常用数据—混凝土结构(新规范).doc

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=0.4EcEcfC1510.0 1.27 7.20.912.20x1040.88 x104C2013.4 1.54 9.61.102.55x1041.02 x1041.10 x104C2516.7 1.78 11.91.272.80 x1041.12 x1041.20 x104C3020.1 2.01 14.31.433.00x1041.20 x1041.30 x104C3523.4 2.20 16.71.573.15 x1041.26 x1041.40 x104C4026.8 2.39 19.11.713.25 x1041.30 x1041.50 x104C4529.6 2.51 21.11.803.35 x1041.34 x1041.55 x104C5032.4 2.64 23.11.893.45 x1041.38 x1041.60 x104C5535.5 2.74 25.31.963.55 x1041.42 x1041.65 x104C6038.5 2.85 27.52.043.60 x1041.44 x1041.70 x104C6541.5 2.93 29.72.093.65 x1041.46 x1041.75 x104C7044.5 2.99 31.82.143.70 x1041.48 x1041.80 x104C7547.4 3.05 33.82.183.75 x1041.50 x1041.85 x104C8050.2 3.11 35.92.223.80 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 xb混凝土强度C50C55C60C65C70C75C80有屈服点HPB3000.5760.5660.5560.5470.5370.5280.518HRB3350.5500.5410.5310.5220.5120.5030.493HRB4000.5180.5080.4990.4900.4810.4720.463HRB5000.4820.4730.4640.4550.4470.4380.429无屈服点HPB3000.4010.3930.3850.3770.3690.3610.353HRB3350.3880.3800.3730.3650.3570.3490.342HRB4000.3720.3640.3570.3490.3410.3340.326HRB5000.3530.3460.3380.3310.3240.3170.3091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，b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146810615.361.191.6122.1152.7827.1108.6162.9217.1271.41042.4169.6254.5339.3424.11261.1244.3366.4488.6610.71483.1332.5498.8665.0831.316108.6434.3651.4868.61085.7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1029.99 36.73 33.32 40.81 39.99 48.97 1243.18 52.89 47.98 58.77 57.58 70.52 1458.78 71.99 65.31 79.99 78.37 95.99 1676.77 94.03 85.30 104.47 102.36 125.37 1897.17 119.00 107.96 132.23 129.55 158.67 20119.96 146.92 133.29 163.24 159.94 195.89 22145.15 177.77 161.28 197.52 193.53 237.03 25187.43 229.56 208.26 255.07 249.91 306.08 28235.12 287.96 261.24 319.95 313.49 383.95 32307.09 376.11 341.21 417.90 409.46 501.48 纵向受拉钢筋的锚固长度 laE钢筋种类抗震等级混凝土等级C15C20C25C30C35C40C45C50C55C60HPB300一、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55.39d45.82d39.69d35.25d32.11d29.48d28.00d26.67d25.72d24.71dHRB550一、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25%时，取1.2倍锚固长度，50%时，取1.4倍，100%时取1.6倍。NjkUU。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()0.2000.2000.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370HRB335()0.2000.2000.2000.2150.2360.2570.2700.2840.2940.3060.3140.3210.3270.333HRB400()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(%)0.21m宽板内钢筋面积统计（mm2）钢筋间距钢筋直径(mm)2045676/8898/101010/121212/141414/1616605236209327471641654838106010731309159718852225256629583351803927.0157245353481491628795805982119814141669192422192513853696.0148231333453462591748758924112713311571181120882365903490.7140218314428436559707716873106512571484171019722234953306.91322072984054135296706788271009119014051620186821161003141.6126196283385393503636644785958113113351539177520111102856.0114178257350357457578585714871102812141399161418281202618.010516423632132741953053765479894211131283147916761252513.310115722630831440250951562876790510681232142016081302416.696.715121729630238748949560473787010271184136515471402244.089.81402022752803594544605616848089541100126814361502094.483.81311882572623354244295246397548901026118313401601963.578.5123177241245314398403491599707834962110912571701848.073.9115166226231296374379462564665785906104411831801745.369.810915721421827935335843653262874285598611171901653.566.110314920320726533533941350459570381093410582001570.862.898.2141.419219625131832239347956566877088710052201428.057.189.21291751782282892933574365146077008079142401309.052.481.81181601642092652683273994715566417408382501256.650.378.5113154157201254258314383452534616710804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/fyHPB3000.40 0.40 0.40 0.424 0.465 0.507 0.533 0.560 0.581 0.604 0.619 0.634 0.646 0.658 1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；HRB3350.40 0.40 0.40 0.40 0.419 0.456 0.480 0.504 0.523 0.544 0.557 0.571 0.581 0.592 HRB4000.40 0.40 0.40 0.40 0.40 0.40 0.40 0.420 0.436 0.453 0.464 0.476 0.484 0.493 HRB5000.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.401 0.408 一级(跨中)二级(支座)0.30和65ft/fyHPB3000.30 0.30 0.306 0.344 0.378 0.412 0.433 0.455 0.472 0.491 0.503 0.515 0.525 0.534 HRB3350.30 0.30 0.300 0.310 0.340 0.371 0.390 0.410 0.425 0.442 0.453 0.464 0.472 0.481 HRB4000.30 0.30 0.30 0.30 0.30 0.309 0.325 0.341 0.354 0.368 0.377 0.386 0.394 0.401 HRB5000.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.305 0.312 0.320 0.326 0.332 二级(跨中)三四级(支座)0.25和55ft/fyHPB3000.25 0.25 0.259 0.291 0.320 0.348 0.367 0.385 0.399 0.416 0.426 0.436 0.444 0.452 HRB3350.25 0.25 0.25 0.262 0.288 0.314 0.330 0.347 0.359 0.374 0.383 0.392 0.400 0.407 HRB4000.25 0.25 0.25 0.25 0.25 0.261 0.275 0.289 0.299 0.312 0.319 0.327 0.333 0.339 HRB5000.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.258 0.264 0.271 0.276 0.281 三四级(跨中)非抗震0.20和45ft/fyHPB3000.20 0.20 0.212 0.238 0.262 0.285 0.300 0.315 0.327 0.340 0.348 0.357 0.363 0.370 HRB3350.20 0.20 0.20 0.215 0.236 0.257 0.270 0.284 0.294 0.306 0.314 0.321 0.327 0.333 HRB4000.20 0.20 0.20 0.20 0.20 0.214 0.225 0.236 0.245 0.255 0.261 0.268 0.273 0.278 HRB5000.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.203 0.211 0.216 0.221 0.226 0.230 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%。m8d2u。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；qUBPC。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6.3.5sv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/fyvHPB3000.101 0.122 0.141 0.159 0.174 0.190 0.200 0.210 0.218 0.227 0.232 0.238 0.242 0.247 Max2h，500Minh/4，6d，10010HRB3350.091 0.110 0.127 0.143 0.157 0.171 0.180 0.189 0.196 0.204 0.209 0.214 0.218 0.222 HRB4000.076 0.092 0.106 0.119 0.131 0.143 0.150 0.158 0.163 0.170 0.174 0.178 0.182 0.185 二级0.28ft/fyvHPB3000.094 0.114 0.132 0.148 0.163 0.177 0.187 0.196 0.203 0.212 0.217 0.222 0.226 0.230 Max1.5h，500Minh/4，8d，1008HRB3350.085 0.103 0.119 0.133 0.147 0.160 0.168 0.176 0.183 0.190 0.195 0.200 0.203 0.207 HRB4000.071 0.086 0.099 0.111 0.122 0.133 0.140 0.147 0.152 0.159 0.163 0.166 0.170 0.173 三四级0.26ft/fyvHPB3000.088 0.106 0.122 0.138 0.151 0.165 0.173 0.182 0.189 0.196 0.201 0.206 0.210 0.214 Max1.5h，500Minh/4，8d，1508HRB3350.079 0.095 0.110 0.124 0.136 0.148 0.156 0.164 0.170 0.177 0.181 0.185 0.189 0.192 HRB4000.066 0.079 0.092 0.103 0.113 0.124 0.130 0.137 0.142 0.147 0.151 0.155 0.157 0.160 非抗震0.24ft/fyvHPB3000.081 0.098 0.113 0.127 0.140 0.152 0.160 0.168 0.174 0.181 0.186 0.190 0.194 0.197 非抗震时，V0.7ftbh0时，不需考虑最小配筋率，按构造要求配置箍筋即可HRB3350.073 0.088 0.102 0.114 0.126 0.137 0.144 0.151 0.157 0.163 0.167 0.171 0.174 0.178 HRB4000.061 0.073 0.085 0.095 0.105 0.114 0.120 0.126 0.131 0.136 0.139 0.143 0.145 0.148 注：1非抗震，存在扭矩时，框架梁sv0.28ft/fyv，转换梁0.5%。 2由 sv=As/bs=nAs1/bs，得As/s=bsv。 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）。MOLTL。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，sv0.36ft/fyv。7K0Z9。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/fyv 0.30ft/fyv 0.28ft/fyv 0.26ft/fyv0.24ft/fyv 沿梁全长高6.3.5连梁0.30ft/fyv0.30ft/fyv 0.28ft/fyv 0.26ft/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常用数据混凝土结构(新规范)箍筋单肢面积/间距As1/s钢筋间距箍筋直径6810121620600.4712 0.8378 1.3090 1.8850 3.3510 5.2360 750.3770 0.6702 1.0472 1.5080 2.6808 4.1888 800.3534 0.6283 0.9817 1.4137 2.5133 3.9270 850.3326 0.5914 0.9240 1.3306 2.3654 3.6960 900.3142 0.5585 0.8727 1.2566 2.2340 3.4907 950.2976 0.5291 0.8267 1.1905 2.1164 3.3069 1000.2827 0.5027 0.7854 1.1310 2.0106 3.1416 1100.2570 0.4570 0.7140 1.0282 1.8278 2.8560 1200.2356 0.4189 0.6545 0.9425 1.6755 2.6180 1250.2262 0.4021 0.6283 0.9048 1.6085 2.5133 1300.2175 0.3867 0.6042 0.8700 1.5466 2.4166 1400.2020 0.3590 0.5610 0.8078 1.4362 2.2440 1500.1885 0.3351 0.5236 0.7540 1.3404 2.0944 1600.1767 0.3142 0.4909 0.7069 1.2566 1.9635 1700.1663 0.2957 0.4620 0.6653 1.1827 1.8480 1800.1571 0.2793 0.4363 0.6283 1.1170 1.7453 1900.1488 0.2646 0.4134 0.5952 1.0582 1.6535 2000.1414 0.2513 0.3927 0.5655 1.0053 1.5708 2200.1285 0.2285 0.3570 0.5141 0.9139 1.4280 2400.1178 0.2094 0.3272 0.4712 0.8378 1.3090 2500.1131 0.2011 0.3142 0.4524 0.8042 1.2566 fc/fyv取值C35C40C45C50C55C60C65C70C75C80HPB3000.06190.07070.07810.08560.09370.10190.11000.11780.12520.1330HRB3350.05570.06370.07030.07700.08430.09170.09900.10600.11270.1197HRB4000.04640.05310.05860.06420.07030.07640.08250.08830.09390.0997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Vf0.2V0时，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Vc0.2Vi，2抗震墙承担的总剪力的调整Vc0.2Vi，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a每层框支柱数目n10框支层2时，Vci0.02V0框支层3时，Vci0.03V0b每层框支柱数目n10框支层2时，Vci0.2V0框支层3时，Vci0.3V02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； V0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