*tan(45-(Φd-5)/2)*tan(45-(φD-5)/2)+1.27*10(H-hg)303.62kpaPtranAPtranA=0.5hl(PAl+P'Al)129.25kpaPtranBPtranB=0.5hl(PBl+P'Bl)152.11kpaPAPA=1.27[qs+(γ1-10)*h1+...+(γn-10)(hn-hl-0.5hcal)*tan(45-(ΦD+5)/2)*tan(45-(φD+5)/2)+1.27*10(H-hg-hl-0.5hcal)hcal+PtranA360.63kpaPBPB=1.27[qs+(γ1-10)*h1+...+(γn-10)(hn-hl-0.5hcal)*tan(45-(ΦD-5)/2)*tan(45-(Φd-5)/2)+1.27*10(H-hg-hl-0.5hcal)hcal+PtranB427.45kpa计算系数ω'PB/PA-10.1853截面上弯矩MAMA=-0.1488*PA*rc*rc*ω'-136.1KN.m截面上弯矩MBMB=0.1366*PA*rc*rc*ω'124.96KN.m截面上压力NANA=PA*rc*(1+0.7854ω')1528.5KN截面上压力NBNB=PA*rc*(1+0.5ω')1457.9KN按压弯构件计算2)、正常使用极限状态计算顶部水平压力P'AlP'Al=[qs+(γ1-10)*h1+...+(γn-10)(hn-hl)*tan(45-(φD+5)/2)*tan(45-(φD+5)/2)+10(H-hl-hg)203.15kpa顶部水平压力P'BlP'Bl=[qs+(γ1-10)*h1+...+(γn-10)(hn-hl)*tan(45-(Φd-5)/2)*tan(45-(φD-5)/2)+10(H-hl-hg)240.03kpa底部水平压力PAlPAl=[qs+(γ1-10)*h1+...+(γn-10)(hn-hl)*tan(45-(φD+5)/2)*tan(45-(φD+5)/2)+10(H-hg)203.95kpa底部水平压力PBlPBl=[qs+(γ1-10)*h1+...+(γn-10)(hn-hl)*tan(45-(Φd-5)/2)*tan(45-(φD-5)/2)+10(H-hg)239.07kpaPtranAPtranA=0.5hl(PAl+P'Al)101.77kpaPtranBPtranB=0.5hl(PBl+P'Bl)119.77kpaPAPA=[qs+(γ1-10)*h1+...+(γn-10)(hn-hl-0.5hcal)*tan(45-(ΦD+5)/2)*tan(45-(φD+5)/2)+10(H-hg-hl-0.5hcal)hcal+PtranA283.96kpaPBPB=[qs+(γ1-10)*h1+...+(γn-10)(hn-hl-0.5hcal)*tan(45-(ΦD-5)/2)*tan(45-(Φd-5)/2)+10(H-hg-hl-0.5hcal)hcal+PtranB336.57kpa计算系数ω'PB/PA-10.1853截面上弯矩MAMA=-0.1488*PA*rc*rc*ω'-107.2KN.m截面上弯矩MBMB=0.1366*PA*rc*rc*ω'98.39KN.m截面上压力NANA=PA*rc*(1+0.7854ω')1203.5KN截面上压力NBNB=PA*rc*(1+0.5ω')1148KN构件受力特征系数αcr偏心受压构件2.12.42.7裂缝间纵向受拉钢筋应变不均匀系数ψψ=1.1-0.65ftk/ρte.σss-1.4570.4混凝土轴心抗压标准值ftk1.78配筋量As2545mm2配筋率ρteρte＝As/b.ho0.0051裂缝截面处的钢筋应力σssσss＝Ms/0.87Asho88.01混凝土保护层厚度c40mm钢筋直径d18mm钢筋表面特征系数ν光面钢筋取1.0，变形钢筋取0.70.7最大裂缝宽度ωmaxωmax=αcrψσss/Es(2.7c+0.1d/ρte)ν-0.4320.118532772七、施工阶段井壁竖向抗拉计算最大拉断力NmaxNmax=G/41238.7KN配筋量AsAs＝Nmax/3603440.9mm2八、井壁计算（底板浇筑后）计算底面标高HbtmHbtm=H-hg-hl-hb-0.5t110.6m1)按承载能力极限状态计算计算标高处水土压力标准值PbtmPbtm=1.27[qs+(γ1-10)h1+(γ2-10)h2+(γ3-10)h3+(γi-10)(hi-（H-hg-Hbtm))]tan2(45-φD/2)+10*1.27(Hbtm-hg)279.37kpa竖向内侧受拉最大弯矩MxmaxMxmax=0.0023*Pbtm*Hbtm*Hbtm72.198KN.m外侧受拉最大弯矩MxminMxmin=0.0001*Pbtm*Hbtm*Hbtm3.1391KN.m内侧配筋αs0.0201内侧配筋ξ0.0203内侧配筋As442.04mm2外侧配筋αs0.0009外侧配筋ξ0.0009外侧配筋As19.033mm22)按正常使用极限状态计算计算标高处水土压力标准值PbtmPbtm=[qs+(γ1-10)h1+(γ2-10)h2+(γ3-10)h3+(γi-10)(hi-（H-hg-Hbtm))]tan2(45-φD/2)+10*(Hbtm-hg)219.98kpa竖向内侧受拉最大弯矩MxmaxMxmax=0.0023*Pbtm*Hbtm*Hbtm56.849KN.m外侧受拉最大弯矩MxminMxmin=0.0001*Pbtm*Hbtm*Hbtm2.4717KN.m构件受力特征系数αcr偏心受压构件2.1裂缝间纵向受拉钢筋应变不均匀系数ψψ=1.1-0.65ftk/ρte.σss-4.2560.4混凝土轴心抗压标准值ftk1.78配筋量As2545mm2配筋率ρteρte＝As/b.ho0.0046裂缝截面处的钢筋应力σssσss＝Ms/0.87Asho46.682混凝土保护层厚度c40mm钢筋直径d18mm钢筋表面特征系数ν光面钢筋取1.0，变形钢筋取0.70.7最大裂缝宽度ωmaxωmax=αcrψσss/Es(2.7c+0.1d/ρte)ν-0.7260.068211098八、底板计算1)、按自重产生的底板反力计算自重产生的底板反力标准