19.80×7.90+19.80×2.10+16.91)×tg(45-42.00/2)-2×0.00×tg(45-42.00/2) = 77.60kN/m2
第8层土上部标高-19.10m，下部标高-20.60m
Ea8上 = (18.00×0.80+18.00×1.20+19.80×0.10+19.80×4.50+19.80×2.50 19.80×7.90+19.80×2.10+19.80×0.00+16.91)×tg2(45-12.00/2)-2×24.00×tg(45-12.00/2) = 217.85kN/m2
Ea8下 = (18.00×0.80+18.00×1.20+19.80×0.10+19.80×4.50+19.80×2.50 19.80×7.90+19.80×2.10+19.80×1.50+16.91)×tg2(45-12.00/2)-2×24.00×tg(45-12.00/2) = 237.33kN/m2
第9层土上部标高-20.60m，下部标高-21.60m
Ea9上 = (18.00×0.80+18.00×1.20+19.80×0.10+19.80×4.50+19.80×2.50 19.80×7.90+19.80×2.10+19.80×1.50+19.80×0.00+16.91)×tg2(45-35.00/2)-2×0.00×tg(45-35.00/2) = 114.14kN/m2
Ea9下 = (18.00×0.80+18.00×1.20+19.80×0.10+19.80×4.50+19.80×2.50 19.80×7.90+19.80×2.10+19.80×1.50+19.80×1.00+16.91)×tg2(45-35.00/2)-2×0.00×tg(45-35.00/2) = 119.50kN/m2
第10层土上部标高-21.60m，下部标高-26.60m
Ea10上 = (18.00×0.80+18.00×1.20+19.80×0.10+19.80×4.50+19.80×2.50 19.80×7.90+19.80×2.10+19.80×1.50+19.80×1.00+19.80×0.00
2
+16.91)×tg(45-42.00/2)-2×0.00×tg(45-42.00/2) = 87.42kN/m2
Ea10下 = (18.00×0.80+18.00×1.20+19.80×0.10+19.80×4.50+19.80×2.50 19.80×7.90+19.80×2.10+19.80×1.50+19.80×1.00+19.80×5.00 +16.91)×tg2(45-42.00/2)-2×0.00×tg(45-42.00/2) = 107.04kN/m2
2.作用在桩的被动土压力分布：
第7层土上部标高-17.00m，下部标高-19.10m
Ep7上 = (19.80×0.00)×tg2(45+42.00/2)+2×0.00×tg(45+42.00/2) = 0.01kN/m2
Ep7下 = (19.80×2.10)×tg2(45+42.00/2)+2×0.00×tg(45+42.00/2) = 209.75kN/m2
第8层土上部标高-19.10m，下部标高-20.60m Ep8
上
2
= (19.80×2.10+19.80×0.00)×tg2(45+12.00/2)+2×24.00×
tg(45+12.00/2) = 122.69kN/m2 Ep8
下
= (19.80×2.10+19.80×1.50)×tg2(45+12.00/2)+2×24.00×
tg(45+12.00/2) = 167.97kN/m2
第9层土上部标高-20.60m，下部标高-21.60m
Ep9上 = (19.80×2.10+19.80×1.50+19.80×0.00)×tg2(45+35.00/2)+2×0.00×tg(45+35.00/2) = 263.04kN/m2
Ep9下 = (19.80×2.10+19.80×1.50+19.80×1.00)×tg(45+35.00/2)+2×0.00×tg(45+35.00/2) = 336.09kN/m2
第10层土上部标高-21.60m，下部标高-26.60m Ep10
上
2
= (19.80×2.10+19.80×1.50+19.80×1.00+19.80×0.00)×
tg2(45+42.00/2)+2×0.00×tg(45+42.00/2) = 459.48kN/m2 Ep10
下
= (19.80×2.10+19.80×1.50+19.80×1.00+19.80×5.00)×
tg2(45+42.00/2)+2×0.00×tg(45+42.00/2) = 958.88kN/m2
三、桩侧面土压力产生的弯矩计算
1.主土压力对桩最低点的力矩(梯形转为矩形与三角形计算)： Ma = 0.00×0.80×24.75+(22.05-0.00)×0.80/2×[23.95+0.80/3.0]+ 22.05×1.20×23.95+(37.26-22.05)×1.20/2×[22.75+1.20/3.0]+ 8.34×0.10×22.75+(20.72-8.34)×0.10/2×[22.65+0.10/3.0]+ 20.72×4.50×22.65+(79.15-20.72)×4.50/2×[18.15+4.50/3.0]+ 79.15×2.50×18.15+(88.01-79.15)×2.50/2×[15.65+2.50/3.0]+ 38.36×7.90×15.65+(69.36-38.36)×7.90/2×[7.75+7.90/3.0]+ 69.36×2.10×7.75+(77.60-69.36)×2.10/2×[5.65+2.10/3.0]+ 217.85×1.50×5.65+(237.33-217.85)×1.50/2×[4.15+1.50/3.0]+ 114.14×1.00×4.15+(119.50-114.14)×1.00/2×[3.15+1.00/3.0]+ 87.42×1.00×1.00+(99.78-87.42)×1.00/2×[0.00+1.00/3.0] = 19245.36kN.m/m
考虑到桩的直径作为计算宽度，D = 0.80m。
Ma = 0.80×19245.36=15396.29kN.m
2.被动土压力对桩最低点的力矩(梯形转为矩形与三角形计算)： Mp = 0.01×2.10×7.75+(209.75-0.01)×2.10/2×[5.65+2.10/3.0]+ 122.69×1.50×5.65+(167.97-122.69)×1.50/2×[4.15+1.50/3.0]+ 263.04×1.00×4.15+(336.09-263.04)×1.00/2×[3.15+1.00/3.0]+ 459.48×1.00×1.00+(1273.51-459.48)×1.00/2×[0.00+1.00/3.0] = 4410.30kN.m/m
考虑到桩的直径作为计算宽度，D = 0.80m。 Mp = 0.80×4410.30=3528.24kN.m
3.支撑力矩：
Mm = 300.00×22.25450.00×18.75520.00×15.75300.00×12.75 = 27127.50kN.m
四、基础稳定性计算
桩式塔吊基础设置在深基坑旁边，除承受上部倾覆力矩 M0外，还要承受基坑两侧
主动土压力和被动土压力产生的力矩，在必要时候还要增加锚杆或内支撑。 塔吊基础的稳定性计算参照排桩的计算，计算简单图和计算公式如下：
塔吊基础的稳定性计算简图
其中安全系数 K 根据当地实际情况取值。
经过计算得到上式左边的弯矩和为27127.50+3528.24=30655.74kN.m 上式右边的弯矩和为1.50×(1552.00+15396.29)=25422.44kN.m
塔吊桩基础稳定性计算满足要求！