结构常用表格

1、.结构常用表格作者:日期: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=0.4 EcEcfC1510.01.277.20.912.20 W40.88 W4C2013.41.549.61.102.551.02 W41.10 W4C2516.71.7811.91.272.80 W41.12 W41.20 W4C3020.12.0114.31.433.00 W41.20 W41.30 W4C3523.42.2016.71.573.15 W41.26 W41.40 W4C4026.82.3919.11.713.251.30 W

2、41.50 W4C4529.62.5121.11.803.351.34 W41.55 W4C5032.42.6423.11.893.451.38 W41.60 W4C5535.52.7425.31.963.55 W41.42 W41.65 W4C6038.52.8527.52.043.60 W41.44 W41.70 W4C6541.52.9329.72.093.65 W41.46 W41.75 W4C7044.52.9931.82.143.70 W41.48 W41.80 W4C7547.43.0533.82.183.751.50 W41.85 W4C8050.23.1135.92.223.

3、801.52 W41.90 W4普通钢筋参数（N/mm2） 【受剪、受扭、受冲切承载力计算时，fyv< 360N/mm 2】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fyvEsHPB32702702.1 W5HRB3354553353003003002.0 W5HRB43603602.0 105HRB54103602.0 105界限受压区高度£混凝土强度w C50C55C60C65C70C75C80HP B3000.5760.5660.5560.5470.5370.5280.518HRB3350.5500

4、.5410.5310.5220.5120.5030.493HRB4000.5180.5080.4990.4900.4810.4720.463HRB5000.4820.4730.4640.4550.4470.4380.429HP B3000.4010.3930.3850.3770.3690.3610.353HRB3350.3880.3800.3730.3650.3570.3490.342HRB4000.3720.3640.3570.3490.3410.3340.326HRB5000.3530.3460.3380.3310.3240.3170.30931不超过C50时，取为0.80, C80时，0

5、.74，其间按线性内插法确定。ai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）【混规9211】箍筋直径两侧【双肢箍】箍筋总个数146810615.361.191.6122.1152.7827.1108.6162.9217.1271.41042.4169.6254.5339.3424.11261.1244.3366.4488.6610.71483.1332.5498.8665.0831.316108.6434.3651.4868.61085.71. 2hi

6、与3b之和的范围内2. HRB335 , X1.113. HRB335 , X1.33每根附加吊筋承受集中荷载（kN）【混规9211】吊筋 直径HPB300 级HRB335 级HRB400 级45度60度45度60度45度60度1029.9936.7333.3240.8139.9948.971243.1852.8947.9858.7757.5870.521458.7871.9965.3179.9978.3795.991676.7794.0385.30104.47102.36125.371897.17119.00107.96132.23129.55158.6720119.96146.92133.

7、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截面计算相关参数< C50C55C60C65C70C75C80a1.00.990.980.970.960.950.9400.800.790.780.770.760.750.74伍1.00.9670.9330.900.8670.8330.80承载力抗震

8、调整系数YE【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V O.15Mn> 0.15YE0.750.750.800.850.850.850.851.0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Asi/s钢筋 间距箍筋直径6810121620600.47120.83781.30901.88503.35105.2360750.37700.67021.04721.50802.68084.1888800.35340.62830.98171.41372.51333.9270850.33260.59140.92401.330

9、62.36543.6960900.31420.55850.87271.25662.23403.4907950.29760.52910.82671.19052.11643.30691000.28270.50270.78541.13102.01063.14161100.25700.45700.71401.02821.82782.85601200.23560.41890.65450.94251.67552.61801250.22620.40210.62830.90481.60852.51331300.21750.38670.60420.87001.54662.41661400.20200.35900

10、.56100.80781.43622.24401500.18850.33510.52360.75401.34042.09441600.17670.31420.49090.70691.25661.96351700.16630.29570.46200.66531.18271.84801800.15710.27930.43630.62831.11701.74531900.14880.26460.41340.59521.05821.65352000.14140.25130.39270.56551.00531.57082200.12850.22850.35700.51410.91391.42802400

11、.11780.20940.32720.47120.83781.30902500.11310.20110.31420.45240.80421.2566混凝土强度等级选择抗震非抗震规范条文剪力墙宜C20，应W C60素混凝土应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C30抗3.9.39度宜W C608度宜W C70普通 钢筋混凝土结构应C20转换梁、柱、转换层楼板 箱型转换结构及转换厚板应C30400Mpa及以上钢 筋应C25一级框架梁、柱及节点应C30承受重复荷载构件应C30现浇非预应力楼盖宜 W C40预应力 钢筋混凝土 结构宜C4

12、0应C30构造柱、芯柱、圈梁及其他结构构件应C20预应力钢筋混凝土宜C40，应C30构件类型扰度限值吊车梁手动吊车I0/500自动吊车10/600屋盖、楼盖及楼梯构件l0<7m10/200(10/250)7m< l0< 9m10/250(10/300)l0>9m10/300(10/400)混凝土受弯构件扰度限值混 3.4.3】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Io按实际悬臂长度的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

13、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)不冋根数直径的计算截面面积（mm2)单根钢筋 公称质量（kg/m）12345678937.114.121.228.335.342.449.556.563.60.0555412.625.137.750.362.875.488.0100.5113.10.0986519.6395979981181371571770.154628.3578512262540.2226.533.266100133166199232265

14、2990.260850.3120.3958.252.81150.4151078.5347.61712113.122633945256567979290510180.88814153.93084626167709241078123213851.20816201.145128101.57818254.5572622901.99820314.262894212579251328272.46622380.1764134212.98425490.998214731963245429453436392744183.85328615.8123218472463307936954310492655424.83

15、432804.2160824133217402148255630643472386.313361017.9203630544072508961077125814391617.990401256.625133770502762837540879610053113109.865纵向受拉钢筋的锚固长度laE= d【混8.3.1】ft钢筋 种类抗震 等级混凝土等级C15C20C25C30C35C40C45C50C55> C60HP B300、二54.60d45.17d39.12d34.75d31.65d29.06d27.60d26.29d25.35d24.36d三49.85d41.24d35.7

16、2d31.73d28.90d26.53d25.20d24.00d23.15d22.24d四、非抗震47.48d39.28d34.02d30.21d27.52d25.27d24.00d22.86d22.05d21.18dHRB335、二53.08d43.91d38.04d33.78d30.77d28.25d26.84d25.56d24.65d23.68d三48.47d40.10d34.73d30.84d28.09d25.79d24.50d23.34d22.50d21.62d四、非抗震46.16d38.19d33.08d29.38d26.76d24.57d23.34d22.23d21.43d20.

17、59dHRB400、二63.70d52.70d45.64d40.54d36.92d33.90d32.20d30.67d29.58d28.42d三58.16d48.11d41.67d37.01d33.71d30.95d29.40d28.00d27.00d25.95d四、非抗震55.39d45.82d39.69d35.25d32.11d29.48d28.00d26.67d25.72d24.71dHRB500、二63.67d55.15d48.98d44.61d40.96d38.91d37.06d35.74d34.34d三58.14d50.36d44.72d40.73d37.40d35.53d33.8

18、4d32.63d31.35d四、非抗震55.37d47.96d42.59d38.79d35.62d33.84d32.23d31.08d29.86d混 8.3.2】X1.1X1.25注：1锚固长度修正系数：a. 螺纹钢直径大于25时，b. 螺纹钢环氧树脂涂层时，c. 混凝土施工易扰动时（如滑模施工），X1.1d. 锚固区保护层厚度为 3d且配有箍筋时，X0.8，保护层厚度于5d时，X0.7，中间插入e. 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，但不适用于抗震与直接承受动力荷载构件。f. 经修正后的长度不得小于原始值的0.6倍，且不小于200.70%1.2倍锚固

19、长度,1.4 倍，1.6 倍。g. 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混 8.4.4】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50%时，取100%时，取< 25%，焊接搭接长度 45d （d取max）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）2045676/8898/101010/121212/141414/1616647164165483815256629583351754188.81682623775859172681803927.149162

20、87958141669192422192513853696.7589241127120882365903490.7148731171019722234953306.95482711620186821161003141.612619628338539359581177520111102856.5857148711028121481202618.237654798942116761252513.3116081302416.696.72387489495671184136515471402244.089.8145945446541100126814361502094.483.823354244295

21、2463975489401601963.578.512317724124531439842571701848.073.91296374379462564665785906104411831801745.369.81653262874285598611171901653.566.11265335339481093410582001570.862.898.2141.4192196257956566877088710052201428.057.189.212917517822828929335743651462401309.052.481.8118166832739947382501256.650.

22、378.51254258314383452534616710804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C15C20C25C30C35C40C45C50C55C60C65C70C75C80HP B3000.60.60.60.60.60.60.60.60.60.70.70.70.70.7HRB3350.60.60.60.60.60.60.60.60.60.70.70.70.70.7HRB4000.550.550.550.550.550.550.550.550.550.650.650.650.650.65HRB5000.50.50.50.50.50.50.50.50.50

23、.60.60.60.60.6受弯、偏心受拉、受拉构件一侧受拉钢筋最小配筋率 '(%)0.20 和 45ft/fyHP B3000.2000.2000.2121 0.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370HRB3350.2000.2000.2000.2150.2360.2570.2700.2840.2940.3060.3140.3210.3270.333HRB4000.2000.2000.2000.2000.2000.2140.2250.2360.2450.2550.2610.2680.2730.278HRB5000.2

24、000.2000.2000.2000.2000.2000.2000.2000.2030.2110.2160.2210.2260.230板类（悬臂板除外）构件纵向受拉钢筋的最小配筋率(%)C15C20C25C30C35C40C45C50C55C60C65C70C75C80HPB300( I )0.2000.2000.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370HRB335( n )0.2000.2000.2001 0.2150.2360.2570.2700.2840.2940.3061 0.3140.3210.3270.33

25、3HRB400(川)0.1500.1500.1590.1790.1960.2140.2250.2360.2450.2550.2610.2680.2730.278HRB5000.1500.1500.1501 0.1500.1620.1770.1860.1960.2030.2110.2160.2210.2260.230受压构件一侧纵向钢筋的最小配筋率（）0.2框架梁纵向受拉钢筋的最小配筋率（）高6.3.7;混11.3.6C15C20C25C30C35C40C45C50C55C60C65C70C75C80备注一级（支座）0.40 和 80ft/fyHP B3000.400.400.400.4240.

26、4650.5070.5330.5600.5810.6040.6190.6340.6460.6581抗震时，梁端底面和顶 面钢筋面积比，一级 0.5，二三级不0.3。2沿梁顶面和底面的至 少布置两根通长钢筋， 一二级14mm,且不应 小于相应纵筋面积的1/4。三四级12mm,HRB3350.400.400.400.400.4190.4560.4800.5040.5230.5440.5570.5710.5810.592HRB4000.400.400.400.400.400.400.400.4200.4360.4530.4640.4760.4840.493HRB5000.400.400.400.40

27、0.400.400.400.400.400.400.400.400.4010.408一级（跨中） 二级（支座）0.30 和 65ft/fyHP B3000.300.300.3060.3440.3780.4120.4330.4550.4720.4910.5030.5150.5250.534HRB3350.300.300.3000.3100.3400.3710.3900.4100.4250.4420.4530.4640.4720.481HRB4000.300.300.300.300.300.3090.3250.3410.3540.3680.3770.3860.3940.401HRB5000.300

28、.300.300.300.300.300.300.300.300.3050.3120.3200.3260.332二级（跨中） 三四级（支座）0.25 和 55ft/fyHP B3000.250.250.2590.2910.3200.3480.3670.3850.3990.4160.4260.4360.4440.4523一二三级框架梁中贯 通中柱的每根纵向钢筋 的直径，不宜大于柱1/20HRB3350.250.250.250.2620.2880.3140.3300.3470.3590.3740.3830.3920.4000.407HRB4000.250.250.250.250.250.2610.

29、2750.2890.2990.3120.3190.3270.3330.339HRB5000.250.250.250.250.250.250.250.250.250.2580.2640.2710.2760.281该万向截面尺寸，圆柱， 取该方向弦长。4特一级取值冋一级。5受扭纵筋最小配筋率 详见混9.2.5条；三四级（跨中） 非抗震0.20 和 45ft/fyHP B3000.200.200.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370HRB3350.200.200.200.2150.2360.2570.2700.2840.

30、2940.3060.3140.3210.3270.333HRB4000.200.200.200.200.200.2140.2250.2360.2450.2550.2610.2680.2730.278HRB5000.200.200.200.200.200.200.200.200.2030.2110.2160.2210.2260.230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)0.5跨高比w 1.5, max （0.25, 55ft/fy），非抗震，0.21.5跨高比，冋框

31、架梁0.3%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宽。连梁两侧腰筋总面积配筋率大于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W 1时，不宜大于0.6%; 1跨高比W 2时，不宜大于1.2%; 2跨高比W 2.5时，不宜大于1.5%; 2.5跨高比时，不宜大于 2.5%;pv钢筋 等级混凝土等级加密区长度箍筋 间距箍筋直径C15C20C25C30C35C40C45C50C55C60C65C70C75C

32、80一级0.30ft/fyvHP B3000.1010.1220.1410.1590.1740.1900.2000.2100.2180.2270.2320.2380.2420.247Max2h, 500Minh/4, 6d, 100HRB3350.0910.1100.1270.1430.1570.1710.1800.1890.1960.2040.2090.2140.2180.22210HRB4000.0760.0920.1060.1190.1310.1430.1500.1580.1630.1700.1740.1780.1820.185二级0.28ft/fyvHP B3000.0940.1140

33、.1320.1480.1630.1770.1870.1960.2030.2120.2170.2220.2260.230Max1.5h, 500Minh/4, 8d, 100HRB3350.0850.1030.1190.1330.1470.1600.1680.1760.1830.1900.1950.2000.2030.2078HRB4000.0710.0860.0990.1110.1220.1330.1400.1470.1520.1590.1630.1660.1700.173三四级0.26ft/fyvHP B3000.0880.1060.1220.1380.1510.1650.1730.1820

34、.1890.1960.2010.2060.2100.214Max1.5h, 500Minh/4, 8d, 150HRB3350.0790.0950.1100.1240.1360.1480.1560.1640.1700.1770.1810.1850.1890.1928HRB4000.0660.0790.0920.1030.1130.1240.1300.1370.1420.1470.1510.1550.1570.160非抗震0.24ft/fyvHP B3000.0810.0980.1130.1270.1400.1520.1600.1680.1740.1810.1860.1900.1940.197非

35、抗震时，V w 0.7ftbh0 时，不HRB3350.0730.0880.1020.1140.1260.1370.1440.1510.1570.1630.1670.1710.1740.178需考虑最小配筋率，按构造要HRB4000.0610.0730.0850.0950.1050.1140.1200.1260.1310.1360.1390.1430.1450.148求配置箍筋即可高6.3.5注：1非抗震，存在扭矩时，框架梁PvN）.28t/fyv，转换梁 为.5%。2 由 pv=As/bs= nAs1/bs,得 As/s=b p sv3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

36、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 （250, 20倍箍筋直径），四级w 300。6偏心受拉，pv初.36ft/fyv。框架梁、连梁沿梁全长箍筋面积配筋率（加密区和非加密区）【高规HPB300钢筋框架柱加密区箍筋最小配箍率p(%)p= ?vfc/fyv fc>C35 ?>2混凝土 等级抗震 等级轴压比0.30.40.50.60.70.80.9一级0.8000.8000.8040.9281.0511.2371.423<

37、; C35二级0.6000.6000.6800.8040.9281.1131.299三、四级0.4000.4330.5570.6800.8040.9281.051一级0.8000.8000.9201.0611.2031.4151.627C401二级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

38、.0161.1721.329一级0.8560.9411.1121.2831.4541.7111.968C50二级0.6840.7700.9411.1121.2831.5401.797三、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p(%)p=?vfc/fyv fc> C35 ?>2混凝土 等级抗震 等级轴压比0.30.40.50.60.70.80.9< C35一级0.8000.8000.8000.8350.9461.1131.280二级0.6000.6000.6120.7240.8351.0021.169

39、三、四级0.4000.4000.5010.6120.7240.8350.946C40一级0.8000.8000.8280.9551.0821.2731.464二级0.6000.6000.7000.8280.9551.1461.337三、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0.8000.8471.0011.1551.30

40、91.5401.771二级0.6160.6930.8471.0011.1551.3861.617三、四级0.4620.5390.6930.8471.0011.1551.309HRB400钢筋框架柱加密区箍筋最小配箍率 p(%) p= f/fyv fcAC3542混凝土 等级抗震等级轴压比< 0.30.40.50.60.70.80.9< C35一级0.8000.8000.8000.8000.8000.9281.067二级0.6000.6000.6000.6030.6960.8350.974三、四级0.4000.4000.4180.5100.6030.6960.789C40一级0.80

41、00.8000.8000.8000.9021.0611.220二级0.6000.6000.6000.6900.7960.9551.114三、四级0.4000.4000.4780.5840.6900.7960.902C45一级0.8000.8000.8000.8790.9961.1721.348二级0.6000.6000.6450.7620.8791.0551.231三、四级0.4000.4100.5280.6450.7620.8790.996C50一级0.8000.8000.8340.9631.0911.2831.476二级0.6000.6000.7060.8340.9631.1551.348

42、三、四级0.4000.4490.5780.7060.8340.9631.091剪力墙约束边缘构件最小体积配箍率（%） pAA/fc/fyvfc> C35【高规7.2.15-1】抗震等级一级（9度）一级（6、7、8 度）二、三级轴压比jJN< 0.2> 0.2< 0.3> 0.3< 0.4> 0.4体积配箍率特征值 A0.120.20.120.20.120.2< C35HP B3000.7421.2370.7421.2370.7421.237HRB3350.6681.1130.6681.1130.6681.113HRB4000.5570.9280.5570.9280.5570.928C40HP B3000.8491.4150.8491.4150.8491.415HRB3350.7641.2730.7641.2730.7641.273HRB4000.6371.0610.6371.0610.6371.061C