多柱基础计算书项目名称_____________构件编号_____________日期_____________设计_____________校对_____________审核_____________一、设计资料柱子数量: 双柱基础类型: 锥型基础基础埋深d: 2000 mma s: 80 mm转换系数K s: 1.35基础及其上覆土平均容重 0: 20.00 kN/m3混凝土强度等级: C30, f c = 14.30 N/mm2, f t = 1.43 N/mm2钢筋强度等级: HRB400(20MnSiV、20MnSiNb、20MnTi), f y = 360.00 N/mm2作用在基础顶部的荷载:柱子编号N(kN)M x(kN·m)M y(kN·m)V x(kN)V y(kN)柱子a2447.390.00366.41116.180.00柱子b2447.390.00366.41116.180.00计算形式: 验算截面尺寸基础是否对称: 是基础几何尺寸为:B = 500 mm H = 500 mmC b = 2500 mmB1 = 5400 mm L1 = 2900 mmB11 = 1450 mm L11 = 1450 mmB2 = 3200 mm L2 = 700 mmB21 = 350 mm L21 = 350 mmh1 = 500 mm h2 = 300 mm基础总高度h = 800 mm二、依据规范《建筑地基基础设计规范》（GB 50007--2002）《混凝土结构设计规范》（GB 50010--2002）三、修正地基承载力计算公式：《建筑地基基础设计规范》（GB 50007--2002）(5.2.4)f a = f ak + ηb γ(b - 3) + ηd γm (d - 0.5) (式5.2.4)式中: f ak = 210.00 kPaηb = 0.30, ηd = 1.60γ = 18.00 kN/m 3, γm = 18.00 kN/m 3b = 2.90m, d = 2.00m如果 b ＜ 3m, 按 b = 3m; 如果 b > 6m, 按 b = 6m 如果 d ＜ 0.5m, 按 d = 0.5m f a = f ak + ηb γ(b - 3) + ηd γm (d - 0.5)= 210.00 + 0.30 × 18.00 × (3.00 - 3.00) + 1.60 × 18.00 × (2.00 - 0.50)= 253.20 kPa抗震情况下地基抗震承载力f aE = ζa f a = 1.10 × 253.20 = 278.52 kPa四、用户荷载转化将用户输入的荷载转化到基础形心处转化后的荷载作用点离基础左边界距离X c = 2700 mm 转化后的荷载作用点离基础下边界距离Y c = 1450 mm 此时荷载的设计值采用以下公式计算:N = N a + N bM x = M ax + M bx + (N a + N b ) × Y 1 - (V ay + V by )× h M y = M ay + M by - N a × X 1 + N b × X 2 + (V ax + V bx ) × h 其中X 1 = X c - B 11 = 1250 mmX 2 = B 11 + C b - X c = 1250 mm Y 1 = Y c - L 11 = 0 mm代入数值, 可得作用在基础底部形心处的荷载为:N = 4894.78 kN, M x = 0.00 kN·m, M y = 918.71 kN·m荷载的标准值取荷载的设计值除以荷载转换系数K s , 所以可得N k = 3625.76 kN, M kx = 0.00 kN·m, M ky = 680.52 kN·m五、地基承载力验算基础底面积A = B 1 × L 1 = 5400.000 × 2900.000 = 15.66 m 2基础及其上覆土自重标准值G k = γ0Ad = 20.00 × 15.66 × 2.000 = 626.40 kN 基础及其上覆土自重设计值G = 1.35G k = 1.35 × 626.40 = 845.64 kN≤ f aE = 278.52 kPa p k = N k + G k A = 3625.76 + 626.4015.66 = 271.53 kPa≤ B 1 / 6e kx = |M ky|N k + G k = 680.523625.76 + 626.40 = 0.16 m≤ L 1 / 6e ky =|M kx|N k + G k =0.003625.76 + 626.40 = 0.00 mp kmax = p k + |M kx|W x +|M ky|W y p kmin = p k - |M ky|W y -|M kx|W x 其中W x = B 1L 126= 5400 × 290026 = 7.57 m3Wy = B 12L 16 = 5400.002 × 2900.006= 14.09 m3p kmax = 271.53 + 0.007.57 + 680.5214.09 = 319.81 kPap kmin = 271.53 - 0.007.57 - 680.5214.09= 223.25 kPap kmax ≤ 1.2f aE = 334.22 kPa六、基础抗冲切验算计算公式：按《建筑地基基础设计规范》（GB 50007--2002）下列公式验算：F l ≤ 0.7βhp f t a m h 0(8.2.7－1)αm = (a t ＋a b )/2(8.2.7－2)F l = p jmax A l - ∑N其中N 为作用在A l 上的柱子对基础的轴向作用力1．求基底净反力最大值≤ B 1 / 6e x = |M y|N + G = 918.714894.78 + 845.64 = 0.16 m≤ L 1 / 6e y = |M x|N + G = 0.004894.78 + 845.64 = 0.00 mp jmax = N A + |M x|W x + |M y|W y = 4894.7815.66 + 0.007.57 + 918.7114.09= 377.75 kPa2．X 方向冲切验算截面h p jmax a t a b a mA l F l 0.7βhp f t a m h 0验算结果截面1800377.750.70 2.14 1.420.96361.731023.42满足要求截面2800377.750.50 1.94 1.22 1.16438.79879.28满足要求截面3800377.750.50 1.94 1.228.41730.09879.28满足要求截面4800377.750.50 1.94 1.228.41730.09879.28满足要求截面5800377.750.50 1.94 1.22 1.16438.79879.28满足要求截面6800377.750.70 2.14 1.420.96361.731023.42满足要求3．Y 方向冲切验算截面h p jmax a t a b a m A l F l 0.7βhp f t a m h 0验算结果截面1800377.75 3.20 4.64 3.92 1.91720.602825.22满足要求截面2800377.750.50 1.94 1.22 1.16438.79879.28满足要求截面3800377.750.50 1.94 1.22 1.16438.79879.28满足要求截面4800377.750.501.941.221.16438.79879.28满足要求截面5800377.750.50 1.94 1.22 1.16438.79879.28满足要求截面6800377.753.204.643.921.91720.602825.22满足要求七、基础局部受压验算计算公式: 《混凝土结构设计规范》中公式F l ≤ 1.35×βc ×βl ×f c ×A ln（7.8.1-1）混凝土局部受压强度提高系数(7.8.1-2)βl =A b A l 柱子F l A b A lβl1.35βc βl f c A ln 验算结果柱子a 2447.390.490.25 1.406756.75满足要求柱子b2447.390.490.251.406756.75满足要求八、截面抗弯计算1．计算公式基础抗弯计算采用倒置的悬臂板的计算模型, 承受一个梯形分布荷载, 其等效均布荷载计算公式为:p eq = (2p 1 + p 2) / 3其中p 1为悬臂端梯形荷载的荷载设计值, 取基础边界上基底净反力设计值的平均值p 2为固定端梯形荷载的荷载设计值, 取为轴心荷载作用下基底净反力的设计值基础四个边界上基底净反力设计值分别为:p Xl = N A - M y W y = 4894.7815.66 - 918.7114.09 = 247.38 kPap Xr = N A + M y W y = 4894.7815.66 + 918.7114.09 = 377.75 kPap Yt = N A - M x W x = 4894.7815.66 - 0.007.57 = 312.57 kPap Yb = N A + M x W x = 4894.7815.66 + 0.007.57 = 312.57 kPap j = N A = 4894.7815.66 = 312.57 kPaA s =M0.9f y h 02．基础底部钢筋计算X 方向基础底部钢筋截面等效p eq 弯矩M 截面宽度b截面高度h 计算面积A s1配筋面积A s2截面1269.11472.1518002023.973015截面2269.11561.9018002408.703015截面3269.11775.2118003080.433015截面4356.02420.7118001803.453015截面5356.02743.3718003026.623015截面6356.02624.6418002677.643015Y方向基础底部钢筋截面等效p eq弯矩M 截面宽度b截面高度h计算面积A s1配筋面积A s2截面1312.571021.1538004377.375628截面2312.571215.2638005209.435628截面3312.571215.2638005209.435628截面4312.571021.1538004377.375628其中计算面积A s1表示未考虑最小配筋率前钢筋的计算面积配筋面积A s2表示考虑最小配筋率后钢筋的计算面积X方向底部实际配置钢筋为:C16@200钢筋总根数为：15实配面积：3015 mm2Y方向底部实际配置钢筋为:C16@200钢筋总根数为：28实配面积：5628 mm2X方向顶部实际配置钢筋为:C0@-540钢筋总根数为：0实配面积：0.00 mm2。