常用数据—混凝土结构(新规范)

1、页眉内容混凝土参数（N/mm2）混凝土 强度等级强度标准值强度设计值模量抗压抗拉抗压抗拉弹性男笠疲变fckftkfcftEcGc=0.4EcEcfC1510.01.277.20.912.20x1040.88 x104C2013.41.549.61.102.55x1041.02 x1041.10 x104C2516.71.7811.91.272.80 x1041.12 x1041.20 x104C3020.12.0114.31.433.00x1041.20 x1041.30 x104C3523.42.2016.71.573.15 x1041.26 x1041.40 x104C4026.82.39

2、19.11.713.25 x1041.30 x1041.50 x104C4529.62.5121.11.803.35 x1041.34 x1041.55 x104C5032.42.6423.11.893.45 x1041.38 x1041.60 x104C5535.52.7425.31.963.55 x1041.42 x1041.65 x104C6038.52.8527.52.043.60 x1041.44 x1041.70 x104C6541.52.9329.72.093.65 x1041.46 x1041.75 x104C7044.52.9931.82.143.70 x1041.48 x1

3、041.80 x104C7547.43.0533.82.183.75 x1041.50 x1041.85 x104C8050.23.1135.92.223.80 x1041.52 x1041.90 x104普通钢筋参数（N/mm2）种类极限强度标准值fstk屈服强度标准值fyk抗拉强度 设计值fy抗压强度设计值fy'横向钢筋抗拉设计值fyvEsHPB3004203002702702702.1 x105HRB3354553353003003002.0 x105HRB4005404003603603602.0 x105HRB5006305004354103602.0 x105界限受压区高度

4、 b混凝土强度WC50C55C60C65C70C75C80有屈服点HPB3000.5760.5660.5560.5470.5370.5280.518HRB3350.5500.5410.5310.5220.5120.5030.493HRB400HRB5000.5180.4820.5080.4730.4990.4640.4900.4550.4810.4470.4720.4380.4630.429无屈服点HPB3000.4010.3930.3850.3770.3690.3610.353HRB3350.3880.3800.3730.3650.3570.3490.342HRB4000.3720.3640

5、.3570.3490.3410.3340.326HRB5000.3530.3460.3380.3310.3240.3170.309不超过C50时，取为0.80, C80时，0.74,其间按线性内插法确定。“1不超过C50时，取为1.00, C80时，0.94,其间按线性内插法确定。截面受拉区配置不同种类的钢筋时，力应分别计算，并取其较小值。附加箍筋承受集中荷载（HPB300） （kN）箍筋 直径两侧双肢箍筋总个数146810615.361.191.6122.1152.7827.1108.6162.9217.1271.41042.4169.6254.5339.3424.11261.1244.33

6、66.4488.6610.71483.1332.5498.8665.0831.316108.6434.3651.4868.61085.7每根附加吊筋承受集中荷载（kN）吊筋 直径HPB300 级HRB335 级HRB400 级45度60度45度60度45度60度1029.9936.7333.3240.8139.9948.971243.1852.8947.9858.7757.5870.521458.7871.9965.3179.9978.3795.991676.7794.0385.30104.47102.36125.371897.17119.00107.96132.23129.55158.672

7、0119.96146.92133.29163.24159.94195.8922145.15177.77161.28197.52193.53237.0325187.43229.56208.26255.07249.91306.0828235.12287.96261.24319.95313.49383.9532307.09376.11341.21417.90409.46501.48页眉内容纵向受拉钢筋的锚固长度laE钢筋 种类抗震 等级C15C20C25C30混凝土等级C45C50C55>C60C35C40、二54.60d45.17d39.12d34.75d31.65d29.06d27.60d

8、26.29d25.35d24.36dHPB300三49.85d41.24d35.72d31.73d28.90d26.53d25.20d24.00d23.15d22.24d四、非抗震47.48d39.28d34.02d30.21d27.52d25.27d24.00d22.86d22.05d21.18d、二53.08d43.91d38.04d33.78d30.77d28.25d26.84d25.56d24.65d23.68dHRB335三48.47d40.10d34.73d30.84d28.09d25.79d24.50d23.34d22.50d21.62d四、非抗震46.16d38.19d33.0

9、8d29.38d26.76d24.57d23.34d22.23d21.43d20.59d、二63.70d52.70d45.64d40.54d36.92d33.90d32.20d30.67d29.58d28.42dHRB400三58.16d48.11d41.67d37.01d33.71d30.95d29.40d28.00d27.00d25.95d四、非抗震55.39d45.82d39.69d35.25d32.11d29.48d28.00d26.67d25.72d24.71d、二63.67d55.15d48.98d44.61d40.96d38.91d37.06d35.74d34.34dHRB550

10、三58.14d50.36d44.72d40.73d37.40d35.53d33.84d32.63d31.35d四、非抗震55.37d47.96d42.59d38.79d35.62d33.84d32.23d31.08d29.86d注：1锚固长度修正系数详见混规8.3.2条。2搭接长度取值：纵向钢筋搭接接头面积百分率W25%寸，取1.2倍锚固长度，50%时，取1.4倍，100%时取1.6倍。受压构件全部纵向钢筋最小配筋率（）混8.5.1钢筋 种类混凝土等级C15C20C25C30C35C40C45C50C55C60C65C70C75C80HPB3000.60.60.60.60.60.60.60.6

11、0.60.70.70.70.70.7HRB3350.60.60.60.60.60.60.60.60.60.70.70.70.70.7HRB4000.550.550.550.550.550.550.550.550.550.650.650.650.650.65HRB5000.50.50.50.50.50.50.50.50.50.60.60.60.60.6受弯、偏心受拉、受拉构件侧受拉钢筋最小配筋率（） 0.20和45ft/fyHPB3000.2000.2000.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370HRB335HRB40

12、00.2000.2000.2000.2000.2000.2000.2150.2360.2570.2140.2700.2250.2840.2360.2940.2450.3060.2550.3140.2610.3210.2680.3270.2730.3330.2780.2000.200HRB5000.2000.2000.2000.2000.2000.2000.2000.2000.2030.2110.2160.2210.2260.230板类（悬臂板除外）构件纵向受拉钢筋的最小配筋率 （）C15C20C25C30C35C40C45C50C55C60C65C70C75C80HPB300( I )0.20

13、00.2000.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370HRB335( II )0.2000.2000.2000.2150.2360.2570.2700.2840.2940.3060.3140.3210.3270.333HRB400( m )0.1500.1500.1590.1790.1960.2140.2250.2360.2450.2550.2610.2680.2730.278HRB5000.1500.1500.1500.1500.1620.1770.1860.1960.2030.2110.2160.2210.226

14、0.230受压构件一侧纵向钢筋的最小配筋率（）0.21m宽板内钢筋面积统计（mm2）钢筋间距204钢筋直径（mm）14/16165676/8898/101010/121212/1414605236209327471641654838106010731309159718852225256629583351803927.0157245353481491628795805982119814141669192422192513853696.0148231333453462591748758924112713311571181120882365903490.71402183144284365597077

15、16873106512571484171019722234953306.91322072984054135296706788271009119014051620186821161003141.6126196283385393503636644785958113113351539177520111102856.0114178257350357457578585714871102812141399161418281202618.010516423632132741953053765479894211131283147916761252513.3101157226308314402509515628

16、76790510681232142016081302416.696.715121729630238748949560473787010271184136515471402244.089.81402022752803594544605616848089541100126814361502094.483.81311882572623354244295246397548901026118313401601963.578.5123177241245314398403491599707834962110912571701848.073.9115166226231296374379462564665785

17、906104411831801745.369.810915721421827935335843653262874285598611171901653.566.110314920320726533533941350459570381093410582001570.862.898.2141.419219625131832239347956566877088710052201428.057.189.21291751782282892933574365146077008079142401309.052.481.8118160164209265268327399471556641740838250125

18、6.650.378.5113154157201254258314383452534616710804框架梁纵向受拉钢筋的最小配筋率（）高6.3.7;¥M» 11.3.6C15C20C25C30C35C40C45C50C55C60C65C70C75C80备注一级（支座）0.40 和 80ft/fyHPB3000.400.400.400.4240.4650.5070.5330.5600.5810.6040.6190.6340.6460.6581抗震时，梁端底向和顶 面钢筋面积比，一级 0.5,二三级不0.3。HRB3350.400.400.400.400.4190.4560.4

19、800.5040.5230.5440.5570.5710.5810.592HRB4000.400.400.400.400.400.400.400.4200.4360.4530.4640.4760.4840.493HRB5000.400.400.400.400.400.400.400.400.400.400.400.400.4010.4082沿梁顶囿和底向的全一级（跨中） 二级（支座）0.30 和 65ft/fyHPB3000.300.300.3060.3440.3780.4120.4330.4550.4720.4910.5030.5150.5250.534少布置两根通长钢筋，一二级14mm ,

20、且小应HRB3350.300.300.3000.3100.3400.3710.3900.4100.4250.4420.4530.4640.4720.481HRB4000.300.300.300.300.300.3090.3250.3410.3540.3680.3770.3860.3940.401小于相应纵筋面积的HRB5000.300.300.300.300.300.300.300.300.300.3050.3120.3200.3260.3321/4。三四级12mm ,3一二三级框架梁中贯 通中柱的每根纵向钢筋的直径，不宜大于柱1/20二级（跨中） 三四级（支座） 0.25 和 55ft/fy

21、HPB3000.250.250.2590.2910.3200.3480.3670.3850.3990.4160.4260.4360.4440.452HRB3350.250.250.250.2620.2880.3140.3300.3470.3590.3740.3830.3920.4000.407HRB4000.250.250.250.250.250.2610.2750.2890.2990.3120.3190.3270.3330.339HRB5000.250.250.250.250.250.250.250.250.250.2580.2640.2710.2760.281以力恒儆回尺、，国任，三四级（

22、跨中） 非抗震0.20 和 45ft/fyHPB3000.200.200.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370|i-U 5a 人。4特一级取值同一级。5受扭纵筋最小配筋率 详见混9.2.5条；HRB3350.200.200.200.2150.2360.2570.2700.2840.2940.3060.3140.3210.3270.333HRB4000.200.200.200.200.200.2140.2250.2360.2450.2550.2610.2680.2730.278HRB5000.200.200.200.

23、200.200.200.200.200.2030.2110.2160.2210.2260.230转换梁0.6一级 0.5二级0.4三四级、非抗震0.3转换梁上下纵向钢筋都要满足最小配筋率要求连梁跨局比0 0.5,抗震 max (0.2, 45ft/fy )0.5跨高比w 1.5, max (0.25, 55ft/fy ),非抗震，0.21.5跨局比，同框架梁注：1梁中每侧纵向构造钢筋面积（不含架立筋）不应小于腹板截面面积（bhw）的0.1%,梁宽较大时可适当放宽。 连梁两侧腰筋总面积配筋率大于0.3%。2框架梁、转换梁中最大面积配筋率，抗震时，支座处取2.5%,跨中取4%;非抗震时取4%。3连

24、梁中，非抗震时，顶面及底面单侧纵向钢筋的最大配筋率不宜大于2.5%;抗震时，跨高比W1时，不宜大于0.6%; 1跨高比w 2时，不宜大于1.2%;2跨高比W2.5时，不宜大于1.5%; 2.5跨高比时，不宜大于2.5%;框架梁、连梁沿梁全长箍筋面积配筋率（加密区和非加密区）高6.3.5伊V钢筋 等级混凝土等级加密区 长度箍筋 间距箍筋 直径C15C20C25C30C35C40C45C50C55C60C65C70C75C80一级0.30ft/fyvHPB3000.1010.1220.1410.1590.1740.1900.2000.2100.2180.2270.2320.2380.2420.24

25、7Max2h, 500MinHRB3350.0910.1100.1270.1430.1570.1710.1800.1890.1960.2040.2090.2140.2180.222h/4,10HRB4000.0760.0920.1060.1190.1310.1430.1500.1580.1630.1700.1740.1780.1820.1856d,100HPB3000.0940.1140.1320.1480.1630.1770.1870.1960.2030.2120.2170.2220.2260.230Max1.5h, 500Min-.纵0.28ft/fyvHRB3350.0850.1030.

26、1190.1330.1470.1600.1680.1760.1830.1900.1950.2000.2030.207h/4,8HRB4000.0710.0860.0990.1110.1220.1330.1400.1470.1520.1590.1630.1660.1700.1738d,100三四级0.26ft/fyvHPB3000.0880.1060.1220.1380.1510.1650.1730.1820.1890.1960.2010.2060.2100.214Max1.5h, 500MinHRB3350.0790.0950.1100.1240.1360.1480.1560.1640.170

27、0.1770.1810.1850.1890.192h/4,8HRB4000.0660.0790.0920.1030.1130.1240.1300.1370.1420.1470.1510.1550.1570.1608d,150非抗辰0.24ft/fyvHPB3000.0810.0980.1130.1270.1400.1520.1600.1680.1740.1810.1860.1900.1940.197非抗震时，VW0.7ftbh0 时,HRB3350.0730.0880.1020.1140.1260.1370.1440.1510.1570.1630.1670.1710.1740.178不需考虑最

28、小配筋率,按HRB4000.0610.0730.0850.0950.1050.1140.1200.1260.1310.1360.1390.1430.1450.148构造要求配置箍筋即可注：1非抗震，存在扭矩时，框架梁 psv>082t/fyv ,转换梁>0.%。2由p sv=As/bs=nAs1/b$彳导As/s=bpsv 3框架梁非加密区的箍筋最大间距不宜大于加密区箍筋的2倍。4纵向钢筋搭接长度范围内的箍筋面积，钢筋受拉时取min （5d, 100）,受压时取min （10d, 200）。5加密区的箍筋肢距，一级：& max （200, 20倍箍筋直径），二三级w max

29、 （250, 20倍箍筋直径），四级w 300。6偏心受拉，p sv用0ft/fyv。梁中最小面积配箍率要求汇总抗震等级特一级一级二级三、四级非抗震备注框架梁0.33ft/fyv0.30ft/fyv0.28ft/fyv0.26ft/fyv0.24ft/fyv沿梁全长高6.3.5连梁0.30ft/fyv0.30ft/fyv0.28ft/fyv0.26ft/fyv0.24ft/fyv抗震设计时，沿连梁全长箍筋直径和间距要满足框架梁加密区要求转换梁1.30ft/fyv1.20ft/fyv1.10ft/fyv1.0ft/fyv0.9ft/fyv加密区高10.2.7页眉内容箍筋单肢面积/间距As1/s钢

30、筋 间距箍筋直径6810121620600.47120.83781.30901.88503.35105.2360750.37700.67021.04721.50802.68084.1888800.35340.62830.98171.41372.51333.9270850.33260.59140.92401.33062.36543.6960900.31420.55850.87271.25662.23403.4907950.29760.52910.82671.19052.11643.30691000.28270.50270.78541.13102.01063.14161100.25700.4570

31、0.71401.02821.82782.85601200.23560.41890.65450.94251.67552.61801250.22620.40210.62830.90481.60852.51331300.21750.38670.60420.87001.54662.41661400.20200.35900.56100.80781.43622.24401500.18850.33510.52360.75401.34042.09441600.17670.31420.49090.70691.25661.96351700.16630.29570.46200.66531.18271.8480180

32、0.15710.27930.43630.62831.11701.74531900.14880.26460.41340.59521.05821.65352000.14140.25130.39270.56551.00531.57082200.12850.22850.35700.51410.91391.42802400.11780.20940.32720.47120.83781.30902500.11310.20110.31420.45240.80421.2566fc/fyv取值< C35C40C45C50C55C60C65C70C75C80HPB3000.06190.07070.07810.

33、08560.09370.10190.11000.11780.12520.1330HRB3350.05570.06370.07030.07700.08430.09170.09900.10600.11270.1197HRB4000.04640.05310.05860.06420.07030.07640.08250.08830.09390.0997抗震设计，梁、柱、墙的内力调整构件内力调整内容说明1框剪结构 的框架 柱、有关 梁V, M1框架承担的总剪力调整Vf)0.2V寸，不调整，否则取Vf=min (0.2V0, 1.5Vfmax)2构件内力调整按调整前、后总剪力的比值调整每根框架 柱和与之相连

34、框架梁的剪力及端部弯矩， 框架柱N可不予调整1总体调整2按振型分解反应谱法计算地震作用 时，调整应在振型组合后、并满足楼 层最小地震剪力的前提下进行。3仅针对地震作用标准值4高8.1.42板柱抗震 墙的抗震 墙、柱板 带V, M1板柱承担的总剪力的调整VO 0.2Vi,2抗震墙承担的总剪力的调整VO 0.2Vi,3构件内力调整调整后，相应调整每一抗震墙、柱、板带 的V、M标准值，N不调整。1总体调整2按振型分解反应谱法计算地震作用 时，调整应在振型组合后、并满足楼 层最小地震剪力的前提下进行。3仅针对地震作用标准值4高8.1.103部分框支 抗震墙的 框支柱、 有关梁V, M1框支柱总剪力调整

35、a每层框支柱数目n< 10框支层0 2 时，Vci>0.02V0框支层)3时，Vci> 0.03V0b每层框支柱数目n> 10框支层0 2 时，2Vci> 0.2V0框支层)3时，2Vci> 0.3V02构件内力调整相应调整框支柱的弯矩及柱端框架梁的 剪力和弯矩，但框支梁的剪力、弯矩、框 支柱的轴力可不调整。1总体调整2式中Vci一调整后每根框支柱承担 的地震剪力标准值；V。一水平地震作用下的总剪力。3高10.2.174框架结构 的底层柱M弯矩设计值放大系数1框架结构底层柱柱底一、二、三级分别取 1.7,1.5和1.31局部调整2高6.2.25转换柱Ml,N

36、1弯矩设计值放大系数与转换构件相连的转换柱的上端和底层柱下端一级1.5 ,二级1.32地震作用产生的轴力标准值放大一级 1.5 ,二级 1.21局部调整。2计算轴压比时，不调整3高10.2.114转换角柱的弯矩和剪力设计值调整 后尚应增大1.1倍。6结构薄弱 层有关 梁、柱V1侧向刚度变化、承载力变化、竖向抗侧 力构件连续性不符合要求的楼层，其对应 于地震作用标准值的剪力应乘以1.25的增大系数。1局部调整2高3.5.83抗为不小于1.15的增大系数4以调整后的地震剪力计算构件内力7规则结构 边板构件V地震作用标准值的剪力放大系数1平行于地震作用方向的边板，短边1.15 ,长边1.05;当扭转

37、刚度较小时， 周边各构件宜)1.3.2角部构件乘以两个方向增大系数1局部调整2仅用于规则结构不进行扭转藕联计算时3抗5.2.3构件内力调整内容说明8水平转换构件M V、N1水平地震作用计算内力放大系数特一：1.9 , 一级：1.6 ,二级：1.31构件调整。2高10.2.49框架柱M1一级框架结构和9度时的框架 按梁端实配钢筋进行调整2其它情况1构件调整。2反弯点不在层高范围内的柱，柱端 弯矩设计值可直接乘以的增大系数3顶层柱、轴压比< 0.15的柱不调整5高6.2.16框支梁柱节点调整见本表第5条一二三四框架结构1.51.31.2其它结构1.41.21.11.110框架柱， 框支柱V1

38、一级框架结构和9度时的框架按梁端实配钢筋进行调整2其它情况，对框架结构，二、三级分别 取1.3,1.2 ;对其他结构中的框架，一、 二、三、四级分别取 1.4,1.2,1.1,1.11构件调整。2高6.2.33轴力设计值不调整11角柱Ml,V设计值放大系数：特一、一、二、三、四：1.11构件调整。2高6.2.412框架梁、 连梁V梁端截面组合设计值放大系数1一级框架结构和9度时的框架，9度时 的一级剪力墙，按实配钢筋进行调整。2其他情况：一、二、三、四级分别取1.3,1.2 , 1.1 , 11构件调整。2高6.2.4 ; 7.2.2113抗震墙 墙肢Ml,V1特一级剪力墙、筒体墙：底部加强部

39、位弯矩设计值乘以1.1 ,其它部位1.3 o2双肢抗震墙当一肢偏心受拉时，另一肢 弯矩、剪力设计值应乘以1.25。3 一级剪力墙底部加强部位以上部位，墙肢M设计值乘以1.2, V设计值乘以1.31构件调整。2高3.10.5 ; 7.2.4 ; 7.2.53底部加强部位取值：一般：Max （底部两层，H/10）;H< 24m时，可取底部一层；带转换层结构：Max （转换层以上两层，H/10）; H为房屋总高度14部分框支 落地剪力 墙M弯矩设计值放大系数1底部加强部位：特一、一、二、三分别取 1.8,1.5,1.3.1.12其他部位：一级取1.21构件调整。2落地剪力墙不宜出现偏心受拉3高

40、10.2.1815抗震墙墙 肢及部分 框支落地 剪力墙V设计值放大系数1底部加强部位：特一、一、二、三分别取 1.9,1.6,1.4,1.29度一级剪力墙，按实配其它部位：特一级 1.4, 一级1.3短肢剪力墙：一、二、三级取1.4,1.2,1.11构件调整。2高7.2.6,3.10.5,; 7.2.216框架梁柱 节点V强节点剪力设计值调整系数1一级框架结构和9度时的一级框架，按 实配钢筋进行调整。2其它情况，框架结构，一、二、三级分 别取1.5 , 1.35 , 1.2 ;其它结构中的框架，一、二、三级分别取1.35 , 1.2 , 1.11局部调整。2抗D.1.1框架梁纵向受拉钢筋的最小

41、配筋率（）抗震等 级位置备注支座跨中特一、一Max ( 0.40 和 80ft/fy )Max (0.30 和 65ft/fy )混11.3.6高6.3.2框架梁中每侧腰筋最小配筋率不应小于腹板截面积的 0.1%。 抗扭纵筋最小配筋率详见规范二Max ( 0.30 和 65ft/fy )Max (0.25 和 55ft/fy )三、四Max ( 0.25 和 55ft/fy )Max (0.20 和 45ft/fy )非抗震Max (0.20 和 45ft/fy )连梁单侧纵向钢筋的最小、最大配筋率（）跨高比最小配筋率跨高比最大配筋率l/h <0.5Max (0.20 和 45ft/fy

42、 )l/h < 10.60.5 <l/h <1.5Max (0.25 和 55ft/fy )1<l/h < 21.21.5 <l/h同框架梁2<l/h < 2.51.5非抗震l/h < 1.50.202.5 <l/h2.5非抗震2.5注：连梁两侧腰筋直径不应小于8mm间距不应大于200mm跨高比0 2.5时，两侧腰筋总面积率） 0.3%转换梁上、下每侧纵向受拉钢筋的最小配筋率（ ）抗震等级特一一二三、四非抗震备注最小配筋率0.60.50.40.30.3高10.2.7框架梁、转换梁最大配筋率支座，抗震时，2.5% （当配置的受压钢筋面积

43、不小于受拉钢筋的一半时，可放大到2.75%）,非抗震时，4%;跨中截面，抗震和非抗震均为 4%梁中箍筋最小面积配箍率要求汇总抗震等级特一级一级二级三、四级非抗震备注框架梁0.33ft/fyv0.30ft/fyv0.28ft/fyv0.26ft/fyv0.24ft/fyv沿梁全长高6.3.5连梁0.30ft/fyv0.30ft/fyv0.28ft/fyv0.26ft/fyv0.24ft/fyv抗震时，沿连梁全长箍筋直径和 间距要满足框架梁加密区要求转换梁1.30ft/fyv1.20ft/fyv1.10ft/fyv1.0ft/fyv0.9ft/fyv仅加密区，高10.2.7注：1偏心受拉时，不应小

44、于0.36t/fyv ;2非地震组合存在扭矩时，不应小于0.28ft/fyv混凝土柱全部纵向钢筋最小配筋率（）特一级一级二级三级四级非抗震备注中柱、边柱1.40.90.70.60.50.5单侧钢筋配筋率不宜小于0.2%角柱1.61.10.90.80.70.5框支柱1.61.10.9一一0.7除特一级外，还需考虑以下调整：1框架结构中柱和边柱，表中数值增加0.1 ;2采用335Mp级、400Mp级纵向受力钢筋时，应分别按表中数值增加0.1和0.05采用；3当混凝土强度等级高于 C60时，上述数值应增加 0.1采用。4对IV类场地上较高（高于 40m框架结构，高于60m其它结构）高层建筑，表中数值加0.1。5异形柱，除满足上述规定外，根据异6.2.5条，其调整后的全部纵向钢筋最小配筋率不应小于0.8%,IV类场地上高于28m的异形柱框架结构柱，还需增加0.1%。钢筋混凝土柱全部纵向钢筋最大配筋率（%）构件框架柱框支柱异形柱备注抗震543一级且剪跨比不大于 2的柱，单侧钢筋配筋率不宜大于 1.2%非抗震5 （不宜），6 （不应）44钢筋混凝土柱箍筋最小体积配箍率（ ）特一级一级二级三级四级9度非抗震框架柱1.40.80.60.40.4一一剪跨比不大于2的柱一1.21.21.21.21.5一框支柱1.61.51.5一一一0.8柱箍筋加密区