剪力墙分布筋体积配箍率计算用表

1、利用表格计算剪力墙分布筋体积配箍率的方法剪力墙分布筋体积配箍率的计算公式如：vf0、 vl0可从下表中查到.例：300厚剪力墙,水平分布筋412200,拉筋力8400双向,求分布筋的体积配箍率.解：查表： vf0 0.435%vi0 0.52%表1a剪力墙约束边缘构件配箍特征值v 0.2时的最小体积配箍率%混凝土强度等级fcC20(9.6)C25(11.9)C30(14.3)C35(16.7)C40(19.1)C45(21.1)C50(23.1)C55(25.3)C60(27.5)C65(29.7)C70(31.8)C75(33.8)C80(35.9)210.0.911.131.361.591

2、.822.012.202.412.622.833.033.223.42300.0.640.790.951.111.271.411.541.691.831.982.122.252.39360.0.530.660.790.931.061.171.281.411.531.651.771.881.99表1b剪力墙约束边缘构件配箍特征值v 0.1时的最小体积配箍率%混凝土强度等级C20C25C30C35C40C45C50C55C60C65C70C75C80210.0.460.570.680.800.911.001.101.201.311.411.511.611.71300.0.320.400.480.5

3、60.640.700.770.840.920.991.061.131.20360.0.270.330.400.460.530.590.640.700.760.830.880.941.00表2剪力墙拉筋体积配箍率vio%钢筋直径及间距制表公式：墙厚h6 100X1008 100X10010 100X10012 100X10014 100X10016 100X1002000.300.530.831.201.642.142500.300.530.821.181.612.113000.290.520.821.171.602.093500.290.520.811.171.592.084000.290.5

4、20.811.161.582.074500.290.510.801.161.582.065000.290.510.801.161.572.05表3剪力墙对称配置的分布筋体积配箍率vf0%)0墙厚h钢筋直径及间距8100 8125815('82001010)10125 10150 1020)0 12100 12125 12150 12200 14100 14125 14150 14200 16100 16125 16150 16202000.628_0.5030.4190.3140.9820.7850.6550.4911.4141.1310.9420.7071.9241.5391.283

5、0.9622.5132.0111.6761.2572500.4790.3830.3190.2390.7480.5980.4990.3741.0770.8620.7180.5391.4661.1730.9770.7331.9151.5321.2770.9573000.3870.3090.2580.1930.6040.4830.4030.3020.8700.6960.5800.4351.1840.9470.789 0.5921.5471.2371.0310.7733500.3240.2590.2160.1620.5070.4050.3380.2530.7300.5840.4860.3650.993

6、0.7950.6620.4971.2971.0380.8650.6494000.2790.2230.1860.1400.4360.3490.2910.2180.6280.5030.4190.3140.8550.6840.5700.4281.1170.8940.7450.5594500.2450.1960.1630.1230.3830.3060.2550.1920.5520.4410.3680.2760.7510.6010.5010.3750.9810.7850.6540.4905000.2190.1750.1460.1090.3410.2730.2280.1710.4920.3930.3280

7、.2460.6690.5350.4460.3350.8740.6990.5830.437制表公式：_4 100% ,1为钢筋间距.vf0 1h 40表4剪力墙对称配置分布筋配筋率%墙厚h钢筋直径及间距810()812581501 82001010)10125 10150 10200 12100 12125 12150 12200 14100 14125 14150 14200 16100 16125 16150 16202000.5030.4020.3350.2510.7850.6280.5240.3931.1310.9050.7540.5651.5391.2321.0260.7702.011

8、1.6081.3401.0052500.4020.3220.2680.2010.6280.5030.4190.3140.9050.7240.6030.4521.2320.9850.8210.6161.6081.2871.0720.8043000.3350.2680.2230.1680.5240.4190.3490.2620.7540.6030.5030.3771.0260.8210.6840.5131.3401.0720.8940.6703500.287 :0.2300.1910.1440.4490.3590.2990.2240.6460.5170.4310.3230.8800.7040.58

9、60.4401.1490.9190.7660.5744000.2510.2010.1680.1260.3930.3140.2620.1960.5650.4520.3770.2830.7700.6160.5130.3851.0050.8040.6700.5034500.223 |0.1790.1490.1120.3490.2790.2330.1750.5030.4020.3350.2510.6840.5470.4560.3420.8940.7150.5960.4475000.2010.1610.1340.1010.3140.2510.2090.1570.4520.3620.3020.2260.6

10、160.4930.4110.3080.804：0.6430.5360.402制表公式：_4 100% , 1为钢筋间距.lhlh表5 板钢筋配筋率 %h610061256150620081008125815082001010001251015010200121001212|512150I22C01410014123415014200161001612516150l62(600.4710.3770.3140.2360.8380.6700.5590.4191.3091.0470.8730.6551.8851.5081.2570.9422.5662.0531.7101.2833.3512.68112

11、.2341.676800.3530.2830.236.0.1770.6280.5030.4190.3140.9820.7850.6550.4911.4141.1310.9420.7071.9241.5391.2830.9622.5132.0111.6761.2571000.2830.2260.1880.1410.5030.4020.3350.2510.7850.6280.5240.3931.1310.9050.7540.5651.5391.2321.0260.7702.0111.608 |1.3401.0051200.2360.1880.1570.1180.4190.3350.2790.209

12、0.6550.5240.4360.3270.9420.7540.6280.4711.2831.0260.8550.6411.6761.3401.1170.8381400.2020.1620.1350.1010.3590.2870.2390.1800.5610.4490.3740.2800.8080.6460.5390.4041.1000.8800.7330.5501.4361.149 |0.9570.7181600.1770.1410.1180.0880.3140.2510.2090.1570.4910.3930.3270.2450.7070.5650.4710.3530.9620.7700.

13、6410.4811.257P 1.005 |0.8380.6281800.1570.1260.1050.0790.2790.2230.1860.1400.4360.3490.2910.2180.6280.5030.4190.3140.8550.6840.5700.4281.1170.894 |0.7450.5592000.1410.1130.0940.0710.2510.2010.1680.1260.3930.3140.2620.1960.5650.4520.3770.2830.7700.6160.5130.3851.0050.804 |0.6700.5032500.1130.0900.075

14、0.0570.2010.1610.1340.1010.3140.2510.2090.1570.4520.3620.3020.2260.6160.4930.4110.3080.8040.643 |0.5360.4023000.0940.0750.0630.0470.1680.1340.1120.0840.2620.2090.1750.1310.3770.3020.2510.1880.5130.4110.3420.2570.6700.5360.4470.3353500.0810.0650.0540.0400.1440.1150.0960.0720.2240.1800.1500.1120.3230.

15、2590.2150.1620.4400.3520.2930.2200.5740.4600.3830.2874000.0710.0570.0470.0350.1260.1010.0840.0630.1960.1570.1310.0980.2830.2260.1880.1410.3850.3080.2570.1920.5030.402 |0.3350.2514500.0630.0500.0420.0310.1120.0890.0740.0560.1750.1400.1160.0870.2510.2010.1680.1260.3420.2740.2280.1710.4470.357 |0.2980.2235000.0570.0450.0380.0280.1010.0800.0670.0500.1570.1260.1050.0790.2260.1810.1510.1130.3080.2460.2050.1540.4020.3220.2680.201墙厚钢筋直径及间距制表公式：-4 100%,l为钢筋间距表6受弯构件、偏心受拉构件、轴心受拉构件一侧的受拉钢筋的最小配筋百分率0.2和45ft/fy中的较大值构船强度等级C15C20C25C30C35C4