钢板桩支护结构设计计算书

钢板桩支护结构设计计算书、计算依据：1、 《建筑基坑支护技术规程》JGJ120-20122、 《建筑施工计算手册》江正荣编著3、 《实用土木工程手册》第三版杨文渊编著4、 《施工现场设施安全设计计算手册》谢建民编著5、《土力学与地基基础》二、参数信息1、基本参数支护桩材料钢桩支护桩间距ba(m)0.001支护桩嵌入土深度ld(m)4基坑开挖深度h(m)5基坑外侧水位深度ha(m)1.2基坑内侧水位深度hp(m)1.2支护桩在坑底处的水平位移量u(mm)12承压水含水层顶面至坑底的土层厚度D(m)4.3承压水含水层顶面的压力水头高度hw(m)62、土层参数土层类型土厚度h(m)土重度Y(kN/m3)粘聚力c(kPa)内摩擦角叽。)饱和土重度Ysat(kN/m3)水土分算粘性土2.5519.432.2513.1520是粉土320621522是粉砂320621522是细砂1020.501520是3、荷载参数类型荷载q(kpa)距支护边缘的水平距离a(m)垂直基坑边的分布宽度b(m)平行基坑边的分布长度l(m)作用深度d(m)

满布荷载3////条形局部荷载3.544/0矩形局部荷载455624、计算系数结构重要性系数Y01综合分项系数YF1.25嵌固稳定安全系数Ke1.2圆弧滑动稳定安全系数Ks1.3突涌稳定安全系数Kh1.1三、土压力计算土压力分布示意图附加荷载布置图1、主动土压力计算主动土压力系数Kai=tan2(45。-申/2)=tan2(45-13.15/2)=0.629；Ka2=tan2(45。-申2/2)=tan2(45-13.15/2)=0.629；Ka3=tan2(45°-93/2)=tan2(45-15/2)=0.589；Ka4=tan2(45°-^4/2)=tan2(45-15/2)=0.589；Ka5=tan2(45°-申5/2)=tan2(45-15/2)=0.589；Ka6=tan2(45°-96/2)=tan2(45-15/2)=0.589；Ka7=tan2(45°-申7/2)=tan2(45-15/2)=0.589；土压力、地下水产生的水平荷载第1层土：0-1.2mH1'=[EYoho+Eq1]/Yi=[0+3]/19.4=0.155mPak1上=Y1H1'Ka1-2C1Ka10.5=19.4x0.155x0.629-2x32.25x0.6290.5=-49.263kN/m2Pak1 下=Y1(h1+H1')Ka1-2c1Ka10.5=19.4x(1.2+0.155)x0.629-2x32.25x0.6290.5=-34.62kN/m2第2层土：1.2-2.55m丐=正灯1+羽1此曲=[23.28+3]/20=1.314口PPak2上=[Ysat2H2LYw(Sh1-ha)]Ka2-2C2Ka20-5+Yw(Sh1-ha)=[20x1-314-10X(1-2-1-2)]X0-629-2x32.25x0.6290.5+10x(1.2-1.2)=-34.625kN/m2Pak2下=[Ysat2(H2'+h2)-Yw(Sh1-ha)]Ka2-2C2Ka20-5+Yw(Sh1-ha)=[20X(1.314+1.35)-10X(2.55-]x0.629-2x32.25x0.6290.5+10x(2.55-1.2)=-12.633kN/m2第3层土：2.55-4m丐=正丫2人2+羽1此曲=[50.28+3]/22=2.422口Pak3上=[Ysat3H3LYw(Sh2-ha)]Ka3-2C3Ka30-5+Yw(Sh2-ha)=[22x2.422-10X(2.55-1.2)]X0.589-2x62x0.5890.5+10x(2.55-1.2)=-58.233kN/m2ak3下=[Ysat3(H3'+h3)-YwQh2-ha)]Ka3-2c3Ka30.5+YwQh2-ha)=[222422+l・45)-4(4-l・2)]x0.589-2x62x0.5890.5+10x(4-1.2)=-33.484kN/m2第4层土：4-5.55mH4'=[ZY3h3+Zq1+Zq1b1/(b1+2a1)]/Ysati=[82.18+3+1.167]/22=3.925mPPak4上=[Ysat4H4'-Yw(Sh3-ha)]Ka4-2C4Ka40-5+Yw(Sh3-ha)=[22x3-925-10X(4-1-2)]X0-589-2X62x0,5890.5+10x(4-1.2)=-32.797kN/m2Pak4下=[Ysat4(H4'+h4)-Yw(Sh3-ha)]Ka4-2C4Ka40-5+YwGh3-ha)=[22X(3-925+1-55)-10X(5-55-]x0.589-2x62x0.5890.5+10x(5.55-1.2)=-6.342kN/m2第5层土：5.55-7m电=正丫4人4+羽1+羽』1/031+2哲)]讯曲=[116.28+3+1.167]/22=5.475口Pak5上=[Ysat5H5LYw(Sh4-ha)]Ka5-2C5Ka50-5+Yw(Sh4-ha)=[22x5-475-10X(5-55-1-2)]X0-589-2x62x0.5890.5+10x(5.55-1.2)=-6.342kN/m2Pak5下=[Ysat5(H5'+h5)-Yw(Sh4-ha)]Ka5-2C5Ka50-5+YwGh4-ha)=[22X(5.475+1.45)-10X(7-1.2)]x0.589-2x62x0.5890.5+10x(7-1.2)=18.407kN/m2第6层土：7-8.55mH6'=[ZY5h5+Zq1+Zq1b1/(b1+2a1)+Zq1b1l1/((b1+2a1)(l1+2a1)]/Ysati=[148.18+3+1.167+0.5]/22=6.948mak6上=[Ysat6H6LYw(Sh5-ha)]Ka6-2C6Ka60-5+Yw(Sh5-ha)=[22x6.948-10X(7-1.2)]X0.589-2X62x0.5890.5+10x(7-1.2)=18.705kN/m2ak6下二区亦叫加丿力决也打九玉匕严轨厲厶也円22"6.948*1.")-10"8."-]x0.589-2x62x0.5890.5+10x(8.55-1.2)=45.16kN/m2第7层土：8.55-9mH7'=[ZY6h6+Zq1+Zq1b1/(b1+2a1)+Zq1b1l1/((b1+2a1)(l1+2a1)]/Ysati=[182.28+3+1.1

67+0.5]/20=9.347mPak7ak7上Fs^HhwQhs-hJGEKa^+YwQhGhaH20^347」0"855」2)"0.589-2x0x0.5890.5+10x(8.55-1.2)=140.316kN/m2Pak7下=[Ysat7(H7'+h7)-Yw(Sh6-ha)]Ka7-2C7Ka70-5+Yw(Sh6-ha)=[20X(9-347+0-45)-10X(9-1-2)]x0.589-2x0x0.5890.5+10x(9-1.2)=147.467kN/m2水平荷载临界深度:Z0=7-Pak5下h5/(Pak5上+Pak5下)=7-18・407x1.45/(6.342+18.407)=5.922m；第1层土Eak1=0kN；第2层土Eak2=0kN；第3层土Eak3=0kN；第4层土Eak4=0kN；第5层土E=0.5PZb=0.5x18.407x5.922x0.001=0.055kN；ak5 ak5下0aaa5=(7-Z0)/3+Eh6=(7-5.922)/3+2=2.359m；第6层土Eak6=h6(Pa6+Pa6)ba/2=1.55x(18.705+45.16)x0.001/2=0.049kN；aa6=h6(2Pa6上+Pa6)/(3Pa6上+3Pa6下)+》h7=1.55x(2x18.705+45.16)/(3x18.705+3x45.16)+0.45=1.118m；第7层土Eak7=h7(Pa7+Pa7)ba/2=0.45x(140.316+147.467)x0.001/2=0.065kN；aa7=h7(2Pa7上+Pa7下)/(3Pa7+3Pa7)=0.45x(2x140.316+147.467)/(3x140.316+3x147.467)=0.223m土压力合力：Eak总Eaki=0+0+0+0+0.055+0・049+0.065=0.169kN；合力作用点：aa=L(aaiEaki)/Eak=(0x0+0x0+0x0+0x0+2.359x0.055+1.118x0.049+0.223x0.065)/0.169=1.178m；2、被动土压力计算被动土压力系数Kp]=tan2(45°+申]/2)=tan2(45+15/2)=1.698；Kp2=tan2(45°+申2/2)=tan2(45+15/2)=1.698；Kp3=tan2(45°+申3/2)=tan2(45+15/2)=1.698；Kp4=tan2(45°+申4/2)=tan2(45+15/2)=1.698；土压力、地下水产生的水平荷载第1层土：5-5.55mHi'=[ZY0h0]/Yi=[O]/2O=OmPpki上=Y1H1'Kp1+2c1Kp1o.5=2OxOx1.698+2x62x1.698o.5=161.581kN/m2Ppk1pk1 下=Y1(h1+H1')Kp1+2c1Kp1o.5=2Ox(O.55+O)x1.698+2x62x1.698o.5=18O.259kN/m2第2层土：5.55-6.2mH2'=[ZY1h1]/Yi=[11]/2O=O.55mPpk2上=Y2H2'Kp2+2c2Kp2O.5=2OxO.55x1.698+2x62x1.698O.5=18O.259kN/m2Ppk2=Y2(h2+H2')Kp2+2c2Kp2O.5=2Ox(O.65+O.55)x1.698+2x62x1.698O.5=2O2.333kN/m2第3层土：6.2-8.55mH3'=[ZY2h2]/Ysati=[24]/22=1.O91mPpk3pk3上=[Ysat3H3'-YwQh2-hp)]Kp3+2c3Kp3O.5+YwQh2-hp)=[22x1.O91-1Ox(1.2-1.2)]x1.698+2x62x1.698O.5+1Ox(1.2-1.2)=2O2.336kN/m2Ppk3下=[Ysat3(H3'+h3)-YwSh2-hp)]Kp3+2c3Kp3O-5+YwSh2-hp)=[22x(1.O91+2.35)-1Ox(3.55-1.2)]x1.698+2x62x1.698O.5+1Ox(3.55-1.2)=273.72kN/m2第4层土：8.55-9mH4'=[ZY3h3]/Ysati=[75.7]/20=3.785mPpk4上=[Ysat4H4'-YwQh3-hp)]Kp4+2c4Kp4°.5+YwQh3-hp)=[20x3.785-10x(3.55-1.2)]xl.698+2xOxl.698o.5+lOx(3.55-1.2)=112.136kN/m2Ppk4下=[Ysat4(H4'+h4)-YwQh3-hp)]Kp4+2c4Kp40・5+YwQh3-hp)=[2Ox(3.785+O.45)-1Ox(4-1.2)]x1.698+2xOx1.698o.5+1Ox(4-1.2)=124.277kN/m2水平荷载第1层土已卩灯“玄九曲]上+Pp1下)/2=0.001x0.55x(161.581+180.259)/2=0.094kN；ap1=h1(2Pp1 +Pp1 )p11p1上p1下+3Pp1/(3P+3Pp1p1 上)+》h2=0.55x(2x161.581+180.259)/(3x161.581+3x180.259)+3.45=3.72m；下2第2层土Epk2=bah2(Pp2上+Pp2下)/2=0.001x0.65x(180.259+202.333)/2=0.124kN；ap2=h2(2Pp2+Pp2)p22p2上p2下/(3Pp2 +3Pp2p2 上 p2)+》h3=0.65x(2x180.259+202.333)/(3x180.259+3x202.333)+2.8=3.119m；下3第3层土Epk3=bah3(Pp3上+Pp3下)/2=0.001x2.35x(202.336+273.72)/2=0.559kN；ap3=h3(2Pp3+Pp3)p33p3上p3下/(3Pp3 +3Pp3p3 上 p3)+Yh4=2.35x(2x202.336+273.72)/(3x202.336+3x273.72)+0.45=1.566m；下4第4层土Epk4=bah4(Pp4上+Pp4下)/2=0.001x0.45x(112.136+124.277)/2=0.053kN；ap4=h4(2Pp4上+Pp4下)/(3Pp4上+3Pp4下)=0.45x(2x112.136+124.277)/(3x112.136+3x124.277)=0.221m；土压力合力：Epk总£卩孑°.°94+0.124+0.559+0.053=0・83畑合力作用点：a=》(apiEpki)/Epk=(3.72x0.094+3.119x0.124+1.566x0.559+0.221x0.053)/0.83=1.956m；3、基坑内侧土反力计算1）主动土压力系数Ka]=tan2(45°呷]/2)=tan2(45-15/2)=0.589；Ka2=tan2(45°呷2/2)=tan2(45-15/2)=0.589；Ka3=tan2(45°呷3/2)=tan2(45-15/2)=0.589；Ka4=tan2(45°呷4/2)=tan2(45-15/2)=0.589；土压力、地下水产生的水平荷载第1层土：5-5.55mH1'=[ZYoho]/Yi=[0]/20=0mPsk1上=(0.2912-91+c1)^h0(1-^h0/ld)u/ub+Y1H1'Ka1=(0.2x152-15+62)x0x(1-0/4)x0.012/0.012+20x0x0.589=0kN/m2Psk1下=(0.2/2呷]+c1)Yh1(1-Yh1/ld)u/Ub+Y1(h1+H1')Ka1=(0.2x152-15+62)x0.55x(1-0.55/4)x0.012/0.012+20x(0+0.55)x0.589=50.121kN/m2第2层土：5.55-6.2mH2'=[ZY1h1]/Yi=[11]/20=0.55mP=sk2上(0.2922-92+c2)^h1(1-^h1/ld)u/ub+Y2H2'Ka2=(0.2x152-15+62)x0.55x(1-0.55/4)x0.012/0.012+20x0.55x0.589=50.121kN/m2Psk2下=(0.2922-92+c2)^h2(1-^h2/ld)u/ub+Y2(h2+H2')Ka2=(0.2x152-15+62)x1.2x(1-1.2/4)x0.012/0.012+20x(0.55+0.65)x0.589=91.416kN/m2第3层土：6.2-8.55mH3'=[D2h2]/Ysati=[24]/22=1.091m

Psk3上=(°.2也2呷3+C3)Yh2(Th2/ld)u/ub+[Ysat3H3'-YwQh2-hp)]Kp3+YwQh2-hp)=(°.2xl52-l5+62)xl.2x(l-1.2/4)xl2/12+[22xl.091-10x(1.2-1.2)]x0.589+10x(1.2-1.2)=91.417kN/m2Psk3下=(0.2932-93+C3)Eh3(1-Zh3/ld)u/ub+[Ysat3(H3'+h3)-Yw(Sh3-hp)]Kp3+Yw(Ih3-hp)=(0.2X152-15+62)x3.55x(1-3.55/4)x12/12+[22x(1.091+2.35)-10x(3.55-1.2)]x0.589+10x(3.55-1.2)=90.989kN/m2第4层土：8.55-9mH4'=[ZY3h3]/Ysati=[75.7]/20=3.785mPsk4上=(0.2942-94+C4)Sh3(1-Sh3/ld)U/Ub+[Ysat4H4'-Yw(Sh3-hp)]Kp4+Yw(Ih3-hp)=(0.2x152-15+0)X3.55X(1-3.55/4)X12/12+[20X3.785-10X(3.55-1.2)]X0.589+10X(3.55-1.2)=66.227kN/m2Psk4下=(0.2942-94+C4)Sh4(1-Ih4/ld)U/Ub+[Ysat4(H4'+h4)-Yw(Sh4-hp)]Kp4+Yw(Sh4-hp)=(0.2X152-15+0)X4X(1-4/4)X12/12+[20X(3.785+0.45)-10X(4-1.2)]X0.589+10X(4-1.2)=61.396kN/m2水平荷载第1层土Psk1=b0h1(Ps1+Ps1)/2=0.001X0.55X(0+50.121)/2=0.014kN；asl=hi(2Psi上+Psl下)/(3Psi上+3Psi下)+》h2=0.55x(2x0+50.121)/(3x0+3x50.121)+3.45=3.633m；第2层土Psk2=boh2(Ps2上+Ps2下)/2=°.°°1x°.65x(5°.121+91.416)/2=°.°46kN；as2=h2(2Ps2上+Ps2下)/(3Ps2+3Ps2/(3Ps2+3Ps2)+Yh3=0.65x(2x50.121+91.416)/(3x50.121+3x91.416)+2.8=3.093m；下3第3层土

Psk3=boh3(Ps3上+PS3下)/2=0.001x2.35x(91.417+90.989)/2=0.214kN；as3=h3(2Ps3上+Ps3下)/(3Ps3+3Ps3/(3Ps3+3Ps3)+》h4=2.35x(2x91.417+90.989)/(3x91.417+3x90.989)+0.45=1.626m；下4第4层土Psk4=boh4(Ps4上+Ps4下)/2=°.°°lx°.45x(66.227+61.396)/2=°.°29kN；as4=h4(2Ps4上+Ps4下)/(3P4+3P4)=0.45x(2x66.227+61.396)/(3x66.227+3x61.396)=0.228m；4上 s4下土压力合力：Ppk=》Ppki=0.014+0.046+0.2l4+0.029=0.303kN；合力作用点：as=》(asiPski)/Ppk=(3.633x0.014+3.093x0.046+1.626x0.214+0.228x0.029)/0.303=1.808m；Psk=0.303kNSEp=0.83kN满足要求！四、稳定性验算1、嵌固稳定性验算Epkapl/(Eakaal)=0.83x1.956/(0.169x1.178)=8.155>Ke=1.2满足要求！2、整体滑动稳定性验算圆弧滑动条分法示意图2、整体滑动稳定性验算圆弧滑动条分法示意图Ksi=》{Cjlj+[(qjbj+AGj)cosej-Pjlj]tan申j}/》(qjbj+AGj)sineCj、乌 第j土条滑弧面处土的粘聚力(kPa)、内摩擦角(°)；q 第j土条的宽度(m)；Oj—第j土条滑弧面中点处的法线与垂直面的夹角(°)；] 第j土条的滑弧段长度(m),取lj=bj/cos0j；qj—作用在第j土条上的附加分布荷载标准值(kPa)；AGj 第j土条的自重(kN),按天然重度计算；uj——第j土条在滑弧面上的