桩基础稳定性计算书.docx
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桩基础稳定性计算书
桩基础稳定性计算书
1工程;工程建设地点:
;属于结构;地上o层;地下o层;建筑高度:
Om标准层层高:
0m;总建筑面积:
0平方米;总工期:
0天。
本工程由投资建设,设计,地质勘察,监理,组织施工;由担任项目经理,担任技术负责人。
本计算书主要依据施工图纸及以下规范及参考文献编制:
《建筑基坑支护技术规程》(JGJ120-99)。
一、参数信息
1.基坑基本参数
基坑开挖深度H:
1.6m;桩与土接触点深度H1:
1.5m;塔吊最大倾覆力矩M630kN・m桩直径d:
0.5m;桩入土深度H2:
30m;主动土压力分配系数:
0.7;
基坑外侧水位深度hwa:
5m;基坑以下水位深度hwp:
2m;
稳定性计算安全系数K:
1.2;
2.土层参数
土层类型
厚度hi
重度Y
浮重度向内聚力Ci
摩擦角
(m)
(kN/m3)
(kN/m3)(kPa)
(°)
碎石素填土
2
1925
00
粉质粘土
26
19.227.9
2030
淤泥质粉质粘土3
16.752.4615
微风化灰岩
5
1822
45
3.荷载参数
布置方式
荷载值Pi(kPa)
距基坑边线距离l1(m)
作用宽度ai(m)
满布
10--
--
局布
51
2
4.支撑参数
5.
二、桩侧土压力计算
1、水平荷载
(1)、主动土压力系数:
Kai=tan2(45°-奶/2)=tan2(45-0/2)=1;
Ka2=tan2(45°-血/2)=tan2(45-0/2)=1;
Ka3=tan2(45°-也/2)=tan2(45-0/2)=1;
Ka4=tan2(45°-如/2)=tan2(45-30/2)=0.333;
Ka5=tan2(45°-松/2)=tan2(45-30/2)=0.333;
Ka6=tan2(45°-妬/2)=tan2(45-15/2)=0.589;
Ka7=tan2(45°-也/2)=tan2(45-5/2)=0.84;
(2)、土压力、地下水以及地面附加荷载产生的水平荷载:
第1层土:
0~1米;
oai上=P1Kai-2CiKai0.5=10X1-2X0X10.5=10kN/m;
caiT=(Yh1+P1)Ka1-2C1Ka10.5=[191X10]X-2XX10.5=29kN/m;
第2层土:
1~1.5米;
出=刀Yhi/y=19/19=1;
C2上=[YH2'+Pi+P?
a2/(a2+2l2)]Ka2-2C2Ka20.5=[191X10+2.5]X2XX”=
31.5kN/m;
C2下=[Y(H2'+h2)+Pi+P2a2/(a2+2l2)]Ka2-2C2Ka20.5=[19(1+0.5)+10+2.5]1-2X0X10.5
=41kN/m;
第3层土:
1.5~2米;
Hs'=刀Yhi/Y=28.5/19=1.5;
C3上=[yH3'+Pi+P?
a2/(a2+2l2)]Ka3-2C3Ka30.5=[1915+10+2.5]1-2X0X10.5=
41kN/m;
C3下=[Y(H3'+h3)+Pi+P2a2/(a2+2l2)]Ka3-2C3Ka30.5=
[19X(1.5+0.5)+10+2.5]1-2X>0X10.5=50.5kN/m;
第4层土:
2~5米;
W=刀Yh/y=38/19.2=1.979;
0.5
C4上=[YH4'+Pi+F2a2/(a2+2l2)]Ka4-2C4Ka4=
0.5
[19.21^979+10+2.5]0.333-220X0.333=-6.261kN/m;
C4下=[Y(H4'+h4)+Pi+P2a2/(a2+2l2)]Ka4-2C4Ka40.5=
[19.2(1.979+3)+10+2.5]0.333-220>0.3330.5=12.939kN/m;
第5层土:
5~28米;
Hs'=刀yhi/y=95.6/19.2=4.979
他5上=[yH5'+Pi+F2宠/@+2l2)]Ka5-2C5Ka50.5=
0.5
[19.2电979+10+2.5]0.333-220X).333=12.939kN/m;
ca5下=[Y(H5'+Pl+P2a/(a2+2l2)]Ka5-2C5Ka50.5+YfeKa5+0.5驹人52=
[19.2X4.979+10+2.5]0X.333-22X0X0.3330.5+27.9X23X0.333+0.51X0X232=2871.839kN/m;第6层土:
28~31米;
H6'=H5'=4.979;
他6上=[yH6'+P1]Ka6-2C6Ka6°.5+酋6心6+0.5驹人62=
[16.7X4.979+10]0X.589-2X6X0.5890.5+52.4X23X0.589+0.51X0X232=3400.25kN/m;
ca6下=[yH6'+P1]Ka6-2C6Ka6D.5+yh6Ka6+0.5Yvh62=
[16.7X4.979+10]0X.589-2X6X0.5890.5+52.4X26X0.589+0.51X0X262=4227.808kN/m;第7层土:
31~31.6米;
H7'=H6'=4.979;
ca7上=[YH7'+P1]Ka7-2C7Ka70.5+^Ka7+0.5^wh72=
[18X4.979+10]0X.84-24XX0.840.5+22X26X0.84+0.51X0X262=3936.608kN/m;
C&7下=[YH7'+P1]Ka7-2C7Ka7).5+yh7Ka7+0.5^wh72=
[18X4.979+10]0X.84-24XX0.840.5+22X26.6X0.84+0.51X0X26.62=4105.491kN/m;
(3)、水平荷载:
临界深度:
Z0=(矽下Xh4)/(oa4上+®下)=(12.939X3)/(6.261X12.939)=2.022m;第1层土:
Ea1=0kN/m;
第2层土:
Ea2=0kN/m;
第3层土:
Ea3=0kN/m;第4层土:
Ea4=0.5XZ0Xoa4下=0.5X2.022X12.939=13.08kN/m;
作用位置:
ha4=Z0/3+刀hi=2.022/3+26.6=27.274m;
第5层土:
艮5=馆X(oa5上+阳5下)/2=23X(12.939+2871.839)/2=33174.954kN/m;
作用位置:
ha5=h5(2Oa5上+畋下)/(3ca5上+3oa5下)+刀hi=23X(2X12.939+2871.839)/(3
X12.939+3X2871.839)+3.6=11.301m;
Ea6=h6X(阳決+他6下)/2=3X(3400.25+4227.808)/2=11442.086kN/m;
作用位置:
ha6=h6(2oa6上+笛6下)/(3c&6上+3oa6下)+刀hi=3X(2X3400.25+4227.808)/(3
X3400.25+3X4227.808)+0.6=2.046m;
第7层土:
E37=h7X(oa/上+ca7下”2=0.6X(3936.608+4105.491)/2=2412.63kN/m;作用位置:
ha7=hz(2商上+ca7下)/(3商上+3oa7下)+刀hi=0.6X(2X3936.608+4105.491)/(3X3936.608+3X4105.491)+0=0.298m;
土压力合力:
Ea=2Eai=13.08+33174.954+11442.086+2412.63=47042.75kN/m合力作用点:
ha=习lEai/EaF
(13.082X7.274+33174.9541X1.301+11442.0862X.046+2412.630X.298)/47042.75=8.49m;
2、水平抗力计算
(1)、被动土压力系数:
2Kpi=tan
(45°
+
忖2):
=tan2
(45+0/2)
=i;
2
Kp2=tan
(45°
+
血/2):
=tan2
(45+30/2)
=3;
Kp3=tan2
(45°
+
初2):
=tan2
(45+30/2)
=3;
Kp4=tan2
(45°
+
创2):
=tan2
(45+i5/2)
=i.698;
Kp5=tan2
(45°
+
妬/2):
=tan2
(45+5/2)
=i.i9i;
(2)、土压力、地下水产生的水平荷载:
第1层土:
1.6~2米;
cpi上=2C1Kpi0.5=2X0X10.5=0kN/m;
0.50.5
ci下=YhiKpi+2CiKpi=19X4X+2X0X=7.6kN/m;
第2层土:
2~3.6米;
f=刀也/y=7.6/I9.2=0.396;
中2上=YH2'Kp2+2C2Kp20.5=I9.20X96X+2X20X30.5=92.082kN/m;
C2下=Y(H2'+h2)Kp2+2C2Kp20.5=I9.2(X396+I.6)3+2X20X30.5=I84.242kN/m;第3层土:
3.6~28米;
H3'=H2'=0.396;
0.52
C3上=[YH3']Kp3+2C3Kp3+丫'hKp3+0.5Yh32=
[19.2区396]3+2>20>30'5+27.9J0X3+O.5X0X)2=92.082kN/m;
§3下=[YH3']Kp3+2C3Kp30.5+y'3Kp3+0.5Yh32=
[19.20.396]3+2>20>30.5+27.924.43+0.5X0>24.42=5111.162kN/m;第4层土:
28~31米;
H4'=H3'=0.396;
0.52
§4上=YH『Kp4+2C4Kp4+丫'4"Kp4+0.5Yh4=
16.70.396*698+26>1.6980.5+52.424.41.698+0.510>24.42=5175.167kN/m;
0.52
§4下=YH4‘Kp4+2C4Kp4.+Y'4Kp4+0.5y"4=
16.70.3961.698+261.6980.5+52.427.41.698+0.51027.42=6219.155kN/m;第5层土:
31~31.6米;
H5'=H4'=0.396;
0.52
§5上=YH5‘Kp5+2C5Kp5.+Y5Kp5+0.5y"5=
0.52
180.3961.191+241.1910.5+2227.41.191+0.51027.42=4488.923kN/m;
§5下=YH5'Kp5+2C5Kp5°.5+y'5Kp5+0.5Yh52=
18>0.3961.191+24>1.1910.5+22>28>1.191+0.510>2$=4670.844kN/m;
(3)、水平荷载:
第1层土:
Eo1=hi>(§1上+§1下)/2=0.4>(0+7.6)/2=1.52kN/m;
作用位置:
hp1=hi(2§1上+§1下)/(3§1上+3§1下)+刀hi=0.4x(2x0+7.6)/(3>0+3>
7.6)+29.6=29.733m;
第2层土:
Eo2=h2>(§2上+§2下)/2=1.6>(92.082+184.242)/2=221.059kN/m;
作用位置:
hp2=hz(2§2上+§2下)/(3§2上+3§2下)+刀hi=1.6X(2X
92.082+184.242)/(392.082+3184.242)+28=28.711m;
第3层土:
§3=馆>(§尹+§3下)/2=24.4>(92.082+5111.162)/2=63479.578kN/m;
作用位置:
hp3=h3(2§3上+§3下)/(3§3上+3§3下)+刀hi=24.4X(2X
92.082+5111.162)/(3X92.082+3X5111.162)+3.6=11.877m;
Ep4=h4x(cp4上+3下)/2=3X(5175.167+6219.155)/2=17091.484kN/m;
作用位置:
hp4=h4(2qp4上+q54下)/(3op4上+3qp4下)+刀hi=3X(2X
5175.167+6219.155)/(3X5175.167+3X6219.155)+0.6=2.054m;第5层土:
Eo5=h5X(cps上+qp5下)/2=0.6X(4488.923+4670.844)/2=2747.93kN/m;
作用位置:
hp5=h5(2C5上+q55下)/(385上+3CP5下)+刀hi=0.6X(2X
4488.923+4670.844)/(3X4488.923+3X4670.844)+0=0.298m;
土压力合力:
Ep=艺Ei=
1.52+221.059+63479.578+17091.484+2747.93=83541.571kN/m;
合力作用点:
hp=》hpi/Ep=
(1.52X29.733+221.0592X8.711+63479.5781X1.877+17091.4842X.054+2747.930X.298)/83541.571=9.532m;
三、桩侧弯矩计算
1.主动土压力对桩底的弯矩
M=0.7X0.5X47042.75X8.49=139788.303kN•m
2.被动土压力对桩底的弯矩
M=0.5X83541.571X9.532=398142.062kN•m
3.支撑对桩底弯矩
M=622kN•m
四、基础稳定性计算
M+M》K(M+M)
622+398142.062=398764.062kN-m>1.2X(630+139788.303)=168501.964kNm塔吊稳定性满足要求!