1、(作用在承台顶部) 竖向荷载: F = 3012.00 kN 绕y轴弯矩: My = 150.00 kN.m X向剪力: Vx = 0.00 kN 4作用在承台底部的弯矩 M0y = My + Vx * H = 150.00 + (0.00)*1.25 = 150.00kN.m 5材料信息: 混凝土强度等级: C30 fc = 14.30 N/mm2 ft = 1.43 N/mm2 钢筋强度等级: HRB335 fy = 300.00 N/mm2三、承台计算: 1基桩净反力设计值: 计算公式:建筑地基基础设计规范(8.5.3-2) Ni = F/n M0x*yi/yj*yj M0y*xi/xj
2、*xj N1 = F/n + M0y*x1/xj*xj = 3012.00/2 + (150.00)*(-0.60)/0.72 = 1381.00 kN N2 = F/n + M0y*x1/xj*xj = 3012.00/2 + (150.00)*(0.60)/0.72 = 1631.00 kN 2承台受柱冲切验算:建筑地基基础设计规范(8.5.17-1) Fl 2 * 0x * (bc + a0y) + 0y * (hc + a0x) * hp * ft * h0 自柱边到最近桩边的水平距离: a0 = 0.15 m 最不利一侧冲切面计算长度: bm = 0.65 m 作用于最不利冲切面以外
3、冲切力设计值: Fl = 1631.00 kN 冲垮比: 0 = a0/h0 = 0.15/1.18 = 0.13 0 Fl = 1631.00 kN 满足要求! 3承台受剪验算:建筑地基基础设计规范(8.5.18-1) Fl hs * * ft * b0 * h0 (1) 垂直x方向截面的抗剪计算 x方向上自柱边到计算一排桩的桩边的水平距离: 斜截面上最大剪力设计值: Vl = 1631.00 kN 计算截面的剪跨比: a0/h0 = 0.15/1.18 = 0.13 Vl = 1631.00 kN 满足要求! 4承台受弯计算:建筑地基基础设计规范(8.5.16-2) My Ni * xi
4、(1) 垂直X轴方向计算截面处弯矩计算: My Ni * xi = 570.85 kN.m 相对受压区高度: = 0.04 配筋率: = 0.0016 x向钢筋: Asx = 1642.32 mm2 5承台受压验算:混凝土结构设计规范(7.8.1-1) Fl 1.35*c*l* fc * Aln 局部荷载设计值:Fl = Fc = 3012.00 kN 混凝土局部受压面积:Al = bc * hc = 0.50 * 0.50 = 0.25m2 混凝土局部受压计算面积:Ab = 0.64 m2 混凝土受压时强度提高系数:l = sqr(Ab/Al) = sqr(0.64/0.25) = 1.60
5、 1.35 * c * l * fc * Al = 1.35 * 1.00 * 1.60 * 14300.00 * 0.25 = 7722.00 kN Fl = 3012.00 kN 满足要求!四、配筋结果: 1X方向钢筋选筋结果 计算面积As: 1642.32 mm2 采用方案:15D12 实配面积:1696.46 mm2 2Y方向钢筋选筋结果 0.00 mm2D8200552.92 mm2一、三桩承台示意图:三桩承台 承台计算方式: C = 462 mm A = 600 mm 桩行间距: B = 1043 mm H = 800 mm 承台端部高度: h = 800 mm F = 4518.
6、00 kN 绕X轴弯矩: Mx = 150.00 kN.m 绕y轴弯矩: Vx = 0.00 kN Y向剪力: Vy = 0.00 kN M0x = Mx - Vy * H = 150.00 - (0.00)*0.80 = 150.00kN.m M0y = My + Vx * H = 150.00 + (0.00)*0.80 = 150.00kN.m N1 = F/n - M0x*y1/yj*yj + M0y*x1/xj*xj = 4518.00/3 - (150.00)*(0.70)/0.73 + (150.00)*(0.00)/0.72 = 1362.18 kN N2 = F/n - M0
7、x*y1/yj*yj + M0y*x1/xj*xj = 4518.00/3 - (150.00)*(-0.35)/0.73 + (150.00)*(-0.60)/0.72 = 1452.91 kN N3 = F/n - M0x*y1/yj*yj + M0y*x1/xj*xj = 4518.00/3 - (150.00)*(-0.35)/0.73 + (150.00)*(0.60)/0.72 = 1702.91 kN 此承台没有需要进行冲切验算的冲切截面或冲切锥!: 故柱冲切验算满足 (1) 垂直y方向截面的抗剪计算 y方向上自柱边到计算一排桩的桩边的水平距离: a0 = 0.25 m Vl =
8、 1362.18 kN a0/h0 = 0.25/0.73 = 0.34 剪切系数: = 1.75/(+ 1.0) = 1.75/(0.34 + 1.0) = 1.31 = 1.44 * (1.0 - 0.5 * (0.80 - 0.80)/0.73 * (1.0 - (0.50 + 2 * 50.0)/1.44) = 1.44 m = 1.00 * 1.31 * 1430.00 * 1.44 * 0.73 = 1965.12 kN Vl = 1362.18 kN 满足要求! (2) 垂直x方向截面的抗剪计算 Vl = 1702.91 kN a0/h0 = 0.15/0.73 = 0.21 =
9、 1.85 * (1.0 - 0.5 * (0.80 - 0.80)/0.73 * (1.0 - (0.50 + 2 * 50.0)/1.85) = 1.85 m = 1.00 * 1.35 * 1430.00 * 1.85 * 0.73 = 2601.95 kN Vl = 1702.91 kN 满足要求! 4承台角桩冲切验算:建筑地基基础设计规范(8.5.17-8) Nl1 11 * (2c1 + a11) * tg(1/2)* hp * ft * h0建筑地基基础设计规范(8.5.17-10) Nl2 12 * (2c2 + a12) * tg(2/2)* hp * ft * h0 底部角
10、桩竖向冲反力设计值: Nl1 = 1702.91 顶部角桩竖向冲反力设计值: Nl2 = 1362.18 从角桩内边缘至承台外边缘的距离: c1 = 1.00 m c2 = 0.98 m X方向上从承台角桩内边缘引45度冲切线与承台顶面相交点至角桩内边缘的水平 距离:(当柱或承台变阶处位于该45度线以内时,则取由柱边或变阶处与桩内边 缘连线为冲切锥体的锥线) a11 = 0.15 m Y方向上从承台角桩内边缘引45度冲切线与承台顶面相交点至角桩内边缘的水平 a12 = 0.21 m X方向角桩冲垮比: 11 = a1x/h0 = 0.15/0.73 = 0.21 Y方向角桩冲垮比: 12 =
11、a1y/h0 = 0.21/0.73 = 0.29 X方向角桩冲切系数: 11 = 0.56/(1x + 0.2) = 0.56/(0.21 + 0.2) = 1.38 Y方向角桩冲切系数: 12 = 0.56/(1y + 0.2) = 0.56/(0.29 + 0.2) = 1.14 11 * (2 * c1 + a11) * tg(1/2) * hp * ft * h0 = 1.38 * (2 * 1.00 + 0.15) * 0.58 * 1.00 * 1430.00 * 0.73 = 1790.77 kN Nl = 1702.91 kN 满足要求! 12 * (2 * c2 + a12
12、) * tg(2/2) * hp * ft * h0 = 1.14 * (2 * 0.98 + 0.21) * 0.58 * 1.00 * 1430.00 * 0.73 = 1482.30 kN Nl = 1362.18 kN 满足要求! 5承台受弯计算:建筑地基基础设计规范(8.5.16-4) M1 Nmax/3 * (s - 0.75*c1/sqrt(4-*)建筑地基基础设计规范(8.5.16-5) M2 Nmax/3 * (*s - 0.75*c2/sqrt(4-*) 最大基桩反力设计值Nmax = 1702.91 kN 长向桩距 s = 1.20 m 短向桩距与长向桩距的比值 = 1.
13、00 (1)由承台形心到两腰的垂直距离范围内板带的弯矩设计值: M1 = 1702.91/3 * (1.20 - 0.75*0.50/sqrt(4-1.00*1.00) = 560.23 kN.m = 0.09 配筋率: = 0.0041 1号钢筋: As1 = 2675.28 mm2 (2)由承台形心到底边的垂直距离范围内板带的弯矩设计值: M2 = 1702.91/3 * (1.00*1.20 - 0.75*0.50/sqrt(4-1.00*1.00) = 558.38 kN.m 2号钢筋: As2 = 2684.46 mm2 6承台受压验算:Fl = Fc = 4518.00 kNAb
14、= 1.86 m2l = sqr(Ab/Al) = sqr(1.86/0.25) = 2.73 = 1.35 * 1.00 * 2.73 * 14300.00 * 0.25 = 13159.91 kN Fl = 4518.00 kN 满足要求! 12号钢筋选筋结果 2684.46 mm28D223041.06 mm2 21号钢筋选筋结果 2675.28 mm2一、四桩承台示意图:四桩承台 承台计算方式:验算承台尺寸 B = 1200 mm H = 1000 mm 承台端部高度: h = 1000 mm Bc = 600 mm 矩形柱高: Hc = 600 mm F = 6024.00 kN M
15、0x = Mx - Vy * H = 150.00 - (0.00)*1.00 = 150.00kN.m M0y = My + Vx * H = 150.00 + (0.00)*1.00 = 150.00kN.m = 6024.00/4 - (150.00)*(0.60)/1.44 + (150.00)*(-0.60)/1.44 = 1381.00 kN = 6024.00/4 - (150.00)*(0.60)/1.44 + (150.00)*(0.60)/1.44 = 1506.00 kN = 6024.00/4 - (150.00)*(-0.60)/1.44 + (150.00)*(-0
16、.60)/1.44 = 1506.00 kN N4 = F/n - M0x*y1/yj*yj + M0y*x1/xj*xj = 6024.00/4 - (150.00)*(-0.60)/1.44 + (150.00)*(0.60)/1.44 = 1631.00 kN X方向上自柱边到最近桩边的水平距离: a0x = 0.10 m y方向上自柱边到最近桩边的水平距离: a0y = 0.10 m 作用于冲切破坏锥体上的冲切力设计值: Fl = F - Qi = 6024.00 - 0.00 = 6024.00 kN X方向冲垮比: 0x = a0x/h0 = 0.10/0.93 = 0.11 y方向冲垮比: 0y = a0y/h0 = 0.10/0.93 = 0.11 0x 0.2 0x = 0.2 0y Fl = 6024.00 kN 满足要求! a0 = 0.10 m Vl = 3137.00 kN a0/h0 = 0.10/0.93 = 0.11 = 2.00 * (1.0 - 0.5 * (1.00 - 1.00)/0.93 * (1.0 - (0.60 + 2 * 50.0)/2.00) = 2.00 m = 0.96 * 1.35 * 1430.00 * 2.00 * 0.93 = 3448.22 kN Vl = 3137.00 kN 满足要求!
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