0.结构常用表格

1、- -普通钢筋参数（N/mm2）混凝土参数（N/mm2）种类HPB300极限强度标准值fstk420屈服强度标准值fyk300HRB335455335抗拉强度设计值fy270300HRB400HRB500540630400360500435抗压强度设计值f270300360410横向钢筋抗拉设计值九,2703003603602.1x1052.0 x1052.0 x1052.0 x105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fckftkfcfEG=0.4EEfC1510.01.277.20.912.20 x1040.88x104C2013.41.549.61.102.

2、55x1041.02x1041.10 x104C2516.71.781191.272.80 x1041.12x1041.20 x104C3020.12.0114.31.433.00 x1041.20 x1041.30 x104C3523.42.2016.71.573.15x1041.26x1041.40 x104C4026.82.3919.11.713.25x1041.30 x1041.50 x104C4529.62.5121.11.803.35x1041.34x1041.55x104C5032.42.6423.11.893.45x1041.38x1041.60 x104C5535.52.74

3、25.31.963.55x1041.42x1041.65x104C6038.52.8527.52.043.60 x1041.44x1041.70 x104C6541.52.9329.72.093.65x1041.46x1041.75x104C7044.52.9931.82.143.70 x1041.48x1041.80 x104C7547.43.0533.82.183.75x1041.50 x1041.85x104C8050.23.1135.92.223.80 x1041.52x1041.90 x104【受剪、受扭、受冲切承载力计算时,界限受压区高度佥截面受拉区配置不同种类的钢筋时,应分别计算

4、，并取其较小值。ocw55cC6056c7075C8O有屈服点657G66565547537582585051/5435225235341858594o442434284344547484924无屈服点1/4393583力39636335388380373356375349342372337534933434362335346383333243173093久不超过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。附加箍筋承受集中荷载(HPB300)(kN)【混规9.2Q箍筋直径两侧【双肢箍】箍筋总个数14

5、6810615.361.191.6122.1152.7827.1108.6162.9217.1271.41042.4169.6254.5339.3424.11261.1244.3366.4488.6610.71483.1332.5498.8665.0831.316108.6434.3651.4868.61085.72儿与3b之和的范围内HRB335,xl.llHRB335,xl.33每根附加吊筋承受集中荷载(kN)【混规山吊筋直径HPB300级HRB335级HRB400级45度60度45度60度45度60度1029.9936.7333.3240.8139.9948.971243.1852.89

6、47.9858.7757.5870.521458.7871.9965.3179.9978.3795.991676.7794.0385.30104.47102.36125.371897.17119.00107.96132.23129.55158.6720119.96146.92133.29163.24159.94195.8922145.15177.77161.28197.52193.53237.0325187.43229.56208.26255.07249.91306.0828235.12287.96261.24319.95313.49383.9532307.09376.11341.21417.

7、90409.46501.48截面计算相关参数WC50C55C60C65C70C75C80a11.00.990.980.970.960.950.94卩10.800.790.780.770.760.750.74卩c1.00.9670.9330.900.8670.8330.80承载力抗震调整系数【混表11.1.6】结构构件类别正截面斜截面受剪框架节点冲切局部受压受弯偏心受压柱偏心受拉构件剪力墙“.0.15“”三0.15YRE0.750.750.800.850.850.850.851.0仅计算竖向地震力时，所有构件均取1.0箍筋单肢面积/间距As1/s钢筋间距箍筋直径6810121620600.471

8、20.83781.30901.88503.35105.2360750.37700.67021.04721.50802.68084.1888800.35340.62830.98171.41372.51333.9270850.33260.59140.92401.33062.36543.6960900.31420.55850.87271.25662.23403.4907950.29760.52910.82671.19052.11643.30691000.28270.50270.78541.13102.01063.14161100.25700.45700.71401.02821.82782.85601

9、200.23560.41890.65450.94251.67552.61801250.22620.40210.62830.90481.60852.51331300.21750.38670.60420.87001.54662.41661400.20200.35900.56100.80781.43622.24401500.18850.33510.52360.75401.34042.09441600.17670.31420.49090.70691.25661.96351700.16630.29570.46200.66531.18271.84801800.15710.27930.43630.62831

10、.11701.74531900.14880.26460.41340.59521.05821.65352000.14140.25130.39270.56551.00531.57082200.12850.22850.35700.51410.91391.42802400.11780.20940.32720.47120.83781.30902500.11310.20110.31420.45240.80421.2566混凝土强度等级选择抗震二E抗震规范条文剪力墙宜三C20,应WC60素混凝土应三C15混4.1.2高3.2.2抗3.9.2筒体结构、型钢混凝土梁、柱作为上部结构嵌固段的地下室楼盖宜三C30抗

11、3.9.39度宜WC608度宜WC70普通钢筋混凝土结构应三C20转换梁、柱、转换层楼板箱型转换结构及转换厚板应三C30400Mpa及以上钢筋应三C25一级框架梁、柱及节点应三C30承受重复荷载构件应三C30现，浇非预应力楼盖宜WC40预应力钢筋混凝土结构宜三C40应三C30构造柱、芯柱、圈梁及其他结构构件应三C20预应力钢筋混凝土宜三C40,应三C30混凝土受弯构件扰度限值【混3.4.3】构件类型扰度限值吊车梁手动吊车l0/500自动吊车l0/600屋盖、楼盖及楼梯构件l09ml0/300(l0/400)注：1表中10为构件的计算跨度；计算悬臂构件的挠度限值时，其计算跨度10按实际悬臂长度的

12、2倍取用；2表中括号内的数值适用于使用上对挠度有较高要求的构件；3如果构件制作时预先起拱，且使用上也允许，则在验算挠度时，可将计算所得的挠度值减去起拱值;对预应力混凝土构件，尚可减去预加力所产生的反拱值；4构件制作时的起拱值和预加力所产生的反拱值，不宜超过构件在相应荷载组合作用下的计算挠度值。钢筋的计算截面面积及公称质量表直径d(mm)不同根数直径的计算截面面积(mm2)单根钢筋公称质量(kg/m)12345678937.114.121.228.335.342.449.556.563.60.0555412.625.137.750.362.875.488.0100.5113.10.0986519

13、.6395979981181371571770.154628.357851131411701982262540.2226.533.2661001331661992322652990.260850.31011512012513023524024520.3958.252.81061582112643173704224750.4151078.51572363143934715506287070.61712113.122633945256567979290510180.88814153.93084626167709241078123213851.20816201.1402603804100512061

14、407160818101.57818254.55097631018127215271781203622901.99820314.26289421257157118852199251328272.46622380.176011401521190122812661304134212.98425490.998214731963245429453436392744183.85328615.8123218472463307936954310492655424.83432804.2160824133217402148255630643472386.313361017.9203630544072508961

15、077125814391617.990401256.625133770502762837540879610053113109.865纵向受拉钢筋的锚固长度恰f【混8.3.1】- -t钢筋种类抗震等级混凝土匕等级C15C20C25C30C35C40C45C50HPB300、54.60d45.17d39.12d34.75d31.65d29.06d27.60d26.29d三49.85d41.24d35.72d31.73d28.90d26.53d25.20d24.00d四、非抗震47.48d39.28d34.02d30.21d27.52d25.27d24.00d22.86dHRB335、53.08d4

16、3.91d38.04d33.78d30.77d28.25d26.84d25.56d三48.47d40.10d34.73d30.84d28.09d25.79d24.50d23.34d四、非抗震46.16d38.19d33.08d29.38d26.76d24.57d23.34d22.23dHRB400、63.70d52.70d45.64d40.54d36.92d33.90d32.20d30.67d三58.16d48.11d41.67d37.01d33.71d30.95d29.40d28.00d四、非抗震55.39d45.82d39.69d35.25d32.11d29.48d28.00d26.67d

17、HRB500、63.67d55.15d48.98d44.61d40.96d38.91d37.06d三58.14d50.36d44.72d40.73d37.40d35.53d33.84d四、非抗震55.37d47.96d42.59d38.79d35.62d33.84d32.23d注：1锚固长度修正系数：【混8.3.2】螺纹钢直径大于25时，X1.1螺纹钢环氧树脂涂层时，X1.25混凝土施工易扰动时（如滑模施工），X1.1锚固区保护层厚度为3d且配有箍筋时，X0.8，保护层厚度三于5d时，X0.7，中间插入实际钢筋大于计算面积时，如有充分依据和可靠措施，x实际面积与计算面积的比值，但不适用于抗震经

18、修正后的长度不得小于原始值的0.6倍，且不小于200-受压钢筋，充分利用其抗压强度时，锚固长度不小于相应受拉锚固长度的70%2绑扎搭接长度取值：纵向钢筋搭接接头面积百分率W25%时，取1.2倍锚固长度，【混8.50%时，取1.4倍，100%时，取1.6倍。3对于直接承受动荷载的混凝土吊车梁、屋面梁及屋架下弦纵向受拉钢筋要求：搭接率W25%- -1m宽板内钢筋面积统计（mm2）钢筋间距）钢筋直径（mm）2045676/8898/101010/121212/1605236209327471641654838106010731309159718852225754188.816826237751352

19、4670848859104712781508178(803927.0157245353481491628795805982119814141669853696.0148231333453462591748758924112713311571903490.7140218314428436559707716873106512571484953306.913220729840541352967067882710091190140510031416126196283385393503636644785958113113351102856.01141782573503574575785857148711

20、02812141202618.010516423632132741953053765479894211131252513.310115722630831440250951562876790510681302416.696.715121729630238748949560473787010271402244.089.81402022752803594544605616848089541502094.48381311882572623354244295246397548901601963.578.51231772412453143984034915997078341701848.073.91151

21、662262312963743794625646657851801745.369.81091572142182793533584365326287421901653.566.11031492032072653353394135045957032001570.862.898.2141.41921962513183223934795656682201428.057.189.21291751782282892933574365146072401309.052.481.81181601642092652683273994715562501256650.378.511315415720125425831

22、4383452534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C15C20C25C30C35C40C45C50C55C60C65HPB3000.60.60.60.60.60.60.60.60.60.70.7HRB3350.60.60.60.60.60.60.60.60.60.70.7HRB4000.550.550.550.550.550.550.550.550.550.650.65HRB5000.50.50.50.50.50.50.50.50.50.60.6受弯、偏心受拉、受拉构件一侧受拉钢筋最小配筋率（）0.20和HPB3000.2000.2000.2120.2380.

23、2620.2850.3000.3150.3270.3400.348HRB3350.2000.2000.2000.2150.2360.2570.2700.2840.2940.3060.314HRB4000.2000.2000.2000.2000.2000.2140.2250.2360.2450.2550.261HRB5000.2000.2000.2000.2000.2000.2000.2000.2000.2030.2110.216板类（悬臂板除外）构件纵向受拉钢筋的最小配筋率（）C15C20C25C30C35C40C45C50C55C60C65HPB300(I)0.2000.2000.2120.

24、2380.2620.2850.3000.3150.3270.3400.348HRB335(II)0.2000.2000.2000.2150.2360.2570.2700.2840.2940.3060.314HRB400(m)0.1500.1500.1590.1790.1960.2140.2250.2360.2450.2550.261HRB5000.1500.1500.1500.1500.1620.1770.1860.1960.2030.2110.216受压构件一侧纵向钢筋的最小配筋率（）C15C20C25C30C35C40C45C50C55C60C65C70一级（支座）0.40和80ft/fy

25、HPB3000.400.400.400.4240.4650.5070.5330.5600.5810.6040.6190.634HRB3350.400.400.400.400.4190.4560.4800.5040.5230.5440.5570.571HRB4000.400.400.400.400.400.400.400.4200.4360.4530.4640.476HRB5000.400.400.400.400.400.400.400.400.400.400.400.40一级（跨中）二级（支座）0.30和65ft/fyHPB3000.300.300.3060.3440.3780.4120.43

26、30.4550.4720.4910.5030.515HRB3350.300.300.3000.3100.3400.3710.3900.4100.4250.4420.4530.464HRB4000.300.300.300.300.300.3090.3250.3410.3540.3680.3770.386HRB5000.300.300.300.300.300.300.300.300.300.3050.3120.320二级（跨中）三四级（支座）0.25和55ft/fyHPB3000.250.250.2590.2910.3200.3480.3670.3850.3990.4160.4260.436HRB

27、3350.250.250.250.2620.2880.3140.3300.3470.3590.3740.3830.392HRB4000.250.250.250.250.250.2610.2750.2890.2990.3120.3190.327HRB5000.250.250.250.250.250.250.250.250.250.2580.2640.271三四级（跨中）非抗震0.20和45f/fyHPB3000.200.200.2120.2380.2620.2850.3000.3150.3270.3400.3480.357HRB3350.200.200.200.2150.2360.2570.27

28、00.2840.2940.3060.3140.321HRB4000.200.200.200.200.200.2140.2250.2360.2450.2550.2610.268HRB5000.200.200.200.200.200.200.200.200.2030.2110.2160.221转换梁特一0.6一级0.5二级0.4三四级、非抗震0.3转换梁上下纵连梁跨咼比W0.5,抗震max(0.2，45ft/fy)0.5跨高比1.5，max(0.25，55ft/fy)，非扌高6.3.7;混11.3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

29、宽。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1.2%；2v跨咼比W2.5时，不宜大于1.5%；2.5跨咼比时，不宜大于2.5%；框架梁纵向受拉钢筋的最小配筋率（）Psv钢筋等级混凝土等级C15C20C25C30C35C40C45C50C55C60C65C70C75一级OfHPB3000.1010.1220.1410.1590.1740.1900.2000.2100.2180.2270.2320.2380.242HRB3350.0910.1100.1

30、270.1430.1570.1710.1800.1890.1960.2040.2090.2140.218HRB4000.0760.0920.1060.1190.1310.1430.1500.1580.1630.1700.1740.1780.182二级0平HPB3000.0940.1140.1320.1480.1630.1770.1870.1960.2030.2120.2170.2220.226HRB3350.0850.1030.1190.1330.1470.1600.1680.1760.1830.1900.1950.2000.203HRB4000.0710.0860.0990.1110.122

31、0.1330.1400.1470.1520.1590.1630.1660.170三四级0叫HPB3000.0880.1060.1220.1380.1510.1650.1730.1820.1890.1960.2010.2060.210HRB3350.0790.0950.1100.1240.1360.1480.1560.1640.1700.1770.1810.1850.189HRB4000.0660.0790.0920.1030.1130.1240.1300.1370.1420.1470.1510.1550.157非抗震0平HPB3000.0810.0980.1130.1270.1400.1520

32、.1600.1680.1740.1810.1860.1900.194HRB3350.0730.0880.1020.1140.1260.1370.1440.1510.1570.1630.1670.1710.174HRB4000.0610.0730.0850.0950.1050.1140.1200.1260.1310.1360.1390.1430.1450.28ft/fyv，转换梁0.5%o2由psv=Aslbs=nAs1lbs,得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框架梁

33、、连梁沿梁全长箍筋面积配筋率（加密区和非加密区）(10d,200)。三级Wmax（250，20倍箍筋直径），四级W3005加密区的箍筋肢距，一级：Wmax（200，20倍箍筋直径）,6偏心受拉，psv0.36ft/fyvo【高规6.4.7-1】HPB300钢筋框架柱加密区箍筋最小配箍率p”()p=Af/fQC35久2混凝土等级抗震等级轴压比0.30.40.50.60.70.80.9WC35一级0.8000.8000.8040.9281.0511.2371.423二级0.6000.6000.6800.8040.9281.1131.299三、四级0.4000.4330.5570.6800.8040

34、.9281.051C40一级0.8000.8000.9201.0611.2031.4151.627二级0.6000.6370.7780.9201.0611.2731.486三、四级0.4240.4950.6370.7780.9201.0611.203C45一级0.8000.8601.0161.1721.3291.5631.797二级0.6250.7030.8601.0161.1721.4071.641三、四级0.4690.5470.7030.8601.0161.1721.329C50一级0.8560.9411.1121.2831.4541.7111.968二级0.6840.7700.9411.

35、1121.2831.5401.797三、四级0.5130.5990.7700.9411.1121.2831.454HRB335钢筋框架柱加密区箍筋最小配箍率pv(%)p=ff三C35久2混凝土等级抗震等级轴压比0.30.40.50.60.70.80.9WC35一级0.8000.8000.8000.8350.9461.1131.280二级0.6000.6000.6120.7240.8351.0021.169三、四级0.4000.4000.5010.6120.7240.8350.946C40一级0.8000.8000.8280.9551.0821.2731.464二级0.6000.6000.700

36、0.8280.9551.1461.337三、四级0.4000.4460.5730.7000.8280.9551.082C45一级0.8000.8000.9141.0551.1961.4071.618二级0.6000.6330.7740.9141.0551.2661.477三、四级0.4220.4920.6330.7740.9141.0551.196C50一级0.8000.8471.0011.1551.3091.5401.771二级0.6160.6930.8471.0011.1551.3861.617三、四级0.4620.5390.6930.8471.0011.1551.309HRB400钢筋框

37、架柱加密区箍筋最小配箍率pv(%)p=fff三C35久2混凝土等级抗震等级轴压比0.2W0.30.3W0.40.4体积配箍率特征值人0.120.20.120.20.120.2WC35HPB3000.7421.2370.7421.2370.7421.237HRB3350.6681.1130.6681.1130.6681.113HRB4000.5570.9280.5570.9280.5570.928C40HPB3000.8491.4150.8491.4150.8491.415HRB3350.7641.2730.7641.2730.7641.273HRB4000.6371.0610.6371.061

38、0.6371.061C45HPB3000.9381.5630.9381.5630.9381.563HRB3350.8441.4070.8441.4070.8441.407HRB4000.7031.1720.7031.1720.7031.172C50HPB3001.0271.7111.0271.7111.0271.711HRB3350.9241.5400.9241.5400.9241.540HRB4000.7701.2830.7701.2830.7701.283混凝土结构的环境类别【混3.5.2】最外层钢筋的最小混凝土保护层厚度【混8.2.1环境类别设计使用年限：50年设计使用年限：100年板、

39、墙、壳梁、柱、杆板、墙、壳梁、柱、杆WC25C25WC25C25WC25C25WC25C25-一一2015252028213528二a2520302535284235二b3025403542355649三a/30/40/42/56三b/40/50/56/70基础底面有垫层40无垫层70规范条文混8.2.1：受力筋保护层厚度应三钢筋公称直径环境类别条件一室内干燥环境无侵蚀性静水浸没环境二a室内潮湿环境非严寒和非寒冷地区的露天环境；非严寒和非寒冷地区与无侵蚀性的水或土壤直接接触的环境；严寒和寒冷地区的冰冻线以下与无侵蚀性的水或土壤直接接触的环境二b干湿交替环境；水位频繁变动环境；严寒和寒冷地区的露天环境；严寒和寒冷地区冰冻