Mkx'、Mky' --- 相应于荷载效应标准组合时,作用于承台顶面的弯矩值(kN•M);
Mkx 、Mky ---- 相应于荷载效应标准组合时,作用于承台底面的弯矩值(kN•M);
Mkx = Mkx' - Vky * H1、 Mky = Mky' + Vkx * H1
F、Mx 、My --- 相应于荷载效应基本组合时,竖向力、弯矩设计值(kN、kN•M);
F = γz * Fk、 Mx = γz * Mkx、 My = γz * Mky
Nk = 602.7; Mkx'= 0.0; Mky'= 0.0; Vkx = 0.0; Vky = 0.0
Fk = 602.7; Mkx = 0.0; Mky = 0.0
F = 813.6; Mx = 0.0; My = 0.0
三、承台自重和承台上土自重标准值 Gk:
a = 2 * Sc + Sa = 2*500+1500 = 2500mm
b = 2 * Sb = 2*500 = 1000mm
承台底部面积 Ab = a * b = 2.500*1.000 = 2.50m
承台体积 Vct = Ab * H1 = 2.50*0.500 = 1.250m
承台自重标准值 Gk'' = γc * Vct = 25.00*1.250 = 31.3kN
承台上土自重标准值 Gk' = γs * (Ab - bc * hc) * ds
= 20.00*(2.50-0.700*0.700)*1.100 = 44.2kN
承台自重和承台上土自重标准值 Gk = Gk'' + Gk' = 31.3+44.2 = 75.5kN
四、承台验算:
圆桩换算桩截面边宽 bp = 0.866 * d = 0.866*500 = 433mm
1、承台受弯计算:
(1)、单桩桩顶竖向力计算:
在轴心竖向力作用下
Qk = (Fk + Gk) / n (基础规范 8.5.3-1)
Qk = (602.7+75.5)/2 = 339.1kN ≤ Ra = 1500.0kN
每根单桩所分配的承台自重和承台上土自重标准值 Qgk:
Qgk = Gk / n = 75.5/2 = 37.7kN
扣除承台和其上填土自重后的各桩桩顶相应于荷载效应基本组合时的竖向力设计值:
Ni = γz * (Qik - Qgk)
N = 1.35*(339.1-37.7) = 406.8kN
(2)、Y 轴方向柱边的弯矩设计值:(绕 Y 轴)
Myct = Nl * (Sa - hc) / 2 = 406.8*(1.500-0.700)/2 = 162.7kN•m
①号筋 Asx = 1206mm ζ = 0.078 ρ = 0.31%
814@120 (As = 1232)
2、承台受冲切承载力验算:
(1)、柱对承台的冲切验算:
扣除承台及其上填土自重,作用在冲切破坏锥体上的冲切力设计值:
Fl = 813645N
柱对承台的冲切,可按下列公式计算:
Fl ≤ 2 * [βox * (bc + aoy) + βoy * (hc + aox)] * βhp * ft * ho
(基础规范 8.5.17-1) 五层教学楼框剪结构建筑设计和结构设计计算书和CAD图纸(64):http://www.youerw.com/gongcheng/lunwen_1083.html