0.结构常用表格

0.结构常用表格LtD-10-纵向受拉钢筋的锚固长度laE=【混8.3.1】钢筋种类抗震等级混凝土等级C15C20C25C30C35C40C45C50C55≥C60HPB300一、二54.60d45.17d39.12d34.75d31.65d29.06d27.60d26.29d25.35d24.36d三49.85d41.24d35.72d31.73d28.90d26.53d25.20d24.00d23.15d22.24d四、非抗震47.48d39.28d34.02d30.21d27.52d25.27d24.00d22.86d22.05d21.18dHRB335一、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46.16d38.19d33.08d29.38d26.76d24.57d23.34d22.23d21.43d20.59dHRB400一、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55.39d45.82d39.69d35.25d32.11d29.48d28.00d26.67d25.72d24.71dHRB500一、二63.67d55.15d48.98d44.61d40.96d38.91d37.06d35.74d34.34d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:【混8.3.2】螺纹钢直径大于25时，×1.1螺纹钢环氧树脂涂层时，×1.25混凝土施工易扰动时（如滑模施工），×1.1锚固区保护层厚度为3d且配有箍筋时，×0.8，保护层厚度≥于5d时，×0.7，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，×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。经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≤25%时，取1.2倍锚固长度，【混8.4.4】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≤25%，焊接搭接长度45d（d取max）1m宽板内钢筋面积统计（mm2）钢筋间距)钢筋直径(mm)2045676/8898/101010/121212/141414/1616605236209327471641654838106010731309159718852225256629583351754188.81682623775135246708488591047127815081780205323672681803927.0157245353481491628795805982119814141669192422192513853696.0148231333453462591748758924112713311571181120882365903490.7140218314428436559707716873106512571484171019722234953306.91322072984054135296706788271009119014051620186821161003141.6126196283385393503636644785958113113351539177520111102856.0114178257350357457578585714871102812141399161418281202618.010516423632132741953053765479894211131283147916761252513.310115722630831440250951562876790510681232142016081302416.696.715121729630238748949560473787010271184136515471402244.089.81402022752803594544605616848089541100126814361502094.483.81311882572623354244295246397548901026118313401601963.578.5123177241245314398403491599707834962110912571701848.073.9115166226231296374379462564665785906104411831801745.369.810915721421827935335843653262874285598611171901653.566.110314920320726533533941350459570381093410582001570.862.898.2141.419219625131832239347956566877088710052201428.057.189.21291751782282892933574365146077008079142401309.052.481.81181601642092652683273994715566417408382501256.650.378.5113154157201254258314383452534616710804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C15C20C25C30C35C40C45C50C55C60C65C70C75C80HPB3000.60.60.60.60.60.60.60.60.60.70.70.70.70.7HRB3350.60.60.60.60.60.60.60.60.60.70.70.70.70.7HRB4000.550.550.550.550.550.550.550.550.550.650.650.650.650.65HRB5000.50.50.50.50.50.50.50.50.50.60.60.60.60.6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/fyHPB3000.2000.2000.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370HRB3350.2000.2000.2000.2150.2360.2570.2700.2840.2940.3060.3140.3210.3270.333HRB4000.2000.2000.2000.2000.2000.2140.2250.2360.2450.2550.2610.2680.2730.278HRB5000.2000.2000.2000.2000.2000.2000.2000.2000.2030.2110.2160.2210.2260.230板类（悬臂板除外）构件纵向受拉钢筋的最小配筋率(%)C15C20C25C30C35C40C45C50C55C60C65C70C75C80HPB300(Ⅰ)0.2000.2000.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370HRB335(Ⅱ)0.2000.2000.2000.2150.2360.2570.2700.2840.2940.3060.3140.3210.3270.333HRB400(Ⅲ)0.1500.1500.1590.1790.1960.2140.2250.2360.2450.2550.2610.2680.2730.278HRB5000.1500.1500.1500.1500.1620.1770.1860.1960.2030.2110.2160.2210.2260.230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/fyHPB3000.400.400.400.4240.4650.5070.5330.5600.5810.6040.6190.6340.6460.6581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，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该方向截面尺寸，圆柱，取该方向弦长。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；HRB3350.400.400.400.400.4190.4560.4800.5040.5230.5440.5570.5710.5810.592HRB4000.400.400.400.400.400.400.400.4200.4360.4530.4640.4760.4840.493HRB5000.400.400.400.400.400.400.400.400.400.400.400.400.4010.408一级(跨中)二级(支座)0.30和65ft/fyHPB3000.300.300.3060.3440.3780.4120.4330.4550.4720.4910.5030.5150.5250.534HRB3350.300.300.3000.3100.3400.3710.3900.4100.4250.4420.4530.4640.4720.481HRB4000.300.300.300.300.300.3090.3250.3410.3540.3680.3770.3860.3940.401HRB5000.300.300.300.300.300.300.300.300.300.3050.3120.3200.3260.332二级(跨中)三四级(支座)0.25和55ft/fyHPB3000.250.250.2590.2910.3200.3480.3670.3850.3990.4160.4260.4360.4440.452HRB3350.250.250.250.2620.2880.3140.3300.3470.3590.3740.3830.3920.4000.407HRB4000.250.250.250.250.250.2610.2750.2890.2990.3120.3190.3270.3330.339HRB5000.250.250.250.250.250.250.250.250.250.2580.2640.2710.2760.281三四级(跨中)非抗震0.20和45ft/fyHPB3000.200.200.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370HRB3350.200.200.200.2150.2360.2570.2700.2840.2940.3060.3140.3210.3270.333HRB4000.200.200.200.200.200.2140.2250.2360.2450.2550.2610.2680.2730.278HRB5000.200.200.200.200.200.200.200.200.2030.2110.2160.2210.2260.230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高比≤0.5，抗震max（0.2，45ft/fy）0.5<跨高比≤1.5，max（0.25，55ft/fy），非抗震，0.21.5<跨高比，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≤1时，不宜大于0.6％；1<跨高比≤2时，不宜大于1.2％；2<跨高比≤2.5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》6.3.5ρsv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/fyvHPB3000.1010.1220.1410.1590.1740.1900.2000.2100.2180.2270.2320.2380.2420.247Max2h，500Minh/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，500Minh/4，8d，1008HRB3350.0850.1030.1190.1330.1470.1600.1680.1760.1830.1900.1950.2000.2030.207HRB4000.0710.0860.0990.1110.1220.1330.1400.1470.1520.1590.1630.1660.1700.173三四级0.26ft/fyvHPB3000.0880.1060.1220.1380.1510.1650.1730.1820.1890.1960.2010.2060.2100.214Max1.5h，500Minh/4，8d，1508HRB3350.0790.0950.1100.1240.1360.1480.1560.1640.1700.1770.1810.1850.1890.192HRB4000.0660.0790.0920.1030.1130.1240.1300.1370.1420.1470.1510.1550.1570.160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≤0.7ftbh0时，不需考虑最小配筋率，按构造要求配置箍筋即可HRB3350.0730.0880.1020.1140.1260.1370.1440.1510.1570.1630.1670.1710.1740.178HRB4000.0610.0730.0850.0950.1050.1140.1200.1260.1310.1360.1390.1430.1450.148注：1非抗震，存在扭矩时，框架梁ρsv≥0.28ft/fyv，转换梁≥0.5%。2由ρsv=As/bs=nAs1/bs，得As/s=bρsv。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≤max（250，20倍箍筋直径），四级≤300。6偏心受拉，ρsv≥0.36ft/fyv。【高规6.4.7-1】HPB300钢筋框架柱加密区箍筋最小配箍率ρv(%)ρv=λvfc/fyvfc≥C35【高规6.4.7-1】混凝土等级抗震等级轴压比0.30.40.50.60.70.80.9≤C35一级0.8000.8000.8040.9281.0511.2371.423二级0.6000.6000.6800.8040.9281.1131.299三、四级0.4000.4330.5570.6800.8040.9281.051C40一级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0.6840.7700.9411.1121.2831.5401.797三、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ρv(%)ρv=λvfc/fyvfc≥C35λ>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0.8000.8471.0011.1551.3091.5401.771二级0.6160.6930.8471.0011.1551.3861.617三、四级0.4620.5390.6930.8471.0011.1551.309HRB400钢筋框架柱加密区箍筋最小配箍率ρv(%)ρv=λvfc/fyvfc≥C35λ>2混凝土等级抗震等级轴压比≤0.30.40.50.60.70.80.9≤C35一级0.8000.8000.8000.8000.8000.9281.067二级0.6000.6000.6000.6030.6960.8350.974三、四级0.4000.4000.4180.5100.6030.6960.789C40一级0.8000.8000.8000.8000.9021.0611.220二级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（%）ρv≥λvfc/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μN≤0.2＞0.2≤0.3＞0.3≤0.4＞0.4体积配箍率特征值λv0.120.20.120.20.120.2≤C35HPB3000.7421.2370.7421.2370.7421.237HRB3350.6681.1130.6681.1130.6681.113HRB4000.5570.9280.5570.9280.5570.928C40HPB3000.8491.4150.8491.4150.8491.415HRB3350.7641.2730.7641.2730.7641.273HRB4000.6371.0610.6371.0610.6371.061C45HPB3000.9381.5630.9381.5630.9381.563HRB3350.8441.4070.8441.4070.8441.407HRB4000.7031.1720.7031.1720.7031.172C50HPB3001.0271.7111.0271.7111.0271.711HRB3350.9241.5400.9241.5400.9241.540HRB4000.7701.2830.7701.2830.7701.283混凝土结构的环境类别【混3.5.2】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线以上与无侵蚀性的水或土壤直接接触的环境三a严寒和寒冷地区冬季水位变动区环境；受除冰盐影响环境；海风环境三b盐渍土环境；受除冰盐作用环境；海岸环境四海水环境五受人为或自然的侵蚀性物质影响的环境1室内潮湿环境是指构件表面经常处于结露或湿润状态的环境2严寒和寒冷地区的划分应符合国家现行标准《民用建筑热工设计规范》GB50176的有关规定3海岸环境和海风环境宜根据当地情况，考虑主导风向及结构所处迎风、背风部位等因素的影响，由调查研究和工程经验确定4受除冰盐影响环境为受到除冰盐盐雾影响的环境；受除冰盐作用环境指被除冰盐溶液溅射的环境以及使用除冰盐地区的洗车房、停车楼等建筑。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年基础底面规范条文板、墙、壳梁、柱、杆板、墙、壳梁、柱、杆≤C25＞C25≤C25＞C25≤C25＞C2