一级注册结构工程师考试常用数据混凝土结构新规范.docx

1、一级注册结构工程师考试常用数据混凝土结构新规范混凝土参数（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 x1

2、041.26 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

3、.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

4、.0 x105HRB5006305004354103602.0 x105界限受压区高度 b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HPB3000.4010.3930.3850.3770.3690.3610.353HRB3350.3880.380

5、0.3730.3650.3570.3490.342HRB4000.3720.3640.3570.3490.3410.3340.326HRB5000.3530.3460.3380.3310.3240.3170.3091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.

6、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

7、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

8、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、二53.08d43.91d38.04d33.78d30.77d28.25d26.84d25.56d24.65d

9、23.68d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.

10、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。受压构件全部纵向钢筋最小配筋率(

11、%) 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45

12、ft/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

13、.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()0.1500.1500.1590.1790.1960.2140.2250.2360.2450.2550.2610.26

14、80.2730.278HRB5000.1500.1500.1500.1500.1620.1770.1860.1960.2030.2110.2160.2210.2260.230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)2045676/8898/101010/121212/141414/1616605236209327471641654838106010731309159718852225256629583351754188.816826237751352467084885910471278150817802053236726818039

15、27.0157245353481491628795805982119814141669192422192513853696.0148231333453462591748758924112713311571181120882365903490.7140218314428436559707716873106512571484171019722234953306.91322072984054135296706788271009119014051620186821161003141.6126196283385393503636644785958113113351539177520111102856.0

16、114178257350357457578585714871102812141399161418281202618.010516423632132741953053765479894211131283147916761252513.310115722630831440250951562876790510681232142016081302416.696.715121729630238748949560473787010271184136515471402244.089.81402022752803594544605616848089541100126814361502094.483.81311

17、882572623354244295246397548901026118313401601963.578.5123177241245314398403491599707834962110912571701848.073.9115166226231296374379462564665785906104411831801745.369.810915721421827935335843653262874285598611171901653.566.110314920320726533533941350459570381093410582001570.862.898.2141.419219625131

18、832239347956566877088710052201428.057.189.21291751782282892933574365146077008079142401309.052.481.81181601642092652683273994715566417408382501256.650.378.5113154157201254258314383452534616710804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

19、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 0.5

20、44 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

21、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

22、 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 0.26

23、4 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