悬臂支护结构设计计算书

悬臂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》一、参数信息1、基本参数支护桩材料钢桩支护桩间距ba(m)0.06支护桩嵌入土深度ld(m)12基坑开挖深度h(m)3.5基坑外侧水位深度ha(m)7.2基坑内侧水位深度hp(m)7.5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)7.2承压水含水层顶面的压力水头高度hw(m)7.52、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u(°)饱和土重度〃 ，3、ySat(kN/m)水土分算填土619101220否粘性土321151822是粘性土1522161822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1////条形局部荷载14.234/0矩形局部荷载 155 624、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Kh1.1二、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1)主动土压力系数KKa1=tan2(45°-p1/2)Ka2=tan2(45°-p2/2)Ka3=tan2(45°-p3/2)Ka4=tan2(45°-U4/2)Ka5=tan2(45°-p5/2)Ka6=tan2(45°-")=tan2(45-12/2)=0.656；=tan2(45-12/2)=0.656；=tan2(45-18/2)=0.528；=tan2(45-18/2)=0.528；=tan2(45-18/2)=0.528；=tan2(45-18/2)=0.528；2)土压力、地下水产生的水平荷载第1层土：0-4.23mH1'=2Y0h0+Zq1]/Yi=[0+1]/19=0.053mPak1上=Y1H1'Ka1-2c1Ka10・5=19x0.053x0.656-2x10x0.6560・5=-15.538kN/m2Pk1ak1下=Y1(h1+H1')Ka1-2c1Ka10.5=19x(4.23+0.053)x0.656-2x10x0.6560・5=37.185kN/m2第2层土：4.23-6mH2'=[ZY1h1+Sq1+Zq1b1/(b1+2a1)]/y.=[80.37+1+0.321]/19=4.3mPak2上=Y2H2'Ka2-2c2Ka20-5=19x4.3x0.656-2x10x0.6560-5=37.396kN/m2Pak2下=Y2(h2+H2')Ka2-2c2Ka20-5=19x(1.77+4.3)x0.656-2x10x0.6560-5=59.458kN/m2第3层土：6-7mH3'=2Y2h2+Zq1+Zq1b1/(b1+2a1)]/Yi=[114+1+0.321]/21=5.491mPak3上=Y3H3'Ka3-2c3Ka30.5=21x5.491x0.528-2x15x0.5280.5=39.085kN/m2Pak3下=Y3(h3+H3')Ka3-2c3Ka30.5=21x(1+5.491)x0.528-2x15x0.5280・5=50.173kN/m2第4层土：7-7.2mH4'=[ZY3h3+Zq1+Zq1b1/(b1+2a1)+Sq1b1l1/((b1+2a1)(l1+2a1)]/y.=[135+1+0.321+0.125]/21=6.497mPak4上=Y4H4'Ka4-2c4Ka40-5=21x6.497x0.528-2x15x0.5280-5=50.24kN/m2Pak4下=Y4(h4+H4')Ka4-2c4Ka40-5=21x(0.2+6.497)x0.528-2x15x0.5280-5=52.457kN/m2第5层土：7.2-9mh;=2y也+Zqi+Zqb/(b+2a)+zqb&/((b+2a)(L+2a)]/Y产[139.2+1+0.321+0.125]J'44J』1J』11'1 1，J』111''1 1八1r*sati/22=6.393mPak5上=[Ysat5H5'-Yw(Zh4-ha)]Ka5-2c5Ka50.5+Yw(Sh4-ha)=[22x6.393-10x(7.2-7.2)]x0.528-2x15x0.5280・5+10x(7.2-7.2)=52.462kN/m2Pak5下=[Ysat5(H5，+h5)-Yw(Sh4-ha)]Ka5-2c5Ka50-5+Yw(^h4-ha)=[22x(6.393+1.8)-10x(9-7.2)]x0.528-2x15x0.5280.5+10x(9-7.2)=81.867kN/m2第6层土：9-15.5mH'=2Yn+Zqi+Zqb/(b+2a)+zqb&/((b+2a)(L+2a)]/Y产[178.8+1+0.321+0.125]55 1 11 1 1 111 1 1 1 1sati/22=8.193mPak6上=[Ysat6H6'-Yw(Zh5-ha)]Ka6-2c6Ka60.5+Yw(Zh5-ha)=[22x8.193-10x(9-7.2)]x0.528-2x16x0.5280.5+10x(9-7.2)=80.414kN/m2Pak6下=[Ysat6(H6'+h6)-Yw(Zh5-ha)]Ka6-2c6Ka60.5+Yw(Zh5-ha)=[22x(8.193+6.5)-10x(15.5-7.2)]x0.528-2x16x0.5280・5+10x(15.5-7.2)=186.598kN/m23)水平荷载临界深度：Z0=Paki下h1/(Pak1±+Pak1下)=37.185x4.23/(15.538+37.185)=2.983m；第1层土Eak1=0.5Pak1下Z0ba=0.5x37.185x2.983x0.06=3.328kN；aa1=Z0/3+Zh2=2.983/3+11.27=12.264m；第2层土Eak2=h2(Pa2上+Pa2下)ba/2T.77x(37.396+59.458)x0.06/2=5.143kN；aa2=h2(2Pa2上+Pa2下"萱2上+3Pa2下)+Zh3=1.77x(2x37.396+59.458)/(3x37.396+3x59.458)+9.5=10.318m；第3层土Eak3=h3(Pa3上+Pa3下)ba/2=1x(39.085+50.173)x0.06/2=2.678kN；aa3=h3(2Pa3上+Pa3下*¥3上+3Pa3下)+Zh4=1x(2x39.085+50.173)/(3x39.085+3x50.173)+8.5=8.979m；第4层土Eak4=h4(Pa4上+Pa4下)ba/2=0.2x(50.24+52.457)x0.06/2=0.616kN；aa4=h4(2Pa4上+Pa4下"萱4上+3Pa4下)+Zh5=0.2x(2x50.24+52.457)/(3x50.24+3x52.457)+8.3=8.399m；第5层土Eak5=h5(Pa5上+Pa5下)ba/2=1.8x(52.462+81.867)x0.06/2=7.254kN；aa5=h5(2Pa5上+Pa5下*¥5上+3Pa5下)+Zh6=1.8x(2x52.462+81.867)/(3x52.462+3x81.867)+6.5=7.334m；第6层土Eak6=h6(Pa6上+Pa6下)ba/2=6.5x(80.414+186.598)x0.06/2=52.067kN；aa6=h6(2Pa6上+Pa6下)/^6上+3Pa6)=6.5x(2x80.414+186.598)/(3x80.414+3x186.598)=2.819m；下土压力合力：Eak=ZEaki=3.328+5.143+2.678+0.616+7.254+52.067=71.086kN；合力作用点：顼aaiEaki)/Eak=(12.264x3.328+10.318x5.143+8.979x2.678+8.399x0.616+7.334x7.254+2.819x52.067)/71.086=4.545m；2、被动土压力计算被动土压力系数Kp1=tan2(45°+%/2)=tan2(45+12/2)=1.525；Kp2=tan2(45°+p2/2)=tan2(45+18/2)=1.894；Kp3=tan2(45°+p3/2)=tan2(45+18/2)=1.894；Kp4=tan2(45°+p4/2)=tan2(45+18/2)=1.894；土压力、地下水产生的水平荷载第1层土：3.5-6mH1'=[ZY0h0]/y.=[0]/19=0mPpk1上=Y1H1'Kp1+2c1Kp10.5=19x0x1.525+2x10x1.5250・5=24.698kN/m2Ppk1下=Y1(h1+H1')Kp1+2c1Kp10.5=19x(2.5+0)x1.525+2x10x1.5250・5=97.136kN/m2第2层土：6-9mH2'=[ZY1h1]/y,=[47.5]/21=2.262mPpk2上=Y2H2'Kp2+2c2Kp20-5=21x2.262x1.894+2x15x1.8940-5=131.256kN/m2pk2下二丫2仇2+鬼）写+2。2K二丫2仇2+鬼）写+2。2第3层土：9-11mH3'=[ZY2h2]/y.=[110.5]/22=5.023mPpk3上=Y3H3'Kp3+2c3Kp30-5=22x5.023x1.894+2x16x1.8940-5=253.338kN/m2Ppk3下=Y3(h3+H3')Kp3+2c3Kp30-5=22x(2+5.023)x1.894+2x16x1.8940-5=336.674kN/m2第4层土：11-15.5mH4'=[ZY3h3]/ysat.=[154.5]/22=7.023mPpk4上=[Ysat4H4'-Yw(Zh3-hp)]Kp4+2c4Kp40-5+Yw(Sh3-hp)=[22x7.023-10x(7.5-7.5)]x1.894+2x16x1.8940.5+10x(7.5-7.5)=336.674kN/m2Ppk4下=[Ysat4(H4'+h4)-Yw(Zh3-hp)]Kp4+2c4Kp4°.5+Yw(Zh3-hp)=[22x(7.023+4.5)-10x(12-7.5)]x1.894+2x16x1.894o.5+10x(12-7.5)=483.95kN/m2水平荷载第1层土Epk1=bah1(Pp1±+Pp1T)/2=0.06x2.5x(24.698+97.136)/2=9.138kN；%1电耕1上%下)/(3%1上+3Pp1下)+Zh2=2.5x(2x24.698+97.136)/(3x24.698+3x97.136)+9.5=10.502m；第2层土Epk2=bah2(Pp2上+Pp2下)/2=0.06x3x(131.256+250.578)/2=34.365kN；ap2=h2(2Pp2上+Pp2下)/(3Pp2上+3Pp2下)+Zh3=3x(2x131.256+250.578)/(3x131.256+3x250.578)+6.5=7.844m；第3层土Epk3=bah3(Pp3上+Pp3下)/2=0.06x2x(253.338+336.674)/2=35.401kN；ap3=h3(2Pp3上+Pp3下)/(3Pp3上+3Pp3下)+Zh4=2x(2x253.338+336.674)/(3x253.338+3x336.674)+4.5=5.453m；第4层土Epk4=bah4(Pp4上+Pp4下)/2=0.06x4.5x(336.674+483.95)/2=110.784kN；ap4=h4(2Pp4上+Pp4下)/(3Pp4上+3Pp4)=4.5x(2x336.674+483.95)/(3x336.674+3x483.95)=2.115m；下土压力合力：Epk=ZEpki=9.138+34.365+35.401+110.784=189.688kN；合力作用点：a=pL(ap,Epk，)/Epk=(10.502x9.138+7.844x34.365+5.453x35.401+2.115x110.784)/189.688=4.18m；3、基坑内侧土反力计算1）主动土压力系数Ka1=tan2(45o-p1/2)=tan2(45-12/2)=0.656；Ka2=tan2(45°-u2/2)=tan2(45-18/2)=0.528；Ka3=tan2(45°-u3/2)=tan2(45-18/2)=0.528；Ka4=tan2(45°-u4/2)=tan2(45-18/2)=0.528；土压力、地下水产生的水平荷载第1层土：3.5-6mH1'=[ZY0h0]/y.=[0]/19=0mPsk1上=(0.2p12-p1+c1)Eh0(1-Sh0/ld)p/pb+Y1H1'Ka1=(0.2x122-12+10)x0x(1-0/12)x0.012/0.012+19x0x0.656=0kN/m2Psk1下=(0.2p12-p1+c1)Eh1(1-Sh1/ld)p/pb+Y1(h1+H1')Ka1=(0.2x122-12+10)x2.5x(1-2.5/12)x0.012/0.012+19x(0+2.5)x0.656=84.202kN/m2第2层土：6-9mH2'=[ZY1h1]/y,=[47.5]/21=2.262mPsk2上=(0.2p22-p2+c2)Eh1(1-Sh1/ld)p/pb+Y2H2'Ka2=(0.2x182-18+15)x2.5x(1-2.5/12)x0.012/0.012+21x2.262x0.528=147.394kN/m2sk2下=(0.2p22-p2+c2)Ih2(1-Ih2/ld)p/pb+Y2(h2+H2')Ka2=(0.2x182-18+15)x5.5x(1-5.5/12)x0.012/0.012+21x(2.262+3)x0.528=242.458kN/m2第3层土：9-11mH3'=[ZY2h2]/y,=[110.5]/22=5.023Psk3上=(0.2p32-p3+c3)Eh2(1-Sh2/ld)p/pb+Y3H3'Ka3=(0.2x182-18+16)x5.5x(1-5.5/12)x0.012/0.012+22x5.023x0.528=245.439kN/m2sk3下=(0.2p32-p3+c3)Ih3(1-Eh3/ld)p/pb+Y3(h3+H3')Ka3=(0.2x182-18+16)x7.5x(1-7.5/12)x0.012/0.012+22x(5.023+2)x0.528=258.204kN/m2第4层土：11-15.5mH4'=[ZY3h3]/Ysat.=[154.5]/22=7.023mPi』sk4上=(0.2饥2-U+c.)Eh(1-EK/^^)p/U+[Y』H』'-y(Th-h)]K,+y(Th-h)=(0.2x182-18+16)\ *4 *4 "J 3、 J3 *b 1-1sat44，wJ3p'」p4 ，wJ 3 p7 v 7x7.5x(1-7.5/12)x12/12+[22x7.023-10x(7.5-7.5)]x0.528+10x(7.5-7.5)=258.204kN/m2Psk4下=(0.2P42-P4+c4)Th4(1-Th4/ld)P/Pb+[Ysat4(H4'+h4)-Yw(Th4-hp)]Kp4+Yw(Zh4-hp)=(0.2x182-18+16)x12x(1-12/12)x12/12+[22x(7.023+4.5)-10x(12-7.5)]x0.528+10x(12-7.5)=155.091kN/m2水平荷载第1层土Psk1=b0h1(Ps1±+Ps1T)/2=0.06x2.5x(0+84.202)/2=6.315kN；as1=h1(2Ps1上+Ps1下)/如1上+3Ps1下)+Th2=2.5x(2x0+84.202)/(3x0+3x84.202)+9.5=10.333m；第2层土Psk2=b0h2(Ps2上+Ps2下)/2=0.06x3x(147.394+242.458)/2=35.087kN；as2=h2(2Ps2上+Ps2下)/(3Ps2上+3Ps2下)+Th3=3x(2x147.394+242.458)/(3x147.394+3x242.458)+6.5=7.878m；第3层土Psk3=b0h3(Ps3上+Ps3下)/2=0.06x2x(245.439+258.204)/2=30.219kN；as3=h3(2Ps3上+Ps3下)/(3Ps3上+3Ps3下)+Th4=2x(2x245.439+258.204)/(3x245.439+3x258.204)+4.5=5.492m；第4层土Psk4=b0h4(Ps4上+Ps4下)/2=0.06x4.5x(258.204+155.091)/2=55.795kN；as4=h4(2Ps4上+Ps4下)/(3Ps4上+3Ps4)=4.5x(2x258.204+155.091)/(3x258.204+3x155.091)=2.437m；下土压力合力：Ppk=ZPpki=6.315+35.087+30.219+55.795=127.416kN；合力作用点：as=顼asiPski)/Ppk=(10.333x6.315+7.878x35.087+5.492x30.219+2.437x55.795)/127.416=5.051m；Psk=127.416kN<Ep=189.688kN满足要求！三、稳定性验算1、 嵌固稳定性验算Epkap1/(Eakaa1)=189.688x4.18/(71.086x4.545)=2.454>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K.=^{c.l.+［(q.b.+AG.)cos0.-^.l.］tanp.}/^(q.b.+AG.)sin0si 、ii ii 1 111 i ii is JJ JJ J JJJ J JJ JCj、Uj 第］土条滑弓瓜面处土的粘聚力(kPa)、内摩擦角(°)；bj 第］土条的宽度(m)；4——第］土条滑孤面中点处的法线与垂直面的夹角(°)；1. 第］土条的滑弓瓜段长度(m),取1j=q/cosOJ；q—作用在第］土条上的附加分布荷载标准值(kPa)；AG.—Mj土条的自重(0),按天然重度计算；当——第］土条在滑孤面上的孔隙水压力(kPa)，采用落底式截水帷幕时，对地下水位以下的砂土、碎石土、粉土，在基坑外