剪力墻分布筋體積配箍率計(jì)算用表

1、利用表格計(jì)算剪力墻分布筋體積配箍率的方法剪力墻分布筋體積配箍率的計(jì)算公式如:AsvlAsvfvlvfvfvf 0vlvf 0 、vl0 可從下表中查到。vlO1 xO1 y0hcorlxl yhcorlx0ly0 vl0lxly100 100 vl0lxly例:解:300厚剪力墻，水平分布筋$ 查表：vf 0°.435%12200,拉筋 $0.52%vl0vlxOl y0 vl0lxly100 100 0.52400 4000.033%v vfvl 0.435%0.033%0.468%8400雙向,求分布筋的體積配箍率。表1a剪力墻約束邊緣構(gòu)件配箍特征值v0.2時(shí)的最小體積配箍率(%

2、)f yv混凝土強(qiáng)度等級(jí)(fc)C20C25C30C35C40C45C50C55C60C65C70C75C80(9.6)(11.9)(14.3)(16.7)(19.1)(21.1)(23.1)(25.3)(27.5)(29.7)(31.8)(33.8)(35.9)210.0.911.131.361.591.822.012.202.412.622.833.033.223.42300.0.640.790.951.111.271.411.541.691.831.982.122.252.39360.0.530.660.790.931.061.171.281.411.531.651.771.881.99

3、表1b剪力墻約束邊緣構(gòu)件配箍特征值v 0.1時(shí)的最小體積配箍率()fyv混凝土強(qiáng)度等級(jí)C20C25C30C35C40C45C50C55C60C65C70C75C80210.0.460.570.680.800.911.001.101.201.311.411.511.611.71300.0.320.400.480.560.640.700.770.840.920.991.061.131.20360.0.270.330.400.460.530.590.640.700.760.830.880.941.00表2 剪力墻拉筋體積配箍率 vl0 (%)鋼筋直徑及間距制表公式：墻厚6810121416d2(h

4、30)100%h100X100100X100100X100100X100100X100100X100vl04d100 100(h 40)2000.300.530.831.201.642.142500.300.530.821.181.612.113000.290.520.821.171.602.093500.290.520.811.171.592.084000.290.520.811.161.582.074500.290.510.801.161.582.065000.290.510.801.161.572.05表3剪力墻對(duì)稱(chēng)配置的分布筋體積配箍率vf 0 (%)厚h鋼筋直徑及間距810C8125

5、8150820010100 10125 10150 10200 12100 12125 12150 12200 14100 14125 14150 14200 16100 161；5 1615i0 162(2000.6280.5030.4190.3140.9820.7850.6550.4911.4141.1310.9420.7071.9241.5391.2830.9622.5132.0111.6761.2572500.4790.3830.3190.2390.7480.5980.499 0.374 1.077 0.8620.718 0.5391.4661.173 0.9770.7331.9151

6、.5321.2770.9573000.3870.3090.2580.1930.6040.4830.403 0.3020.8700.6960.580 :0.4351.1840.9470.7890.5921.5471.2371.0310.7733500.3240.2590.2160.1620.5070.4050.3380.2530.7300.5840.4860.3650.9930.7950.6620.4971.2971.0380.8650.6494000.2790.2230.1860.1400.4360.3490.2910.2180.6280.5030.4190.3140.8550.6840.57

7、00.4281.1170.8940.7450.5594500.2450.1960.1630.1230.3830.3060.2550.1920.5520.4410.3680.2760.7510.6010.5010.3750.9810.7850.6540.4905000.2190.1750.1460.1090.3410.2730.228 *0.1710.4920.3930.3280.2460.6690.5350.446*0.3350.874丁0.6990.5830.437d2 2制表公式：4100%， l為鋼筋間距。vf0 l(h 40)表4剪力墻對(duì)稱(chēng)配置分布筋配筋率(%)墻厚鋼筋直徑及間距h81

8、0081258150820010100 10125 10150 10200 12100 12125 12150 12200 14100 14125 14150 14200 16100 161；5 1615i0 162(2000.5030.4020.3350.2510.7850.6280.524 :0.393 :1.1310.9050.754 :0.565：1.539:1.232 :1.026:0.7702.0111.6081.3401.0052500.4020.3220.2680.2010.6280.5030.419 彳0.314 0.9050.7240.603 0.4521.232彳0.98

9、50.8210.6161.6081.2871.0720.8043000.3350.2680.2230.1680.5240.4190.3490.2620.7540.6030.5030.3771.0260.8210.6840.5131.3401.0720.8940.6703500.2870.2300.1910.1440.4490.3590.2990.2240.6460.5170.4310.3230.8800.7040.5860.4401.1490.9190.7660.5744000.2510.2010.1680.1260.3930.3140.2620.196 0.565 丁0.4520.377 0

10、.2830.770丁0.616 0.513=0.3851.0050.8040.67。0.5034500.2230.1790.1490.1120.3490.2790.233 丁0.175 0.503 丁0.4020.335 0.251：0.6840.5470.456：0.3420.8940.7150.5960.4475000.2010.1610.1340.1010.3140.2510.209 丁0.157 0.452 丁0.3620.302 0.2260.6160.4930.4110.3080.8040.6430.5360.402_d2 2制表公式：4100%，丨為鋼筋間距。lh表5h61006

11、1256150620081008125'815082001010001251015)1020|0121001212|51215012200141001412341501420016100161251615O62(600.4710.3770.3140.2360.8380.6700.5590.4191.3091.0470.8730.6551.8851.5081.2570.9422.5662.0531.7101.2833.351P 2.68112.234P 1.676800.3530.2830.23610.1770.6280.5030.4190.3140.9820.7850.6550.491

12、1.4141.1310.9420.7071.9241.5391.2830.9622.5132.0111.6761.2571000.2830.2260.1880.1410.5030.4020.3350.2510.7850.6280.5240.3931.1310.9050.7540.5651.5391.2321.0260.7702.0111.6081.3401.0051200.2360.1880.1570.1180.419：0.3350.2790.2090.6550.5240.4360.3270.9420.7540.6280.4711.2831.0260.8550.6411.676P 1.340

13、|1.117P 0.8381400.2020.1620.1350.1010.3590.2870.2390.1800.5610.4490.3740.2800.8080.6460.5390.4041.1000.8800.7330.5501.4361.1490.9570.7181600.1770.1410.1180.0880.314：0.2510.2090.1570.49110.3930.3270.2450.7070.5650.4710.3530.9620.7700.6410.4811.257P 1.005 10.838:0.6281800.1570.1260.1050.0790.2790.2230

14、.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 |0.6700.5032500.1130.0900.0750.0570.2010.1610.1340.1010.3140.2510.2090.1570.4520.3620.3020.2260

15、.6160.4930.4110.3080.8040.643 |0.5360.4023000.0940.0750.0630.0470.1680.1340.1120.0840.2620.2090.1750.1310.3770.3020.2510.1880.5130.4110.3420.2570.6700.5360.4470.3353500.0810.0650.0540.0400.1440.1150.0960.0720.2240.1800.1500.1120.3230.2590.2150.1620.4400.3520.2930.2200.5740.4600.3830.2874000.0710.057

16、0.0470.0350.1260.1010.0840.0630.1960.1570.1310.0980.2830.2260.1880.1410.3850.3080.2570.1920.5030.402 '0.3350.2514500.0630.0500.0420.0310.1120.0890.0740.0560.1750.1400.1160.0870.251|0.2010.1680.1260.3420.2740.2280.1710.4470.357 |0.2980.2235000.0570.0450.0380.0280.1010.0800.0670.0500.1570.1260.1050.0790.2260.1810.1510.1130.3080.2460.2050.1540.4020.322 |0.2680.201墻厚0制表公式:板鋼筋配筋率（%）鋼筋直徑及間距d24100% , l為鋼筋間距。lh砼強(qiáng)度等級(jí)C15C20C25C30C35C40C45C50C55C60C65C70C75C80鋼 筋HPB235()0.200.2