Lx/Ly=8.35/15.35=0.544
Mx_max = [0.0588+(1/6)×0.0103]×4×8.352 = 16.88 tm 壁板厚取：600mm，保护层厚：30mm，混凝土强度等级为：C25， X方向通长配筋为：Φ16@100 [18.39 tm] My_max = [0.0133+(1/6)×0.0541]×4×8.352 = 6.23 tm 壁板厚取：600mm，保护层厚：30mm，混凝土强度等级为：C25， Y方向通长配筋为：Φ16@200 [12.14 tm] Mox = 0.1146×4×8.352 = 31.96 tm 壁板厚取：600mm，保护层厚：35mm，混凝土强度等级为：C25， X方向下层支座配筋为：Φ25@100 [38.20 tm] Moy = 0.0784×4×8.352 = 21.865 tm 壁板厚取：600mm，保护层厚：35mm，混凝土强度等级为：C25， Y方向下层支座配筋为：Φ20@100 [24.42 tm]
3． 操作间底板计算：
(1) 操作间底板板底应力计算：（底板取1400厚） P壁1 = 0.4x4.4x23.12x2.5+0.35x4.3x23.12x2.5+0.15x23.12x0.65x2.5 +0.05x1.2x23.12x2+1.775x(0.5+0.5+1)x23.12+1.925x0.08x2.5x23.12 = 101.728+86.989+5.6355+2.7744+82.076+8.9 = 288.103 t P肋壁= 0.25x3.85x4.15x2.5x8+3.175x23.12x2+0.25x2.68x1.65x2.5x8
+(1.925+0.825)x0.08x2.5x23.12+2.1x0.4x23.12x2.4
= 79.8875+146.812+22.11+12.716+46.61
= 308.14 t P柱壁1 = 0.5x10.78x21.4x2.5+0.5x8.7x1.72x2.5+0.2x0.7x10.78x2.5x3
+0.4x0.8x3.725x2.5x2+0.15x0.6x2.5x20.4+1x3.725x20.4+21.4x0.53x5.1 +0.56x0.56x2.5x3.2x2+0.4x0.56x2.5x3.6+0.3x0.3x2.5x2.4
= 288.365+18.705+11.319+5.96+4.59+75.99+57.8442+5.02+2.02+0.54 = 470.4 t P柱1 = 0.7x0.7x15.28x2.5x3+0.4x0.8x(3.725x2+3.925x4)x2.5+0.15x0.6x2.5x20.4x3
+1x3.725x20.4+1x3.925x20.4x2+0.4x0.7x2.5x18.6 = 56.154+18.52+13.77+75.99+160.14+13.02 = 337.6 t P柱2 = 0.7x0.7x15.28x2.5x3+0.4x0.8x(3.925x4+2.55x4)x2.5
+0.15x0.6x2.5x20.4x4+1x3.925x20.4x2+1x2.55x14.5x2+4.37x1x20.4 +0.4x0.8x2.5x18.6x2
= 56.154+20.72+18.36+160.14+73.95+29.76 = 359.1 t P柱壁2 = 0.7x0.7x15.28x2.5x3+0.56x0.56x2.5x2.4x2+0.3x0.3x2.5x2.4x2
+0.56x0.4x2.5x3.6+0.4x0.8x(2.55x4+1.45x4)x2.5+0.15x0.6x2.5x20.4x4 +0.25x0.6x2.5x20x2+1x1.8x20.4x2+1x2.55x15x2+2.55x1x20.4
+0.4x0.8x2.5x18.6x1+(1.45x2+21)x0.53x5.1+0.5x23 .+0.5x10.78x21.4x2.5+0.5x8.7x1.72x2.5
= 56.154+3.7632+1.08+2.02+12.8+18.36+15+73.44+76.5+52.02+14.88 +135.15+288.365+18.705 = 768.24 t P清水渠 = 0.3x4.75x2.5x23.12+0.3x2.5x2.5x23.12+4.6x2.5x1x23.12
+1.5x0.53x23.12+(0.1x2.5+0.15)x23.12x2.56 = 82.365+43.35+265.88+18.38+23.675 = 433.65 t 清水渠q = 0.3x2.5x2.5x2+0.3x2.5x4+4x2.5x1
= 3.75+3+10 = 16.75 t/m
清水渠P = 16.75x15.15 = 253.763 t 壁板q = 0.5x10.78x2.5x2+0.53x5.7x2
= 26.95+6.042 = 32.992 t/m
壁板P = 32.992x21.25 = 701.08 t 底板q = 1.4x2.5x23.12
= 80.92 (t/m) 底板P = 80.92x26.5
= 2144.38 t 底板挑土：
Pt1 = 0.5x8.18x2x23.12 = 189.122 t Pt2 = 0.5x5.48x2x23.12 = 126.7 t 底板面积：S = 26.5x23.12 = 612.68 m2
Wx = (23.12 x 26.52)/6 = 2706
∑G = 288.103+308.14+470.4+337.6+359.1+768.24+433.65+253.763+701.08+2144.38
+189.122+126.7 = 6380.278 t M = 288.103x0.675+308.14x2.925+470.4x5.2+337.6x12.65+359.1x20.55
+768.24x25.75+433.65x23.2+253.763x13.125+701.25x15.825 +2144.38x13.25+189.122x0.25+126.7x26.25 = 91249 tm X = ∑M/∑G
= 14.3 m (往右偏离中心1.05m) ∑M = 1.05x∑G = 6699.3 tm
基底应力：Q = (∑G / S)±(∑M / W) = 10.414±2.476 Qmax = 12.89 t/m2 Qmin = 7.94 t/m2
底板受净反力：Qjmax = 9.39 t/m2 Qjmin = 4.44 t/m2 底板受平均净反力：q = (9.39+4.44)/2 = 10.92-4 = 6.92 t/m2 操作间底板下地基应力分布如下图：
操作间底板受净反力如下图： (2) 操作间底板内力计算： q1 = 5.45 t/m2 q2 = 9.25 t/m2 Ly/Lx = 0.988 Mx_max = (0.0367+0.0378/6)x5.45x20.652+(0.0185+0.0225/6)x3.8x20.652 = 100+36.1 = 136.1 tm My_max = (0.0378+0.0367/6)x5.45x20.652+(0.0225+0.0185/6)x3.8x20.652
= 102.1+41.5 = 143.6 tm 底板厚取：1400mm，保护层厚：30mm，混凝土强度等级为：C25， 上层通长配筋为：Φ28@100
±0.00板、梁计算： 板：
冲切计算：(板厚取250mm 保护层厚15mm C25 ft = 1.3 N/mm2) Um = [(230+230)/2]x4 = 920 mm ho = 230 mm
Fl = 100x1.4 = 140 KN
0.6ftUm ho = 0.6x1.3x920x230 = 165048 N = 165.048 KN Fl < 0.6ftUm ho 250mm厚板满足抗冲切要求!
L = 2.2 m q = 0.25x25x1.2 = 7.5 KN/M2 P = 100x1.4 = 140 KN M_max = (1/8)qL2 + (1/4)PL
= 81.54 KNM As = 1265 mm2 (Ⅱ级) 配筋为：Φ14@120 [1283 mm] 2
梁：(350x500 C25 Ec = 2.8x104 N/mm2)
L = 5.1 m q = 0.35x0.5x25x1.2+7.5x2.2 = 7.5+16.5 = 24 KN/M2 P = 100x1.4 = 140 KN M_max = (1/8)qL2 + (1/4)PL
= 256.53 KNM
V = (1/2)qL+P = 201.2 KN
As = 2116 mm2 (Ⅱ级) 纵向配筋为：5Φ25 [2454.5 mm] 350x500 (Ⅰ级) 横向配箍为：2Φ8@100 [289.8 KN] 四肢箍 2
L = 6.6 m q = 0.4x0.8x25x1.2+1.2x0.5x1.2+1.4x1.5 = 22.55 KN/M2 P = 100x1.4 = 140 KN
P’= 57.4 KN a = 2.2 m
M_max = (1/8)qL2 + (1/4)PL+aP’
= 480.04 KNM
V = (0.625)qL+P+P’ = 290.42 KN
As = 2660 mm2 (Ⅱ级) 纵向配筋为：6Φ25 [2945.4 mm] 400x700 (Ⅰ级) 横向配箍为：2Φ8@200 [443.5 KN] 四肢箍
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