常用数据—混凝土结构(新规范)

1、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剪变疲变fckftkfcftEcGc=0.4EcEcfC1510.01.277.20.912.20x10 40.88 x10 4C2013.41.549.61.102.55x10 41.02 x10 41.10 x10 4C2516.71.7811.91.272.80 x10 41.12 x10 41.20 x10 4C3020.12.0114.31.433.00x10 41.20 x10 41.30 x10 4C3523.42.2016.71.573.15 x10 41.26 x10 41.40 x10 4C4

2、026.82.3919.11.713.25 x10 41.30 x10 41.50 x10 4C4529.62.5121.11.803.35 x10 41.34 x10 41.55 x10 4C5032.42.6423.11.893.45 x10 41.38 x10 41.60 x10 4C5535.52.7425.31.963.55 x10 41.42 x10 41.65 x10 4C6038.52.8527.52.043.60 x10 41.44 x10 41.70 x10 4C6541.52.9329.72.093.65 x10 41.46 x10 41.75 x10 4C7044.52

3、.9931.82.143.70 x10 41.48 x10 41.80 x10 4C7547.43.0533.82.183.75 x10 41.50 x10 41.85 x10 4C8050.23.1135.92.223.80 x10 41.52 x10 41.90 x10 4普通钢筋参数（N/mm2）种类极限强度屈服强度抗拉强度抗压强度横向钢筋Es标准值fstk标准值fyk设计值fy设计值fy抗拉设计值fyvHPB3004203002702702702.1 x105HRB3354553353003003002.0 x105HRB4005404003603603602.0 x105HRB500

4、6305004354103602.0 x105界限受压区咼度 b混凝土强度W C50C55C60C65C70C75C80HPB3000.5760.5660.5560.5470.5370.5280.518HRB3350.5500.5410.5310.5220.5120.5030.493HRB4000.5180.5080.4990.4900.4810.4720.463HRB5000.4820.4730.4640.4550.4470.4380.429HPB3000.4010.3930.3850.3770.3690.3610.353HRB3350.3880.3800.3730.3650.3570.34

5、90.342HRB4000.3720.3640.3570.3490.3410.3340.326HRB5000.3530.3460.3380.3310.3240.3170.30931不超过C50时，取为0.80, C80时，0.74，其间按线性内插法确定。 a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，/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.

6、6254.5339.3424.11261.1244.3366.4488.6610.71483.1332.5498.8665.0831.316108.6434.3651.4868.61085.7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.

7、00107.96132.23129.55158.6720119.96146.92133.29163.24159.94195.8922145.15177.77161.28197.52193.53237.0325187.43229.56208.26255.07249.91306.0828235.12287.96261.24319.95313.49383.9532307.09376.11341.21417.90409.46501.48欢迎下载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、_ 二54.60d45.17d39.12d

8、34.75d31.65d29.06d27.60d26.29d25.35d24.36dHPB300三49.85d41.24d35.72d31.73d28.90d26.53d25.20d24.00d23.15d22.24d四、非抗震47.48d39.28d34.02d30.21d27.52d25.27d24.00d22.86d22.05d21.18d、_ 二53.08d43.91d38.04d33.78d30.77d28.25d26.84d25.56d24.65d23.68dHRB335三48.47d40.10d34.73d30.84d28.09d25.79d24.50d23.34d22.50d2

9、1.62d四、非抗震46.16d38.19d33.08d29.38d26.76d24.57d23.34d22.23d21.43d20.59d、_ 二63.70d52.70d45.64d40.54d36.92d33.90d32.20d30.67d29.58d28.42dHRB40058.16d48.11d41.67d37.01d33.71d30.95d29.40d28.00d27.00d25.95d四、非抗震55.39d45.82d39.69d35.25d32.11d29.48d28.00d26.67d25.72d24.71d、_ 二63.67d55.15d48.98d44.61d40.96d3

10、8.91d37.06d35.74d34.34dHRB550三58.14d50.36d44.72d40.73d37.40d35.53d33.84d32.63d31.35d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832条。2搭接长度取值：纵向钢筋搭接接头面积百分率v 25%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C15C20C25C30C35C40C45C50C55C60C65C70C75C80HPB3

11、000.60.60.60.60.60.60.60.60.60.70.70.70.70.7HRB335HRB4000.60.60.60.60.60.60.60.60.60.70.70.70.70.70.550.550.550.550.550.550.550.550.550.650.650.650.650.65HRB5000.50.50.50.50.50.50.50.50.50.60.60.60.60.6受弯、偏心受拉、受拉构件侧受拉钢筋最小配筋率（） 0.20和45ft/fyHPB3000.2000.2000.2120.2380.2620.2850.3000.3150.3270.3400.348

12、0.3570.3630.370HRB3350.2000.2000.2000.2150.2360.2570.2700.2840.2940.3060.3140.3210.3270.333HRB4000.2000.2000.2000.2000.2000.2140.2250.2360.2450.2550.2610.2680.2730.278HRB5000.2000.2000.2000.2000.2000.2000.2000.2000.2030.2110.2160.2210.2260.230板类（悬臂板除外）构件纵向受拉钢筋的最小配筋率（）C15C20C25C30C35C40C45C50C55C60C6

13、5C70C75C80HPB300( I )0.2000.2000.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370HRB335( II )0.2000.2000.2000.2150.2360.2570.2700.2840.2940.3060.3140.3210.3270.333HRB400(川)0.1500.1500.1590.1790.1960.2140.2250.2360.2450.2550.2610.2680.2730.278HRB5000.1500.1500.1500.1500.1620.1770.1860.1960.

14、2030.2110.2160.2210.2260.230受压构件一侧纵向钢筋的最小配筋率（）0.2欢迎下载1m宽板内钢筋面积统计（mm2）钢筋间距）钢筋直径（mm）2045676/8898/101010/121212/141414/1616605236209327471641654838106010731309159718852225256629583351803927.0157245353481491628795805982119814141669192422192513853696.014823133345346259174875892411271331157118112088236590

15、3490.7140218314428436559707716873106512571484171019722234953306.91322072984054135296706788271009119014051620186821161003141.6126196283385393503636644785958113113351539177520111102856.0114178257350357457578585714871102812141399161418281202618.010516423632132741953053765479894211131283147916761252513.

16、310115722630831440250951562876790510681232142016081302416.696.715121729630238748949560473787010271184136515471402244.089.81402022752803594544605616848089541100126814361502094.483.81311882572623354244295246397548901026118313401601963.578.5123177241245314398403491599707834962110912571701848.073.911516

17、6226231296374379462564665785906104411831801745.369.810915721421827935335843653262874285598611171901653.566.110314920320726533533941350459570381093410582001570.862.898.2141.419219625131832239347956566877088710052201428.057.189.21291751782282892933574365146077008079142401309.052.481.811816016420926526

18、83273994715566417408382501256.650.378.5113154157201254258314383452534616710804欢迎下载1 V跨高比w 2时，2.5 %抗震时，跨高比w 1时，不宜大于0.6%不宜大于1.2 %C15C20C25C30C35C40C45C50C55C60C65C70C75C80备注HPB3000.400.400.400.4240.4650.5070.5330.5600.5810.6040.6190.6340.6460.6581抗震时，梁端底面和顶面一级（支座）HRB3350.400.400.400.400.4190.4560.4800

19、.5040.5230.5440.5570.5710.5810.592钢筋面积比，一级0.40 和 80ft/fyHRB4000.400.400.400.400.400.400.400.4200.4360.4530.4640.4760.4840.4930.5，二三级不0.3。2沿HRB5000.400.400.400.400.400.400.400.400.400.400.400.400.4010.408梁顶面和底面的至一级（跨中） 二级（支座）0.30 和 65ft/fyHPB3000.300.300.3060.3440.3780.4120.4330.4550.4720.4910.5030.5

20、150.5250.534少布置两根通长钢助，一二HRB3350.300.300.3000.3100.3400.3710.3900.4100.4250.4420.4530.4640.4720.481级14mm，且不应小于相HRB4000.300.300.300.300.300.3090.3250.3410.3540.3680.3770.3860.3940.401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12mm5二级（跨中）二 四级（支座）0.25 和 55ft/fyHPB300

21、0.250.250.2590.2910.3200.3480.3670.3850.3990.4160.4260.4360.4440.4523一一三级框架梁中贯通中HRB3350.250.250.250.2620.2880.3140.3300.3470.3590.3740.3830.3920.4000.407柱的每根纵向钢筋HRB4000.250.250.250.250.250.2610.2750.2890.2990.3120.3190.3270.3330.339的直径，不宜大于柱1/20 该HRB5000.250.250.250.250.250.250.250.250.250.2580.2640

22、.2710.2760.281y J 1 J PVM l-O-l 丿、J :k-M 1L-、二四级（跨中）非抗震0.20 和 45ft/fyHPB3000.200.200.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.3704特级取值冋级。5受HRB3350.200.200.200.2150.2360.2570.2700.2840.2940.3060.3140.3210.3270.333HRB4000.200.200.200.200.200.2140.2250.2360.2450.2550.2610.2680.2730.278扭纵筋

23、最小配筋率详见混9.2.5条；HRB5000.200.200.200.200.200.200.200.200.2030.2110.2160.2210.2260.230转换梁特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咼比w 0.5,抗震 max (0.2,45ft/fy )0.5V跨咼比 w 1.5, max (0.2555ft/fy），非抗震，0.21.5 V跨咼比，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

24、积配筋率，抗震时，支座处取23连梁中，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5%， 跨 中 取 4%非 抗 震 时 取 4%2 V跨高比w2.5时，不宜大于1.5%; 2.5 V跨高比时，不宜大于 2.5%;高635框架梁、连梁沿梁全长箍筋面积配筋率（加密区和非加密区）pv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/fyvHPB3000.1010.1220.1410.1590.1740.1900.2000.2100.2180.2270.2320.2380.2420.247Max2

25、h, 500Min h/4, 6d,10010HRB3350.0910.1100.1270.1430.1570.1710.1800.1890.1960.2040.2090.2140.2180.222HRB4000.0760.0920.1060.1190.1310.1430.1500.1580.1630.1700.1740.1780.1820.185二级0.28ft/fyvHPB3000.0940.1140.1320.1480.1630.1770.1870.1960.2030.2120.2170.2220.2260.230Max1.5h, 500Min h/4, 8d,1008HRB3350.0

26、850.1030.1190.1330.1470.1600.1680.1760.1830.1900.1950.2000.2030.207HRB4000.0710.0860.0990.1110.1220.1330.1400.1470.1520.1590.1630.1660.1700.173三四级0.26ft/fyvHPB3000.0880.1060.1220.1380.1510.1650.1730.1820.1890.1960.2010.2060.2100.214Max1.5h, 500Minh/4,8d,1508HRB3350.0790.0950.1100.1240.1360.1480.1560

27、.1640.1700.1770.1810.1850.1890.192HRB4000.0660.0790.0920.1030.1130.1240.1300.1370.1420.1470.1510.1550.1570.160非抗震0.24ft/fyvHPB3000.0810.0980.1130.1270.1400.1520.1600.1680.1740.1810.1860.1900.1940.197非抗震时，V w 0.7ftbh 0时，不需考虑最小配筋率，按构造要求配置箍筋即可HRB3350.0730.0880.1020.1140.1260.1370.1440.1510.1570.1630.16

28、70.1710.1740.178HRB4000.0610.0730.0850.0950.1050.1140.1200.1260.1310.1360.1390.1430.1450.148注：1非抗震，存在扭矩时，框架梁p sv0.28ft/fy y转换梁0.%。2由p sv=As/bs=nAslbs ,得As/s=b p sv 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： w max （200, 20倍箍筋直径），二三级 w max （25

29、0, 20倍箍筋直径），四级 w 300。6偏心受拉，p sv為6ft/fyv梁中最小面积配箍率要求汇总抗震等级特级一级二级三、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箍筋单肢面积/间距As1/s钢筋间距箍筋直径68

30、10121620600.47120.83781.30901.88503.35105.2360750.37700.67021.04721.50802.68084.1888800.35340.62830.98171.41372.51333.9270850.33260.59140.92401.33062.36543.6960900.31420.55850.87271.25662.23403.4907950.29760.52910.82671.19052.11643.30691000.28270.50270.78541.13102.01063.14161100.25700.45700.71401.02

31、821.82782.85601200.23560.41890.65450.94251.67552.61801250.22620.40210.62830.90481.60852.51331300.21750.38670.60420.87001.54662.41661400.20200.35900.56100.80781.43622.24401500.18850.33510.52360.75401.34042.09441600.17670.31420.49090.70691.25661.96351700.16630.29570.46200.66531.18271.84801800.15710.27

32、930.43630.62831.11701.74531900.14880.26460.41340.59521.05821.65352000.14140.25130.39270.56551.00531.57082200.12850.22850.35700.51410.91391.42802400.11780.20940.32720.47120.83781.30902500.11310.20110.31420.45240.80421.2566fc/fyv取值 0.2 oV寸，不调整，否则取Vf=min ( 0.2V o， 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

33、相连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a每层框支柱数目nW 10框支层 W 2 时

34、，Vci O.O2V o框支层3时，Vci 0.03V0b每层框支柱数目n10框支层 W 2 时，M/cib 0.2V0框支层3时，M/cib 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 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M, N1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

35、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。11=1 y Vr-r-l | 口 o1局部调整2咼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规则结构边榀构件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榀，短边1.15，长边1.05 ;当扭转刚度较小时，周边各构件宜1.3.2角部构件乘以两个方向增大系数1

36、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水平转换M V、1水平地震作用计算内力放大系数1构件调整。8构件N特：1.9，级：1.6，一级：1.32高10.2.41一级框架结构和9度时的框架1构件调整。按梁端实配钢筋进行调整2反弯点不在层咼范围内的柱，柱端弯2其它情况矩设计值可直接乘以的增大系数9框架柱M-一四.3顶层柱、轴压比 V 0.15的柱不调整框架结构1.51.3121.25咼6.2.1其它结构1.41.21.11.16框支梁柱节点调整见本表第5条1 一级框架结构和9度时的框架按梁端实配1构件调整。钢筋进行调整2高6.2.310框架柱，框V2其它情况，

37、对框架结构，二、三级分别取3轴力设计值不调整支柱1.3,1.2 ;对其他结构中的框架，一、二、三、四级分另U取1.4,121.1,1.1设计值放大系数：1构件调整。11角柱M, V特、二、三、四：1.12高6.2.4梁端截面组合设计值放大系数1构件调整。框架梁、1 一级框架结构和9度时的框架，9度时 的一2高6.2.4 ; 7.2.2112连梁V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特级剪力墙、筒体墙：底部加强部位弯1构件调整。矩设计值乘以1.1，其它部位1.3。2高3.10.5 ; 7.2.4 ; 7.2.5抗震墙2双肢抗震墙当一肢偏

38、心受拉时，另一肢弯3底部加强部位取值：13抗辰墙墙肢M, V矩、剪力设计值应乘以1.25。般：Max （底部两层，H/10）;墙肢Hw 24m 时，可取底部一层；3 一级剪力墙底部加强部位以上部位，墙带转换层结构：Max （转换层以上两肢M设计值乘以1.2，V设计值乘以1.3层，H/10） ; H为房屋总高度部分框支弯矩设计值放大系数1构件调整。14落地剪力M1底部加强部位：2落地剪力墙不宜岀现偏心受拉墙特、二、三分另 V取1.8,1.5,131.13高10.2.182其他部位：一级取1.2设计值放大系数1构件调整。1底部加强部位：2高7.2.6,3.10.5,; 7.2.2抗震墙墙肢特、二、

39、三分另 1取1.9,1.6,1.4,1.215及部分框支V9度一级剪力墙，按实配落地剪力墙其它部位：特级 1.4， 级1.3短肢剪力墙：一、二、三级取 1.4,1.2,1.1强节点剪力设计值调整系数1局部调整。1 一级框架结构和9度时的一级框架，按实2抗D.1.116框架梁柱V配钢筋进行调整。节点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 1.35，1.2，1.1框架梁纵向受拉钢筋的最小配筋率（%）抗震等级位置备注支座跨中特、Max ( 0.40 和 80ft/fy )Max (0.30 和 65ft/fy )混11.3.6高6.

40、3.2-Max ( 0.30 和 65ft/fy )Max (0.25 和 55ft/fy )框架梁中每侧腰筋最小配筋率不三、四Max ( 0.25 和 55ft/fy )Max (0.20 和 45ft/fy )应小于腹板截面积的0.1% o抗扭非抗震Max (0.20 和45ft/fy )纵筋最小配筋率详见规范连梁单侧纵向钢筋的最小、最大配筋率（%）跨咼比最小配筋率跨咼比最大配筋率l/h W 0.5Max (0.20 和 45ft/fy )l/h w 10.60.5 l/h w 1.5Max (0.25 和 55ft/fy )1l/h w 21.21.5 l/h同框架梁2l/h w 2.5

41、1.5非抗震l/h w 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w 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 -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、转换梁最大配筋率梁中箍筋最小面积配箍率要求汇总支座，抗震时，2.5% （当配置的受压钢筋面积不小于受拉钢筋的一半时，可放大到2.75%）,非抗震时，4%抗震等级特级级二级三、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跨中截面，抗震和非抗震均为4%注：1偏心受拉时，不应小于0.36t/fyv;2非地震组合存在扭