1、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) 0.4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 (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
2、(kN/m3) 粘聚力 c(kPa) 内摩擦角 () 饱和土重度 水土分算sat(kN/m3)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 0 1 综合分项系数 F 1.25嵌固稳定安全系数 Ke 1.2 圆弧
3、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- 1/2）= tan2(45-8/2)=0.756；Ka2=tan2(45- 2/2）= tan2(45-8/2)=0.756；Ka3=tan2(45- 3/2）= tan2(45-8.9/2)=0.732；Ka4=tan2(45- 4/2）= tan2(45-15.4/2)=0.58；Ka5=tan2(45- 5/2）= tan2(45-15.1/2)=0.587；Ka6=tan2(45- 6/2）= tan2(45-16.6/2)=0.556
4、；Ka7=tan2(45- 7/2）= tan2(45-17/2)=0.548；Ka8=tan2(45- 8/2）= tan2(45-17/2)=0.548；2）土压力、地下水产生的水平荷载第 1 层土：0-1.1mH1=0h0/i=0/17=0mPak1 上 =1H1Ka1-2c1Ka10.5=1700.756-250.7560.5=-8.695kN/m2Pak1 下 =1(h1+H1)Ka1-2c1Ka10.5=17(1.1+0)0.756-250.7560.5=5.442kN/m2第 2 层土：1.1-1.4mH2=1h1/sati=18.7/17=1.1mPak2 上 =sat2H2K
5、a2-2c2Ka20.5=171.10.756-250.7560.5=5.442kN/m2Pak2 下 =sat2(h2+H2)Ka2-2c2Ka20.5=17(0.3+1.1)0.756-250.7560.5=9.298kN/m2第 3 层土：1.4-3mH3=2h2/sati=23.8/17.6=1.352mPak3 上 =sat3H3-w(h2-ha)Ka3-2c3Ka30.5+w(h2-ha)=17.61.352-10(1.4-1.1)0.732-212.30.7320.5+10(1.4-1.1)=-2.825kN/m2Pak3 下 =sat3(H3+h3)-w(h2-ha)Ka3-2
6、c3Ka30.5+w(h2-ha)=17.6(1.352+1.6)-10(3-1.1)0.732-212.30.7320.5+10(3-1.1)=22.076kN/m2第 4 层土：3-5.3mH4=3h3/sati=51.96/19=2.735mPak4 上 =sat4H4-w(h3-ha)Ka4-2c4Ka40.5+w(h3-ha)=192.735-10(3-1.1)0.58-255.80.580.5+10(3-1.1)=-46.872kN/m2Pak4 下 =sat4(H4+h4)-w(h3-ha)Ka4-2c4Ka40.5+w(h3-ha)=19(2.735+2.3)-10(5.3-1
7、.1)0.58-255.80.580.5+10(5.3-1.1)=-11.866kN/m2第 5 层土：5.3-6.6mH5=4h4/sati=95.66/18.7=5.116mPak5 上 =sat5H5-w(h4-ha)Ka5-2c5Ka50.5+w(h4-ha)=18.75.116-10(5.3-1.1)0.587-240.20.5870.5+10(5.3-1.1)=11.905kN/m2Pak5 下 =sat5(H5+h5)-w(h4-ha)Ka5-2c5Ka50.5+w(h4-ha)=18.7(5.116+1.3)-10(6.6-1.1)0.587-240.20.5870.5+10(
8、6.6-1.1)=31.544kN/m2第 6 层土：6.6-7.7mH6=5h5/sati=119.97/18.6=6.45mPak6 上 =sat6H6-w(h5-ha)Ka6-2c6Ka60.5+w(h5-ha)=18.66.45-10(6.6-1.1)0.556-216.20.5560.5+10(6.6-1.1)=66.964kN/m2Pak6 下 =sat6(H6+h6)-w(h5-ha)Ka6-2c6Ka60.5+w(h5-ha)=18.6(6.45+1.1)-10(7.7-1.1)0.556-216.20.5560.5+10(7.7-1.1)=83.224kN/m2第 7 层土：
9、7.7-10.14mH7=6h6/sati=140.43/18.8=7.47mPak7 上 =sat7H7-w(h6-ha)Ka7-2c7Ka70.5+w(h6-ha)=18.87.47-10(7.7-1.1)0.548-2400.5480.5+10(7.7-1.1)=47.569kN/m2Pak7 下 =sat7(H7+h7)-w(h6-ha)Ka7-2c7Ka70.5+w(h6-ha)=18.8(7.47+2.44)-10(10.14-1.1)0.548-2400.5480.5+10(10.14-1.1)=83.736kN/m2第 8 层土：10.14-12mH8=7h7/sati=186
10、.302/18.7=9.963mPak8 上 =sat8H8-w(h7-ha)Ka8-2c8Ka80.5+w(h7-ha)=18.79.963-10(10.14-1.1)0.548-2400.5480.5+10(10.14-1.1)=83.736kN/m2Pak8 下 =sat8(H8+h8)-w(h7-ha)Ka8-2c8Ka80.5+w(h7-ha)=18.7(9.963+1.86)-10(12-1.1)0.548-2400.5480.5+10(12-1.1)=111.204kN/m23）水平荷载临界深度：Z 0=Pak1 下 h1/(Pak1 上 + Pak1 下 )=5.4421.1/
11、(8.695+5.442)=0.423m；第 1 层土Eak1=0.5Pak1 下 Z0ba=0.55.4420.4230.01=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(25.442+9.298)/(35.442+39.298)+10.6=10.737m；第 3 层土Eak3=h3(Pa3 上 +Pa3 下 )ba/2=1.6(-2
12、.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+322.076)+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(Pa
13、5 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(211.905+31.544)/(311.905+331.544)+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(266.964+83.224)/(366.964+383.224)+4.3=4.83m
14、；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(247.569+83.736)/(347.569+383.736)+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(283.736+111.204)/(383.7
15、36+3111.204)=0.886m；土压力合力：Eak=Eaki=0.012+0.022+0.154+-0.675+0.282+0.826+1.602+1.813=4.036kN；合力作用点：aa= (aaiEaki)/Eak=(11.0410.012+10.7370.022+9.4550.154+8.078-0.675+5.9520.282+4.830.826+2.9681.602+0.8861.813)/4.036=2.082m；2、被动土压力计算1）被动土压力系数Kp1=tan2(45+ 1/2）= tan2(45+15.4/2)=1.723；Kp2=tan2(45+ 2/2）= t
16、an2(45+15.4/2)=1.723；Kp3=tan2(45+ 3/2）= tan2(45+15.1/2)=1.705；Kp4=tan2(45+ 4/2）= tan2(45+16.6/2)=1.8；Kp5=tan2(45+ 5/2）= tan2(45+17/2)=1.826；Kp6=tan2(45+ 6/2）= tan2(45+17/2)=1.826；2）土压力、地下水产生的水平荷载第 1 层土：3.4-4.6mH1=0h0/i=0/19=0mPpk1 上 =1H1Kp1+2c1Kp10.5=1901.723+255.81.7230.5=146.49kN/m2Ppk1 下 =1(h1+H1
17、)Kp1+2c1Kp10.5=19(1.2+0)1.723+255.81.7230.5=185.774kN/m2第 2 层土：4.6-5.3mH2=1h1/sati=22.8/19=1.2mPpk2 上 =sat2H2-w(h1-hp)Kp2+2c2Kp20.5+w(h1-hp)=191.2-10(1.2-1.2)1.723+255.81.7230.5+10(1.2-1.2)=185.774kN/m2Ppk2 下 =sat2(H2+h2)-w(h1-hp)Kp2+2c2Kp20.5+w(h1-hp)=19(1.2+0.7)-10(1.9-1.2)1.723+255.81.7230.5+10(1
18、.9-1.2)=203.629kN/m2第 3 层土：5.3-6.6mH3=2h2/sati=36.1/18.7=1.93mPpk3 上 =sat3H3-w(h2-hp)Kp3+2c3Kp30.5+w(h2-hp)=18.71.93-10(1.9-1.2)1.705+240.21.7050.5+10(1.9-1.2)=161.583kN/m2Ppk3 下 =sat3(H3+h3)-w(h2-hp)Kp3+2c3Kp30.5+w(h2-hp)=18.7(1.93+1.3)-10(3.2-1.2)1.705+240.21.7050.5+10(3.2-1.2)=193.867kN/m2第 4 层土：
19、6.6-7.7mH4=3h3/sati=60.41/18.6=3.248mPpk4 上 =sat4H4-w(h3-hp)Kp4+2c4Kp40.5+w(h3-hp)=18.63.248-10(3.2-1.2)1.8+216.21.80.5+10(3.2-1.2)=136.212kN/m2Ppk4 下 =sat4(H4+h4)-w(h3-hp)Kp4+2c4Kp40.5+w(h3-hp)=18.6(3.248+1.1)-10(4.3-1.2)1.8+216.21.80.5+10(4.3-1.2)=164.24kN/m2第 5 层土：7.7-10.14mH5=4h4/sati=80.87/18.8
20、=4.302mPpk5 上 =sat5H5-w(h4-hp)Kp5+2c5Kp50.5+w(h4-hp)=18.84.302-10(4.3-1.2)1.826+2401.8260.5+10(4.3-1.2)=230.18kN/m2Ppk5 下 =sat5(H5+h5)-w(h4-hp)Kp5+2c5Kp50.5+w(h4-hp)=18.8(4.302+2.44)-10(6.74-1.2)1.826+2401.8260.5+10(6.74-1.2)=293.788kN/m2第 6 层土：10.14-12mH6=5h5/sati=126.742/18.7=6.778mPpk6 上 =sat6H6-
21、w(h5-hp)Kp6+2c6Kp60.5+w(h5-hp)=18.76.778-10(6.74-1.2)1.826+2401.8260.5+10(6.74-1.2)=293.786kN/m2Ppk6 下 =sat6(H6+h6)-w(h5-hp)Kp6+2c6Kp60.5+w(h5-hp)=18.7(6.778+1.86)-10(8.6-1.2)1.826+2401.8260.5+10(8.6-1.2)=341.935kN/m23）水平荷载第 1 层土Epk1=bah1(Pp1 上 +Pp1 下 )/2=0.011.2(146.49+185.774)/2=1.994kN；ap1=h1(2Pp
22、1 上 +Pp1 下 )/(3Pp1 上 +3Pp1 下 )+h2=1.2(2146.49+185.774)/(3146.49+3185.774)+7.4=7.976m；第 2 层土Epk2=bah2(Pp2 上 +Pp2 下 )/2=0.010.7(185.774+203.629)/2=1.363kN；ap2=h2(2Pp2 上 +Pp2 下 )/(3Pp2 上 +3Pp2 下 )+h3=0.7(2185.774+203.629)/(3185.774+3203.629)+6.7=7.045m；第 3 层土Epk3=bah3(Pp3 上 +Pp3 下 )/2=0.011.3(161.583+1
23、93.867)/2=2.31kN；ap3=h3(2Pp3 上 +Pp3 下 )/(3Pp3 上 +3Pp3 下 )+h4=1.3(2161.583+193.867)/(3161.583+3193.867)+5.4=6.03m；第 4 层土Epk4=bah4(Pp4 上 +Pp4 下 )/2=0.011.1(136.212+164.24)/2=1.652kN；ap4=h4(2Pp4 上 +Pp4 下 )/(3Pp4 上 +3Pp4 下 )+h5=1.1(2136.212+164.24)/(3136.212+3164.24)+4.3=4.833m；第 5 层土Epk5=bah5(Pp5 上 +Pp
24、5 下 )/2=0.012.44(230.18+293.788)/2=6.392kN；ap5=h5(2Pp5 上 +Pp5 下 )/(3Pp5 上 +3Pp5 下 )+h6=2.44(2230.18+293.788)/(3230.18+3293.788)+1.86=3.031m；第 6 层土Epk6=bah6(Pp6 上 +Pp6 下 )/2=0.011.86(293.786+341.935)/2=5.912kN；ap6=h6(2Pp6 上 +Pp6 下 )/(3Pp6 上 +3Pp6 下 )=1.86(2293.786+341.935)/(3293.786+3341.935)=0.907m；
25、土压力合力：Epk=Epki=1.994+1.363+2.31+1.652+6.392+5.912=19.623kN；合力作用点：ap= (apiEpki)/Epk=(7.9761.994+7.0451.363+6.032.31+4.8331.652+3.0316.392+0.9075.912)/19.623=3.677m；3、基坑内侧土反力计算1）主动土压力系数Ka1=tan2(45-1/2）= tan2(45-15.4/2)=0.58；Ka2=tan2(45-2/2）= tan2(45-15.4/2)=0.58；Ka3=tan2(45-3/2）= tan2(45-15.1/2)=0.587
26、；Ka4=tan2(45-4/2）= tan2(45-16.6/2)=0.556；Ka5=tan2(45-5/2）= tan2(45-17/2)=0.548；Ka6=tan2(45-6/2）= tan2(45-17/2)=0.548；2）土压力、地下水产生的水平荷载第 1 层土：3.4-4.6mH1=0h0/i=0/19=0mPsk1 上 =(0.212-1+c1)h0(1-h0/ld)/b+1H1Ka1=(0.215.42-15.4+55.8)0(1-0/8.6)0.012/0.012+1900.58=0kN/m2Psk1 下 =(0.212-1+c1)h1(1-h1/ld)/b+1(h1+
27、H1)Ka1=(0.215.42-15.4+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：4.6-5.3mH2=1h1/sati=22.8/19=1.2mPsk2 上 =(0.222-2+c2)h1(1-h1/ld)/b+sat2H2-w(h1-hp)Kp2+w(h1-hp)=(0.215.42-15.4+55.8)1.2(1-1.2/8.6)12/12+191.2-10(1.2-1.2)0.58+10(1.2-1.2)=103.916kN/m2Psk2 下 =(0.222-2+c2)h2(1-h2/ld)/b+
28、sat2(H2+h2)-w(h2-hp)Kp2+w(h2-hp)=(0.215.42-15.4+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：5.3-6.6mH3=2h2/sati=36.1/18.7=1.93mPsk3 上 =(0.232-3+c3)h2(1-h2/ld)/b+sat3H3-w(h2-hp)Kp3+w(h2-hp)=(0.215.12-15.1+40.2)1.9(1-1.9/8.6)12/12+18.71.93-10(1.9-1.2)0.587+10(1.9
29、-1.2)=128.732kN/m2Psk3 下 =(0.232-3+c3)h3(1-h3/ld)/b+sat3(H3+h3)-w(h3-hp)Kp3+w(h3-hp)=(0.215.12-15.1+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：6.6-7.7mH4=3h3/sati=60.41/18.6=3.248mPsk4 上 =(0.242-4+c4)h3(1-h3/ld)/b+sat4H4-w(h3-hp)Kp4+w(h3-hp)=(0.216.62-16.
30、6+16.2)3.2(1-3.2/8.6)12/12+18.63.248-10(3.2-1.2)0.556+10(3.2-1.2)=152.402kN/m2Psk4 下 =(0.242-4+c4)h4(1-h4/ld)/b+sat4(H4+h4)-w(h4-hp)Kp4+w(h4-hp)=(0.216.62-16.6+16.2)4.3(1-4.3/8.6)12/12+18.6(3.248+1.1)-10(4.3-1.2)0.556+10(4.3-1.2)=176.36kN/m2第 5 层土：7.7-10.14mH5=4h4/sati=80.87/18.8=4.302mPsk5 上 =(0.25
31、2-5+c5)h4(1-h4/ld)/b+sat5H5-w(h4-hp)Kp5+w(h4-hp)=(0.2172-17+40)4.3(1-4.3/8.6)12/12+18.84.302-10(4.3-1.2)0.548+10(4.3-1.2)=232.053kN/m2Psk5 下 =(0.252-5+c5)h5(1-h5/ld)/b+sat5(H5+h5)-w(h5-hp)Kp5+w(h5-hp)=(0.2172-17+40)6.74(1-6.74/8.6)12/12+18.8(4.302+2.44)-10(6.74-1.2)0.548+10(6.74-1.2)=212.283kN/m2第 6
32、 层土：10.14-12mH6=5h5/sati=126.742/18.7=6.778mPsk6 上 =(0.262-6+c6)h5(1-h5/ld)/b+sat6H6-w(h5-hp)Kp6+w(h5-hp)=(0.2172-17+40)6.74(1-6.74/8.6)12/12+18.76.778-10(6.74-1.2)0.548+10(6.74-1.2)=212.283kN/m2Psk6 下 =(0.262-6+c6)h6(1-h6/ld)/b+sat6(H6+h6)-w(h6-hp)Kp6+w(h6-hp)=(0.2172-17+40)8.6(1-8.6/8.6)12/12+18.7
33、(6.778+1.86)-10(8.6-1.2)0.548+10(8.6-1.2)=121.967kN/m23）水平荷载第 1 层土Psk1=b0h1(Ps1 上 +Ps1 下 )/2=0.011.2(0+103.916)/2=0.623kN；as1=h1(2Ps1 上 +Ps1 下 )/(3Ps1 上 +3Ps1 下 )+h2=1.2(20+103.916)/(30+3103.916)+7.4=7.8m；第 2 层土Psk2=b0h2(Ps2 上 +Ps2 下 )/2=0.010.7(103.916+153.89)/2=0.902kN；as2=h2(2Ps2 上 +Ps2 下 )/(3Ps2
34、 上 +3Ps2 下 )+h3=0.7(2103.916+153.89)/(3103.916+3153.89)+6.7=7.027m；第 3 层土Psk3=b0h3(Ps3 上 +Ps3 下 )/2=0.011.3(128.732+185.777)/2=2.044kN；as3=h3(2Ps3 上 +Ps3 下 )/(3Ps3 上 +3Ps3 下 )+h4=1.3(2128.732+185.777)/(3128.732+3185.777)+5.4=6.011m；第 4 层土Psk4=b0h4(Ps4 上 +Ps4 下 )/2=0.011.1(152.402+176.36)/2=1.808kN；a
35、s4=h4(2Ps4 上 +Ps4 下 )/(3Ps4 上 +3Ps4 下 )+h5=1.1(2152.402+176.36)/(3152.402+3176.36)+4.3=4.837m；第 5 层土Psk5=b0h5(Ps5 上 +Ps5 下 )/2=0.012.44(232.053+212.283)/2=5.421kN；as5=h5(2Ps5 上 +Ps5 下 )/(3Ps5 上 +3Ps5 下 )+h6=2.44(2232.053+212.283)/(3232.053+3212.283)+1.86=3.098m；第 6 层土Psk6=b0h6(Ps6 上 +Ps6 下 )/2=0.011
36、.86(212.283+121.967)/2=3.109kN；as6=h6(2Ps6 上 +Ps6 下 )/(3Ps6 上 +3Ps6 下 )=1.86(2212.283+121.967)/(3212.283+3121.967)=1.014m；土压力合力：Ppk=Ppki=0.623+0.902+2.044+1.808+5.421+3.109=13.907kN；合力作用点：as= (asiPski)/Ppk=(7.80.623+7.0270.902+6.0112.044+4.8371.808+3.0985.421+1.0143.109)/13.907=3.752m；Psk=13.907kNEp
37、=19.623kN满足要求！三、稳定性验算1、嵌固稳定性验算Epkapl/(Eakaal)=19.6233.677/(4.0362.082)=8.587Ke=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Ksi =cjlj+(qjbj+Gj)cosj-jljtanj/(qjbj+Gj)sincj、j 第 j 土条滑弧面处土的粘聚力(kPa)、内摩擦角() ；bj第 j 土条的宽度(m) ；j第 j 土条滑弧面中点 处的法线与垂直面的 夹角() ；lj第 j 土条的滑弧段 长度(m) ，取 ljb j/cosj；qj作用在第 j 土条上的附加分布荷载标准值(kPa) ；Gj第 j 土
38、条的自重(kN)，按天然重度 计算；uj第 j 土条在滑弧面上的孔隙水压力(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，在基坑外侧，可取 uj whwaj，在基坑内侧，可取 uj whwpj；滑弧面在地下水位以上或 对地下水位以下的粘性土，取 uj0；w地下水重度(kN/m 3)；hwaj基坑外侧第 j 土条滑弧面中点的压力水头(m)；hwpj基坑内侧第 j 土条滑弧面中点的压力水头(m)；min Ks1 ，Ks2 ，Ksi，=4.105K s=1.3满足要求！3、渗透稳定性验算渗透稳定性简图承压水作用下的坑底突涌稳定性验算：D /(hww) =hii /(hww)=(
39、1.919+1.318.7+1.118.6)/(610)=1.348D /(hww) =1.348Kh=1.1满足要求！四、结构计算1、材料参数钢桩类型 钢板 钢桩型号 40017015.5钢材的惯性矩 I(cm4) 4670 钢材的截面抵抗矩 W(cm3) 362钢材的弹性模量 E(N/mm2) 206000 钢材的抗弯强度设计值 f(N/mm2) 205钢材的抗剪强度设计值 (N/mm2) 125 材料截面塑性发展系数 1.052、支护桩的受力简图计算简图弯矩图(kNm)Mk=44.14kN.m剪力图(kN)Vk=11.69kN3、强度设计值确定M=0 F Mk=11.2544.14=55
40、.175kNmV=0 F Vk=11.2511.69=14.612kN4、材料的强度计算max=M/(W)=55.175106/(1.05362103)=145.159N/mm2f=205N/mm2满足要求！H=(WH2-(H-t)2(W-2t)/(2(WH-(H-t)(W-2t)=(4001702-(170-15.5)2(400-215.5)/(2(400170-(170-15.5)(400-215.5)=125mmS=t(H-H)2=15.5(170-125)2=31388mm3,max=VS/It=14.61231388103/(467010415.5)=0.634N/mm2f=125N/mm2满足要求！
