结构常用表格(共16页).doc

《结构常用表格(共16页).doc》由会员分享，可在线阅读，更多相关《结构常用表格(共16页).doc（16页珍藏版）》请在淘文阁 - 分享文档赚钱的网站上搜索。

1、精选优质文档-倾情为你奉上混凝土参数（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 7.20.912.20 1040.88 104C2013.4 1.54 9.61.102.55 1041.02 1041.10 104C2516.7 1.78 11.91.272.80 1041.12 1041.20 104C3020.1 2.01 14.31.433.00 1041.20 1041.30 104C3523.4 2.20 16.71.573.15 1041.26 1041.40 104C

2、4026.8 2.39 19.11.713.25 1041.30 1041.50 104C4529.6 2.51 21.11.803.35 1041.34 1041.55 104C5032.4 2.64 23.11.893.45 1041.38 1041.60 104C5535.5 2.74 25.31.963.55 1041.42 1041.65 104C6038.5 2.85 27.52.043.60 1041.44 1041.70 104C6541.5 2.93 29.72.093.65 1041.46 1041.75 104C7044.5 2.99 31.82.143.70 1041.

3、48 1041.80 104C7547.4 3.05 33.82.183.75 1041.50 1041.85 104C8050.2 3.11 35.92.223.80 1041.52 1041.90 104普通钢筋参数（N/mm2）【受剪、受扭、受冲切承载力计算时，fyv360N/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 105HRB3354553353003003002.0 105HRB4005404003603603602.0 105HRB500630500435

4、4103602.0 105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HPB3000.4010.3930.3850.3770.3690.3610.353HRB3350.3880.3800.3730.3650.3570.3490.34

5、2HRB4000.3720.3640.3570.3490.3410.3340.326HRB5000.3530.3460.3380.3310.3240.3170.3091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) 【混规9.2.11】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.

6、6254.5339.3424.11261.1244.3366.4488.6610.71483.1332.5498.8665.0831.316108.6434.3651.4868.61085.71. 2h1与3b之和的范围内2. HRB335，1.113. HRB335，1.33每根附加吊筋承受集中荷载(kN) 【混规9.2.11】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 6

7、5.31 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 3

8、41.21 417.90 409.46 501.48 截面计算相关参数C50C55C60C65C70C75C8011.00.990.980.970.960.950.9410.800.790.780.770.760.750.74c1.00.9670.9330.900.8670.8330.80承载力抗震调整系数RE 【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N0.15N0.15RE0.750.750.800.850.850.850.851.0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681012162

9、0600.4712 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 2.01

10、06 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 0.4

11、909 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.

12、1131 0.2011 0.3142 0.4524 0.8042 1.2566 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C608度宜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C40预应力钢筋混凝土结构宜C40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混凝土受弯构件

13、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l0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l0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

14、截面面积（mm2）单根钢筋公称质量（kg/m）1234567893457.112.619.614.125.13921.237.75928.350.37935.362.89842.475.411849.588.013756.5100.515763.6113.11770.05550.09860.154628.357851131411701982262540.2226.533.266100 133166199 232 265 299 0.260850.31011512012513023524024520.3958.252.81061582112643173704224750.4151078.5157

15、2363143934715506287070.61712113.122633945256567979290510180.88814153.9 308 462 616 770 924 1078 1232 1385 1.208 16201.1402603804100512061407160818101.57818254.55097631018127215271781203622901.99820314.26289421257157118852199251328272.46622380.176011401521190122812661304134212.98425490.9982 1473 1963

16、 2454 2945 3436 3927 4418 3.853 28323640615.8804.21017.91256.6 1232160820362513 1847241330543770 2463321740725027 3079402150896283 3695482561077540 4310563071258796 49266434814310053 55427238916111310 4.8346.3137.9909.865 专心-专注-专业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C15C20C25C30C35C40C45C50C55C60HP

17、B300一、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三48.47d40.10d34.73d30.84d28.09d25.79d2

18、4.50d23.34d22.50d21.62d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

19、.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】a. 螺纹钢直径大于25时，1.1b. 螺纹钢环氧树脂涂层时，1.25c. 混凝土施工易扰动时（如滑模施工），1.1d. 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e. 实际钢筋大于计算面积时，如有充

20、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。f. 经修正后的长度不得小于原始值的0.6倍，且不小于200.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)2045676/8898/101010/121212/14141

21、4/1616605236209327471641654838106010731309159718852225256629583351754188.81682623775135246708488591047127815081780205323672681803927.0157245353481491628795805982119814141669192422192513853696.0148231333453462591748758924112713311571181120882365903490.7140218314428436559707716873106512571484171019722

22、234953306.91322072984054135296706788271009119014051620186821161003141.6126196283385393503636644785958113113351539177520111102856.0114178257350357457578585714871102812141399161418281202618.010516423632132741953053765479894211131283147916761252513.310115722630831440250951562876790510681232142016081302

23、416.696.715121729630238748949560473787010271184136515471402244.089.81402022752803594544605616848089541100126814361502094.483.81311882572623354244295246397548901026118313401601963.578.5123177241245314398403491599707834962110912571701848.073.9115166226231296374379462564665785906104411831801745.369.810

24、915721421827935335843653262874285598611171901653.566.110314920320726533533941350459570381093410582001570.862.898.2141.419219625131832239347956566877088710052201428.057.189.21291751782282892933574365146077008079142401309.052.481.81181601642092652683273994715566417408382501256.650.378.5113154157201254

25、258314383452534616710804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C15C20C25C30C35C40C45C50C55C60C65C70C75C80HPB3000.60.60.60.60.60.60.60.60.60.70.70.70.70.7HRB3350.60.60.60.60.60.60.60.60.60.70.70.70.70.7HRB4000.550.550.550.550.550.550.550.550.550.650.650.650.650.65HRB5000.50.50.50.50.50.50.50.50.50.60.60.6

26、0.60.6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

27、.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()0.1500.1500.1590.17

28、90.1960.2140.2250.2360.2450.2550.2610.2680.2730.278HRB5000.1500.1500.1500.1500.1620.1770.1860.1960.2030.2110.2160.2210.2260.230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/fyHPB3000.40 0.40 0.40 0.424 0.465 0.507 0.533 0.560 0.581

29、 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.

30、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

31、 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.

32、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/fyHPB

33、3000.20 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.

34、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%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

35、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6.3.5sv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