6#楼北侧钢板桩设计计算书.docx
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6#楼北侧钢板桩设计计算书
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》JGJ120-2012
2、《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)
0.4
支护桩嵌入土深度ld(m)
8.6
基坑开挖深度h(m)
3.4
基坑外侧水位深度ha(m)
1.1
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υ(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)
6
2、土层参数
土层类型
土厚度h(m)
土重度γ(kN/m3)
粘聚力c(kPa)
内摩擦角φ(°)
饱和土重度γsat(kN/m3)
水土分算
填土
1.4
17
5
8
17
否
淤泥质二
1.6
17.6
12.3
8.9
17.6
是
粘性土
2.3
19
55.8
15.4
19
是
粘性土
1.3
18.7
40.2
15.1
18.7
是
粘性土
1.1
18.6
16.2
16.6
18.6
是
粉土
2.44
18.8
40
17
18.8
是
粉土
4.36
18.7
40
17
18.7
是
粘性土
9.95
19
55
16.6
19
是
3、计算系数
结构重要性系数γ0
1
综合分项系数γF
1.25
嵌固稳定安全系数Ke
1.2
圆弧滑动稳定安全系数Ks
1.3
突涌稳定安全系数Kh
1.1
二、土压力计算
土压力分布示意图
1、主动土压力计算
1)主动土压力系数
Ka1=tan2(45°-φ1/2)=tan2(45-8/2)=0.756;
Ka2=tan2(45°-φ2/2)=tan2(45-8/2)=0.756;
Ka3=tan2(45°-φ3/2)=tan2(45-8.9/2)=0.732;
Ka4=tan2(45°-φ4/2)=tan2(45-15.4/2)=0.58;
Ka5=tan2(45°-φ5/2)=tan2(45-15.1/2)=0.587;
Ka6=tan2(45°-φ6/2)=tan2(45-16.6/2)=0.556;
Ka7=tan2(45°-φ7/2)=tan2(45-17/2)=0.548;
Ka8=tan2(45°-φ8/2)=tan2(45-17/2)=0.548;
2)土压力、地下水产生的水平荷载
第1层土:
0-1.1m
H1'=[∑γ0h0]/γi=[0]/17=0m
Pak1上=γ1H1'Ka1-2c1Ka10.5=17×0×0.756-2×5×0.7560.5=-8.695kN/m2
Pak1下=γ1(h1+H1')Ka1-2c1Ka10.5=17×(1.1+0)×0.756-2×5×0.7560.5=5.442kN/m2
第2层土:
1.1-1.4m
H2'=[∑γ1h1]/γsati=[18.7]/17=1.1m
Pak2上=γsat2H2'Ka2-2c2Ka20.5=17×1.1×0.756-2×5×0.7560.5=5.442kN/m2
Pak2下=γsat2(h2+H2')Ka2-2c2Ka20.5=17×(0.3+1.1)×0.756-2×5×0.7560.5=9.298kN/m2
第3层土:
1.4-3m
H3'=[∑γ2h2]/γsati=[23.8]/17.6=1.352m
Pak3上=[γsat3H3'-γw(∑h2-ha)]Ka3-2c3Ka30.5+γw(∑h2-ha)=[17.6×1.352-10×(1.4-1.1)]×0.732-2×12.3×0.7320.5+10×(1.4-1.1)=-2.825kN/m2
Pak3下=[γsat3(H3'+h3)-γw(∑h2-ha)]Ka3-2c3Ka30.5+γw(∑h2-ha)=[17.6×(1.352+1.6)-10×(3-1.1)]×0.732-2×12.3×0.7320.5+10×(3-1.1)=22.076kN/m2
第4层土:
3-5.3m
H4'=[∑γ3h3]/γsati=[51.96]/19=2.735m
Pak4上=[γsat4H4'-γw(∑h3-ha)]Ka4-2c4Ka40.5+γw(∑h3-ha)=[19×2.735-10×(3-1.1)]×0.58-2×55.8×0.580.5+10×(3-1.1)=-46.872kN/m2
Pak4下=[γsat4(H4'+h4)-γw(∑h3-ha)]Ka4-2c4Ka40.5+γw(∑h3-ha)=[19×(2.735+2.3)-10×(5.3-1.1)]×0.58-2×55.8×0.580.5+10×(5.3-1.1)=-11.866kN/m2
第5层土:
5.3-6.6m
H5'=[∑γ4h4]/γsati=[95.66]/18.7=5.116m
Pak5上=[γsat5H5'-γw(∑h4-ha)]Ka5-2c5Ka50.5+γw(∑h4-ha)=[18.7×5.116-10×(5.3-1.1)]×0.587-2×40.2×0.5870.5+10×(5.3-1.1)=11.905kN/m2
Pak5下=[γsat5(H5'+h5)-γw(∑h4-ha)]Ka5-2c5Ka50.5+γw(∑h4-ha)=[18.7×(5.116+1.3)-10×(6.6-1.1)]×0.587-2×40.2×0.5870.5+10×(6.6-1.1)=31.544kN/m2
第6层土:
6.6-7.7m
H6'=[∑γ5h5]/γsati=[119.97]/18.6=6.45m
Pak6上=[γsat6H6'-γw(∑h5-ha)]Ka6-2c6Ka60.5+γw(∑h5-ha)=[18.6×6.45-10×(6.6-1.1)]×0.556-2×16.2×0.5560.5+10×(6.6-1.1)=66.964kN/m2
Pak6下=[γsat6(H6'+h6)-γw(∑h5-ha)]Ka6-2c6Ka60.5+γw(∑h5-ha)=[18.6×(6.45+1.1)-10×(7.7-1.1)]×0.556-2×16.2×0.5560.5+10×(7.7-1.1)=83.224kN/m2
第7层土:
7.7-10.14m
H7'=[∑γ6h6]/γsati=[140.43]/18.8=7.47m
Pak7上=[γsat7H7'-γw(∑h6-ha)]Ka7-2c7Ka70.5+γw(∑h6-ha)=[18.8×7.47-10×(7.7-1.1)]×0.548-2×40×0.5480.5+10×(7.7-1.1)=47.569kN/m2
Pak7下=[γsat7(H7'+h7)-γw(∑h6-ha)]Ka7-2c7Ka70.5+γw(∑h6-ha)=[18.8×(7.47+2.44)-10×(10.14-1.1)]×0.548-2×40×0.5480.5+10×(10.14-1.1)=83.736kN/m2
第8层土:
10.14-12m
H8'=[∑γ7h7]/γsati=[186.302]/18.7=9.963m
Pak8上=[γsat8H8'-γw(∑h7-ha)]Ka8-2c8Ka80.5+γw(∑h7-ha)=[18.7×9.963-10×(10.14-1.1)]×0.548-2×40×0.5480.5+10×(10.14-1.1)=83.736kN/m2
Pak8下=[γsat8(H8'+h8)-γw(∑h7-ha)]Ka8-2c8Ka80.5+γw(∑h7-ha)=[18.7×(9.963+1.86)-10×(12-1.1)]×0.548-2×40×0.5480.5+10×(12-1.1)=111.204kN/m2
3)水平荷载
临界深度:
Z0=Pak1下h1/(Pak1上+Pak1下)=5.442×1.1/(8.695+5.442)=0.423m;
第1层土
Eak1=0.5Pak1下Z0ba=0.5×5.442×0.423×0.01=0.012kN;
aa1=Z0/3+∑h2=0.423/3+10.9=11.041m;
第2层土
Eak2=h2(Pa2上+Pa2下)ba/2=0.3×(5.442+9.298)×0.01/2=0.022kN;
aa2=h2(2Pa2上+Pa2下)/(3Pa2上+3Pa2下)+∑h3=0.3×(2×5.442+9.298)/(3×5.442+3×9.298)+10.6=10.737m;
第3层土
Eak3=h3(Pa3上+Pa3下)ba/2=1.6×(-2.825+22.076)×0.01/2=0.154kN;
aa3=h3(2Pa3上+Pa3下)/(3Pa3上+3Pa3下)+∑h4=1.6×(2×-2.825+22.076)/(3×-2.825+3×22.076)+9=9.455m;
第4层土
Eak4=h4(Pa4上+Pa4下)ba/2=2.3×(-46.872+-11.866)×0.01/2=-0.675kN;
aa4=h4(2Pa4上+Pa4下)/(3Pa4上+3Pa4下)+∑h5=2.3×(2×-46.872+-11.866)/(3×-46.872+3×-11.866)+6.7=8.078m;
第5层土
Eak5=h5(Pa5上+Pa5下)ba/2=1.3×(11.905+31.544)×0.01/2=0.282kN;
aa5=h5(2Pa5上+Pa5下)/(3Pa5上+3Pa5下)+∑h6=1.3×(2×11.905+31.544)/(3×11.905+3×31.544)+5.4=5.952m;
第6层土
Eak6=h6(Pa6上+Pa6下)ba/2=1.1×(66.964+83.224)×0.01/2=0.826kN;
aa6=h6(2Pa6上+Pa6下)/(3Pa6上+3Pa6下)+∑h7=1.1×(2×66.964+83.224)/(3×66.964+3×83.224)+4.3=4.83m;
第7层土
Eak7=h7(Pa7上+Pa7下)ba/2=2.44×(47.569+83.736)×0.01/2=1.602kN;
aa7=h7(2Pa7上+Pa7下)/(3Pa7上+3Pa7下)+∑h8=2.44×(2×47.569+83.736)/(3×47.569+3×83.736)+1.86=2.968m;
第8层土
Eak8=h8(Pa8上+Pa8下)ba/2=1.86×(83.736+111.204)×0.01/2=1.813kN;
aa8=h8(2Pa8上+Pa8下)/(3Pa8上+3Pa8下)=1.86×(2×83.736+111.204)/(3×83.736+3×111.204)=0.886m;
土压力合力:
Eak=ΣEaki=0.012+0.022+0.154+-0.675+0.282+0.826+1.602+1.813=4.036kN;
合力作用点:
aa=Σ(aaiEaki)/Eak=(11.041×0.012+10.737×0.022+9.455×0.154+8.078×-0.675+5.952×0.282+4.83×0.826+2.968×1.602+0.886×1.813)/4.036=2.082m;
2、被动土压力计算
1)被动土压力系数
Kp1=tan2(45°+φ1/2)=tan2(45+15.4/2)=1.723;
Kp2=tan2(45°+φ2/2)=tan2(45+15.4/2)=1.723;
Kp3=tan2(45°+φ3/2)=tan2(45+15.1/2)=1.705;
Kp4=tan2(45°+φ4/2)=tan2(45+16.6/2)=1.8;
Kp5=tan2(45°+φ5/2)=tan2(45+17/2)=1.826;
Kp6=tan2(45°+φ6/2)=tan2(45+17/2)=1.826;
2)土压力、地下水产生的水平荷载
第1层土:
3.4-4.6m
H1'=[∑γ0h0]/γi=[0]/19=0m
Ppk1上=γ1H1'Kp1+2c1Kp10.5=19×0×1.723+2×55.8×1.7230.5=146.49kN/m2
Ppk1下=γ1(h1+H1')Kp1+2c1Kp10.5=19×(1.2+0)×1.723+2×55.8×1.7230.5=185.774kN/m2
第2层土:
4.6-5.3m
H2'=[∑γ1h1]/γsati=[22.8]/19=1.2m
Ppk2上=[γsat2H2'-γw(∑h1-hp)]Kp2+2c2Kp20.5+γw(∑h1-hp)=[19×1.2-10×(1.2-1.2)]×1.723+2×55.8×1.7230.5+10×(1.2-1.2)=185.774kN/m2
Ppk2下=[γsat2(H2'+h2)-γw(∑h1-hp)]Kp2+2c2Kp20.5+γw(∑h1-hp)=[19×(1.2+0.7)-10×(1.9-1.2)]×1.723+2×55.8×1.7230.5+10×(1.9-1.2)=203.629kN/m2
第3层土:
5.3-6.6m
H3'=[∑γ2h2]/γsati=[36.1]/18.7=1.93m
Ppk3上=[γsat3H3'-γw(∑h2-hp)]Kp3+2c3Kp30.5+γw(∑h2-hp)=[18.7×1.93-10×(1.9-1.2)]×1.705+2×40.2×1.7050.5+10×(1.9-1.2)=161.583kN/m2
Ppk3下=[γsat3(H3'+h3)-γw(∑h2-hp)]Kp3+2c3Kp30.5+γw(∑h2-hp)=[18.7×(1.93+1.3)-10×(3.2-1.2)]×1.705+2×40.2×1.7050.5+10×(3.2-1.2)=193.867kN/m2
第4层土:
6.6-7.7m
H4'=[∑γ3h3]/γsati=[60.41]/18.6=3.248m
Ppk4上=[γsat4H4'-γw(∑h3-hp)]Kp4+2c4Kp40.5+γw(∑h3-hp)=[18.6×3.248-10×(3.2-1.2)]×1.8+2×16.2×1.80.5+10×(3.2-1.2)=136.212kN/m2
Ppk4下=[γsat4(H4'+h4)-γw(∑h3-hp)]Kp4+2c4Kp40.5+γw(∑h3-hp)=[18.6×(3.248+1.1)-10×(4.3-1.2)]×1.8+2×16.2×1.80.5+10×(4.3-1.2)=164.24kN/m2
第5层土:
7.7-10.14m
H5'=[∑γ4h4]/γsati=[80.87]/18.8=4.302m
Ppk5上=[γsat5H5'-γw(∑h4-hp)]Kp5+2c5Kp50.5+γw(∑h4-hp)=[18.8×4.302-10×(4.3-1.2)]×1.826+2×40×1.8260.5+10×(4.3-1.2)=230.18kN/m2
Ppk5下=[γsat5(H5'+h5)-γw(∑h4-hp)]Kp5+2c5Kp50.5+γw(∑h4-hp)=[18.8×(4.302+2.44)-10×(6.74-1.2)]×1.826+2×40×1.8260.5+10×(6.74-1.2)=293.788kN/m2
第6层土:
10.14-12m
H6'=[∑γ5h5]/γsati=[126.742]/18.7=6.778m
Ppk6上=[γsat6H6'-γw(∑h5-hp)]Kp6+2c6Kp60.5+γw(∑h5-hp)=[18.7×6.778-10×(6.74-1.2)]×1.826+2×40×1.8260.5+10×(6.74-1.2)=293.786kN/m2
Ppk6下=[γsat6(H6'+h6)-γw(∑h5-hp)]Kp6+2c6Kp60.5+γw(∑h5-hp)=[18.7×(6.778+1.86)-10×(8.6-1.2)]×1.826+2×40×1.8260.5+10×(8.6-1.2)=341.935kN/m2
3)水平荷载
第1层土
Epk1=bah1(Pp1上+Pp1下)/2=0.01×1.2×(146.49+185.774)/2=1.994kN;
ap1=h1(2Pp1上+Pp1下)/(3Pp1上+3Pp1下)+∑h2=1.2×(2×146.49+185.774)/(3×146.49+3×185.774)+7.4=7.976m;
第2层土
Epk2=bah2(Pp2上+Pp2下)/2=0.01×0.7×(185.774+203.629)/2=1.363kN;
ap2=h2(2Pp2上+Pp2下)/(3Pp2上+3Pp2下)+∑h3=0.7×(2×185.774+203.629)/(3×185.774+3×203.629)+6.7=7.045m;
第3层土
Epk3=bah3(Pp3上+Pp3下)/2=0.01×1.3×(161.583+193.867)/2=2.31kN;
ap3=h3(2Pp3上+Pp3下)/(3Pp3上+3Pp3下)+∑h4=1.3×(2×161.583+193.867)/(3×161.583+3×193.867)+5.4=6.03m;
第4层土
Epk4=bah4(Pp4上+Pp4下)/2=0.01×1.1×(136.212+164.24)/2=1.652kN;
ap4=h4(2Pp4上+Pp4下)/(3Pp4上+3Pp4下)+∑h5=1.1×(2×136.212+164.24)/(3×136.212+3×164.24)+4.3=4.833m;
第5层土
Epk5=bah5(Pp5上+Pp5下)/2=0.01×2.44×(230.18+293.788)/2=6.392kN;
ap5=h5(2Pp5上+Pp5下)/(3Pp5上+3Pp5下)+∑h6=2.44×(2×230.18+293.788)/(3×230.18+3×293.788)+1.86=3.031m;
第6层土
Epk6=bah6(Pp6上+Pp6下)/2=0.01×1.86×(293.786+341.935)/2=5.912kN;
ap6=h6(2Pp6上+Pp6下)/(3Pp6上+3Pp6下)=1.86×(2×293.786+341.935)/(3×293.786+3×341.935)=0.907m;
土压力合力:
Epk=ΣEpki=1.994+1.363+2.31+1.652+6.392+5.912=19.623kN;
合力作用点:
ap=Σ(apiEpki)/Epk=(7.976×1.994+7.045×1.363+6.03×2.31+4.833×1.652+3.031×6.392+0.907×5.912)/19.623=3.677m;
3、基坑内侧土反力计算
1)主动土压力系数
Ka1=tan2(45°-φ1/2)=tan2(45-15.4/2)=0.58;
Ka2=tan2(45°-φ2/2)=tan2(45-15.4/2)=0.58;
Ka3=tan2(45°-φ3/2)=tan2(45-15.1/2)=0.587;
Ka4=tan2(45°-φ4/2)=tan2(45-16.6/2)=0.556;
Ka5=tan2(45°-φ5/2)=tan2(45-17/2)=0.548;
Ka6=tan2(45°-φ6/2)=tan2(45-17/2)=0.548;
2)土压力、地下水产生的水平荷载
第1层土:
3.4-4.6m
H1'=[∑γ0h0]/γi=[0]/19=0m
Psk1上=(0.2φ12-φ1+c1)∑h0(1-∑h0/ld)υ/υb+γ1H1'Ka1=(0.2×15.42-15.4+55.8)×0×(1-0/8.6)×0.012/0.012+19×0×0.58=0kN/m2
Psk1下=(0.2φ12-φ1+c1)∑h1(1-∑h1/ld)υ/υb+γ1(h1+H1')Ka1=(0.2×15.42-15.4+55.8)×1.2×(1-1.2/8.6)×0.012/0.012+19×(0+1.2)×0.58=103.916kN/m2
第2层土:
4.6-5.3m
H2'=[∑γ1h1]/γsati=[22.8]/19=1.2m
Psk2上=(0.2φ22-φ2+c2)∑h1(1-∑h1/ld)υ/υb+[γsat2H2'-γw(∑h1-hp)]Kp2+γw(∑h1-hp)=(0.2×15.42-15.4+55.8)×1.2×(1-1.2/8.6)×12/12+[19×1.2-10×(1.2-1.2)]×0.58+10×(1.2-1.2)=103.916kN/m2
Psk2下=(0.2φ22-φ2+c2)∑h2(1-∑h2/ld)υ/υb+[γsat2(H2'+h2)-γw(∑h2-hp)]Kp2+γw(∑h2-hp)=(0.2×15.42-15.4+55.8)×1.9×(1-1.9/8.6)×12/12+[19×(1.2+0.7)-10×(1.9-1.2)]×0.58+10×(1.9-1.2)=153.89kN/m2
第3层土:
5.3-6.6m
H3'=[∑γ2h2]/γsati=[36.1]/18.7=1.93m
Psk3上=(0.2φ32-φ3+c3)∑h2(1-∑h2/ld)υ/υb+[γsat3H3'-γw(∑h2-hp)]Kp3+γw(∑h2-hp)=(0.2×15.12-15.1+40.2)×1.9×(1-1.9/8.6)×12/12+[18.7×1.93-10×(1.9-1.2)]×0.587+10×(1.9-1.2)=128.732kN/m2
Psk3下=(0.2φ32-φ3+c3)∑h3(1-∑h3/ld)υ/υb+[γsat3(H3'+h3)-γw(∑h3-hp)]Kp3+γw(∑h3-hp)=(0.2×15.12-15.1+40.2)×3.2×(1-3.2/8.6)×12/12+[18.7×(1.93+1.3)-10×(3.2-1.2)]×0.587+10×(3.2-1.2)=185.777kN/m2
第4层土:
6.6-7.7m
H4'=[∑γ3h3]/γsati=[60.41]/18.6=3.248m
Psk4上=(0.2φ42-φ4+c4)∑h3(1-∑h3/ld)υ/υb+[γsat4H4'-γw(∑h3-hp)]Kp4+γw(∑h3-hp)=(0.2×16.62-16.6+16.2)×3.2×(1-3.2/8.6)×12/12+[18.6×3.248-10×(3.2-1.2)]×0.556+10×(3.2-1.2)=152.402kN/m2