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1、板桩支护计算悬臂计算书计算依据：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工字钢支护桩中心距ba(m)1支护桩嵌入土深度ld(m)7基坑开挖深度h(m)5基坑外侧水位深度ha(m)2.5基坑内侧水位深度hp(m)1.5支护桩是否设置支撑否2、支撑高度位置参数支撑道数各道支撑距基坑顶部距离S(m)14.63、土层参数土层类型土厚度h(m)土重度粘聚力内摩擦角饱和土重度水土分算Y(kN/m3)c(kPa)叽)Ysat(kN/m3)填土
2、418121018否黏土417.814.439.7220否粉土1.719.86.8930.3922否粉质黏土3.319.614.3115.5422否粉质黏土819.621.116.2222否4、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)矩形局部荷载10.7014805、计算系数结构重要性系数Y00.9综合分项系数YF0.9嵌固稳定安全系数Ke1.2圆弧滑动稳定安全系数Ks1.25眉I3. 3谐质;总体示意图cd土压力分布示意图石 eEdAwqdEG寸)ZUE n (e9 Jr寸)ZUE1/ H.OH(enD6
3、lA寸)ZUE n (w寸 9 Jr寸)ZUEUCM 导 0D0AW2G 寸)ZUE n (e、9 Jr寸)ZUE1/ 导 0D0AW2G 寸)ZUE n ( Jr寸)ZUEUCM 导 0D0AW2G 寸)ZUE n (09 Jr寸)zuelcm(I sss 匸Ka6=tan2(45。-申6/2) = tan2(45-15.54/2)=0.577；2)土压力、地下水产生的水平荷载第 1 层土： O-OmH1=ZYOhO+Zq1b1l1/(b1+2a1)(l1+2a1)/Yi=0+0/18=0mP知上=Y1H1Ka1-2c1Ka1o.5=18xOxO.7O4-2x12xO.7O4o.5=-2O.
4、138kN/m2Pak1 下=Y1(h1+H1)Ka1-2c1Ka1o.5=18x(O+O)xO.7O4-2x12xO.7O4o.5=-2O.138kN/m2第 2 层土： O-2.5mH2=D1h1+lq1b1l1/(b1+2a1)(l1+2a1)/Yi=0+0/18=0mP2 上=Y2H2Ka2-2c2Ka2o.5=18xOxO.7O4-2x12xO.7O4o.5=-2O.138kN/m2Pak2 下=Y2(h2+H2)Ka2-2c2Ka2o.5=18x(2.5+o)xo.7o4-2x12xo.7o4o.5=11.546kN/m2第 3 层土： 2.5-4mH3=ZY2h2+Zq1b1l1
5、/(b1+2a1)(l1+2a1)/Ysati=45+o/18=2.5mPak3 上=Ysat3H3Ka3-2c3Ka3o.5=18x2.5xo.7o4-2x12xo.7o4o.5=11.546kN/m2Pak3=Ysat3(h3+H3)Ka3-2c3Ka3o.5=18x(1.5+2.5)xo.7o4-2x12xo.7o4o.5=3o.556kN/m2第 4 层土： 4-8mH4=ZY3h3+Zq1b1l1/(b1+2a1)(l1+2a1)/Ysati=72+o/2o=3.6mPak4 上=Ysat4H4Ka4-2c4Ka4o.5=2ox3.6xo.711-2x14.43xo.711o.5=2
6、6.863kN/m2=Ysat4(h4+H4)Ka4-2c4Ka40.5=20x(4+3.6)x0.711-2x14.43x0.71l0.5=83.752kN/m2第 5 层土： 8-9.7mH5=ZY4h4+Zq1b1l1/(b1+2a1)(l1+2a1)/Ysati=152+0/22=6.909mP k5 =y t5H5K 5-2c5K 50.5=22x6.909x0.328-2x6.89x0.3280.5=41.981kN/m2 ak5 上 sat5 5 a5 5 a5Pak5ak5下=Ysat5(h5+H5)Ka5-2c5Ka50.5=22x(1.7+6.909)x0.328-2x6.
7、89x0.3280.5=54.253kN/m2第 6 层土： 9.7-12mH6=ZY5h5+Zq1b1l1/(b1+2a1)(l1+2a1)/Ysati=189.4+0/22=8.609mP k6 =y t6H6K 6-2c6K 60.5=22x8.609x0.577-2x14.31x0.5770.5=87.612kN/m2 ak6 上 sat6 6 a6 6 a6Pak6ak6下=Ysat6(h6+H6)Ka6-2c6Ka60.5=22x(2.3+8.609)x0.577-2x14.31x0.5770.5=116.828kN/m23)水平荷载临界深度Z0=2.5-Pak2h2/(Pak2+
8、Pak2)=2.5-11.546x2.5/(20.138+11.546)=1.589m；第1 层土Eak1=0kN；ak1第 2 层土Eak2=0.5Pak2 (2.5-Z0)ba=0.5x11.546x(2.5-1.589)x1=5.259kN aa2=(2.5-Z0)/3+Yh3=(2.5-1.589)/3+9.5=9.804m；Eak3=h3(Pak3 +Pak3 )ba/2=1.5x(11.546+30.556)x1/2=31.576kN；aa3=h3(2Pak3上+Pak3)/(3Pak3+3Pak3)+Yh4=1.5x(2x11.546+30.556)/(3x11.546+3x30
9、.556)+8=8.637m；下4第 4 层土Eak4=h4(Pak4 上+Pak4 下)ba/2=4x(26.863+83.752)x1/2=221.229kN；aa4=h4(2Pak4上+Pak4)/(3Pak4+3Pak4)+Zhs=4x(2x26.863+83.752)/(3x26.863+3x83.752)+4=5.657m；下5第 5 层土Eak5=h5(Pak5 +Pak5 )ba/2=1.7x(41.981+54.253)x1/2=81.799kN；ak5 5 ak5 上ak5 下 aaa5=h5(2Pak5上+Pak5)/(3Pak5+3Pak5下)+Yh6=1.7x(2x4
10、1.981+54.253)/(3x41.981+3x54.253)+2.3=3.114m；第 6 层土Eak6=h6(Pak6 +Pak6 )ba/2=2.3x(87.612+116.828)x1/2=235.106kN；aa6=h6(2Pak6上+Pak6)/(3Pak6+3Pak6)=2.3x(2x87.612+116.828)/(3x87.612+3xll6.828)=1.095m；下土压力合力：Eak=SEaki=0+5.259+31.576+221.229+81.799+235.106=574.969kN；合力作用点：a=XaaiEaki)/Eak=(0x0+9.804x5.259+
11、8637x31.576+5.657x221.229+3.114x81.799+1.095x23 5.106)/574.969=3.632m；2、被动土压力计算1) 被动土压力系数Kp1=tan2(45+ 卧/2) = tan2(45+9.72/2)=1.406；Kp2=tan2(45+ 92/2) = tan2(45+9.72/2)=1.406；Kp3=tan2(45+ 申 3/2) = tan2(45+30.39/2)=3.048；Kp4=tan2(45+ 申 4/2) = tan2(45+15.54/2)=1.732；2) 土压力、地下水产生的水平荷载第 1 层土： 5-6.5mH1=ZY
12、oho/Yi=0/17.8=0mP k1=y,H4K 4+2c4K 卩5=17.8x0x1.406+2x14.43x1.4060.5=34.224kN/m2pk1 上 11 p1 1 p1Ppk1pk1下=Y1(h1+H1)Kp1+2c1Kp1o.5=17.8x(1.5+O)x1.4O6+2x14.43x1.4O6o.5=71.771kN/m2第 2 层土： 6.5-8mH2=ZY1h1/Ysati=26.7/20=1.335mPpk2 上=Ysat2H2Kp2+2C2Kp20-5=20x1.335x1.406+2x14.43x1.4060-5=71.771kN/m2=Ysat2(h2+H2)
13、Kp2+2c2Kp20.5=20x(1.5+1.335)xl.406+2xl4.43xl.4060.5=113.959kN/m2第 3 层土： 8-9.7mH3=ZY2h2/Ysati=56.7/22=2.577mP k3 =y t3H3K 3+2c3K 3o.5=22x2.577x3.O48+2x6.89x3.O48o.5=196.857kN/m2 pk3 上sat3 3 p3 3 p3Ppk3pk3下=Ysat3(h3+H3)Kp3+2c3Kp30.5=22x(1.7+2.577)x3.048+2x6.89x3.0480.5=310.838kN/m2第 4 层土： 9.7-12m珥=正丫3人3饥沪94.1/22=4.277口Ppk4 上=Ysat4H4Kp4+2C4Kp4O-5=22X4.277X1.732+2X14.31X1.732o-5=2OO.637kN/m2Ppk4下=Ysat4(h4+H4)Kp4+2c4Kp4o.5=22x(2.3+4.277)x1.732+2x14.31x1.732o.5=288.272kN/m23) 水平荷载第1层土Epk1=bah1(Ppk1 +Ppk1 )/2=1x1.5x(34.224+71.771)/2=79.496kN；ap1=h1(2Ppk1上+Ppk1下)/(3Ppk1上+3Ppk1)+Yh2=1.5x(2x34
