剪力墙分布筋体积配箍率计算用表

剪力墙分布筋体积配箍率计算用表舒宣武编华南理工大学建筑设计研究院

2003年7月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:Pvf0PVl0Pvf人血+A’vf可从下表中查到。vf+PvlPvl"corllP■0—ll100x100p例：解：300厚剪力墙，水平分布筋里12@200，拉筋？8@400双向，求分布筋的体积配箍率。查表:Pvf0=0-435%p=0.52%vl0100x100x0.52400x400=0.033%Pv=Pf+Pvl=0.435%+0.033%=0.468%表1a 剪力墙约束边缘构件配箍特征值人=0.2时的最小体积配箍率(%)fyvv 混凝土强度等级(fc) C20（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）210.0.911.131.361.591.822.012.202.412.622.833.033.223.42300064079095111127141154169183198212225239360._0^3_0.66_0.79_0.93_1.06_1.17_1.28_1^1__1.53_1.65_1^2__1.88_1.99表1b 剪力墙约束边缘构件配箍特征值人=0.1时的最小体积配箍率(%)fyvv 混凝十强度等1级 C20C25C30C35C40C45C50C55C60C65C70C75C80210046057068080091100110120131141151161171300._0^2_0.40_0.48_0.560.64_0.70_0.77_0.84_0.92_0.99_1.06__1.13_1.20360.0.270.330.400.460.530.590.640.700.760.830.880.941.00

表2_剪力墙拉筋体积配箍率Q_(%) ' —•'讨0 钢筋直径及间距 制表公式：土 (h—30) v0 4 100x100(h一40)工回厚 h ①6@100X100①8@100X100①10@100X100①12@100X100①14@100X100①16@100X1002000.300.530.831.201.642.142500.300.530.821.181.612.113000.290.520.821.171.602.09_350_ 0^9_ 0^2_ 0.81 07 1^9 2.08 _400_ 0^9_ 0^2_ 0.81 1.L6 1^8 2.07 4500.290.510.801.161.582.065000.290.510.801.161.572.05表3 剪力回对称配詈的分布筋体积配箍率P(%)他1H回厚hv：f0 钢筋直径及间距 ①8@100①8@125①8@150①8@200①10@100①10@125①10@150①10@200①12@100①12@125①12@150①12@200①14@100①14@125①14@150①14@200①16@100①16@125①16@150①16@2002000.6280.5030.4190.3140.9820.7850.6550.4911.4141.1310.9420.7071.9241.5391.2830.9622.5132.0111.6761.257_2500.4790.3830.3190.2390.7480.5980.4990.3741.0770.8620.7180.5391.4661.1730.9770.7331.9151.5321.2770.9573000.3870.3090.2580.1930.6040.4830.4030.3020.8700.6960.5800.4351.1840.9470.7890.5921.5471.2371.0310.7733500.3240.2590.2160.1620.5070.4050.3380.2530.7300.5840.4860.3650.9930.7950.6620.4971.2971.0380.8650.6494000.2790.2230.1860.1400.4360.3490.2910.2180.6280.5030.4190.3140.8550.6840.5700.4281.1170.8940.7450.5594500.2450.1960.1630.1230.3830.3060.2550.1920.5520.4410.3680.2760.7510.6010.5010.3750.9810.7850.6540.490_5000一2190一1750一1460一1090一3410一2730一2280一1710一4920一3930一3280一2460一6690一5350一4460一3350一8740一6990一5830一437匚d2x2制表公式：p=W X100%，l为钢筋间距。 表4__剪力墙对称配置分布筋配筋率U(%) 他1H回厚h 钢筋直径及间距 ①8@100①8@125①8@150①8@200①10@100①10@125①10@150①10@200①12@100①12@125①12@150①12@200①14@100①14@125①14@150①14@200①16@100①16@125①16@150①16@2002000.5030.4020.3350.2510.7850.6280.5240.3931.1310.9050.7540.5651.5391.2321.0260.7702.0111.6081.3401.005—2500.4020.3220.2680.2010.6280.5030.4190.3140.9050.7240.6030.4521・2320.9850.8210.6161・6081・2871・0720.804_3000.3350.2680.2230.1680.5240.4190.3490.2620.7540.6030.5030.3771.0260.8210.6840.5131.3401.0720.8940.6703500.2870.2300.1910.1440.4490.3590.2990.2240.6460.5170.4310.3230.8800.7040.5860.4401.1490.9190.7660.5744000.2510.2010.1680.1260.3930.3140.2620.1960.5650.4520.3770.2830.7700.6160.5130.3851.0050.8040.6700.5034500.2230.1790.1490.1120.3490.2790.2330.1750.5030.4020.3350.2510.6840.5470.4560.3420.8940.7150.5960.447—5000.2010.1610.1340.1010.3140.2510.2090.1570.4520.3620.3020.2260.6160.4930.4110.3080.8040.6430.5360.402

五d2 2制表公式：四=吧 X100%，l为钢筋间距。 LL 表5 板钢筋配筋率U（%）工回厚h钢筋直径及间距6@1006@1256@1506@2008@1008@1258@1508@20010@10010@12510@15010@20012@10012@12512@15012@20014@10014@12514@15014@20016@10016@12516@15016@200600.4710.3770.3140.2360.8380.6700.5590.4191.3091.0470.8730.6551.8851.5081.2570.9422.5662.0531.7101.2833.3512.6812.2341.676800.3530.2830.2360.1770.6280.5030.4190.3140.9820.7850.6550.4911.4141.1310.9420.7071.9241.5391.2830.9622.5132.0111.6761.2571000283022601880141050304020335025107850628052403931131090507540565153912321026077020111608134010051200.2360.1880.1570.1180.4190.3350.2790.2090.6550.5240.4360.3270.9420.7540.6280.4711.2831.0260.8550.6411.6761.3401.1170.8381400.2020.1620.1350.1010.3590.2870.2390.1800.5610.4490.3740.2800.8080.6460.5390.4041.1000.8800.7330.5501.4361.1490.9570.7181600.1770.1410.1180.0880.3140.2510.2090.1570.4910.3930.3270.2450.7070.5650.4710.3530.9620.7700.6410.4811.2571.0050.8380.6281800.1570.1260.1050.0790.2790.2230.1860.1400.4360.3490.2910.2180.6280.5030.4190.3140.8550.6840.5700.4281.1170.8940.7450.5592000・1410・1130・0940・0710・2510・2010・1680・1260・3930・3140・2620・1960・5650・4520・3770・2830・7700・6160・5130・3851・0050・8040・6700・5032500.1130.0900.0750.0570.2010.1610.1340.1010.3140.2510.2090.1570.4520.3620.3020.2260.6160.4930.4110.3080.8040.6430.5360.4023000.0940.0750.0630.0470.1680.1340.1120.0840.2620.2090.1750.1310.3770.3020.2510.1880.5130.4110.3420.2570.6700.5360.4470.3353500.0810.0650.0540.0400.1440.1150.0960.0720.2240.1800.1500.1120.3230.2590.2150.1620.4400.3520.2930.2200.5740.4600.3830.2874000.0710.0570.0470.0350.1260.1010.0840.0630.1960.1570.1310.0980.2830.2260.1880.1410.3850.3080.2570.1920.5030.4020.3350.2514500.0630.0500.0420.0310・1120・0890・0740・0560・1750・1400・1160・0870・2510・2010・1680・1260・3420・2740・2280・1710.4470・3570・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匚d2制表公式：四=Y—x100%，l为钢筋间距。 lh 表6 受弯构件、偏心受拉彳构件、轴心受拉构件一侧的受拉钢筋的最小配筋百分率（0.2和45f/f中的较大值）（%） 砼强度等级 C