常用大數(shù)據(jù)—混凝土結(jié)構(gòu)新規(guī)范

1、標(biāo)準(zhǔn)實(shí)用文案混凝土參數(shù)（N/mm2）混凝土強(qiáng)度等級強(qiáng)度標(biāo)準(zhǔn)值強(qiáng)度設(shè)計(jì)值模量抗壓抗拉抗壓抗拉彈性男父疲變fckftkfcftEcGc=0.4EcEcfC1510.01.277.20.912.20x1040.88x104C2013.41.549.61.102.55x1041.02x1041.10x104C2516.71.7811.91.272.80x1041.12x1041.20x104C3020.12.0114.31.433.00x1041.20x1041.30x104C3523.42.2016.71.573.15x1041.26x1041.40x104C4026.82.3919.11.713.

2、25x1041.30x1041.50x104C4529.62.5121.11.803.35x1041.34x1041.55x104C5032.42.6423.11.893.45x1041.38x1041.60x104C5535.52.7425.31.963.55x1041.42x1041.65x104C6038.52.8527.52.043.60x1041.44x1041.70x104C6541.52.9329.72.093.65x1041.46x1041.75x104C7044.52.9931.82.143.70x1041.48x1041.80x104C7547.43.0533.82.183

3、.75x1041.50x1041.85x104C8050.23.1135.92.223.80x1041.52x1041.90x104普通鋼筋參數(shù)（N/mm2）種類極限強(qiáng)度標(biāo)準(zhǔn)值fstk屈服強(qiáng)度標(biāo)準(zhǔn)值fyk抗拉強(qiáng)度設(shè)計(jì)值fy抗壓強(qiáng)度設(shè)計(jì)值fy'橫向鋼筋抗拉設(shè)計(jì)值fyvEs文檔標(biāo)準(zhǔn)實(shí)用文案HPB3004203002702702702.1x105HRB3354553353003003002.0x105HRB4005404003603603602.0x105HRB5006305004354103602.0x105界限受壓區(qū)高度b混凝土強(qiáng)度C50C55C60C65C70C75C80HPB300.

4、570.560.550.540.530.520.5106667788HRB330.550.540.530.520.510.500.49有50112233服點(diǎn)HRB400.510.500.490.490.480.470.4608890123HRB500.480.470.460.450.440.430.4202345789無HPB300.400.390.380.370.360.360.35屈服點(diǎn)01357913文檔標(biāo)準(zhǔn)實(shí)用文案HRB330.380.380.370.360.350.340.3458035792HRB400.370.360.350.340.340.330.3202479146HRB50

5、0.350.340.330.330.320.310.30036814793i不超過C50時(shí)，取為0.80,C80時(shí)，0.74,其間按線性內(nèi)插法確定。“1不超過C50時(shí)，取為1.00,C80時(shí)，0.94,其間按線性內(nèi)插法確定。截面受拉區(qū)配置不同種類的鋼筋時(shí)，b應(yīng)分別計(jì)算，并取其較小值。附加箍筋承受集中荷載(HPB300)(kN)箍筋兩側(cè)雙肢箍筋總個(gè)數(shù)直徑146810615.361.191.6122.1152.7827.1108.6162.9217.1271.41042.4169.6254.5339.3424.11261.1244.3366.4488.6610.71483.1332.5498.86

6、65.0831.3文檔標(biāo)準(zhǔn)實(shí)用文案108.434.651.868.1085.1663467每根附加吊筋承受集中荷載(kN)吊筋直徑HPB300級HRB335級HRB400級45度60度45度60度45度60度1029.9936.7333.3240.8139.9948.971243.1852.8947.9858.7757.5870.521458.7871.9965.3179.9978.3795.99104.4102.3125.31676.7794.0385.30767119.0107.9132.2129.5158.61897.1706357119.9146.9133.2163.2159.9195

7、.820629449145.1177.7161.2197.5193.5237.022578233187.4229.5208.2255.0249.9306.025366718235.1287.9261.2319.9313.4383.928264595307.0376.1341.2417.9409.4501.432911068文檔標(biāo)準(zhǔn)實(shí)用文案縱向受拉鋼筋的錨固長度laE鋼筋種類抗震等級混凝土等級C15C20C25C30C35C40C45C50C55>C6054.6045.1739.1234.7531.6529.0627.6026.2925.3524.36、.ddddddddddHPB3049

8、.8541.2435.7231.7328.9026.5325.2024.0023.1522.240dddddddddd四、非抗震47.48d39.28d34.02d30.21d27.52d25.27d24.00d22.86d22.05d21.18d53.0843.9138.0433.7830.7728.2526.8425.5624.6523.68HRB33、.dddddddddd548.4740.1034.7330.8428.0925.7924.5023.3422.5021.62dddddddddd文檔標(biāo)準(zhǔn)實(shí)用文案四、非抗震46.16d38.19d33.08d29.38d26.76d24.57

9、d23.34d22.23d21.43d20.59d一63.7052.7045.6440.5436.9233.9032.2030.6729.5828.42、ddddddddddHRB4058.1648.1141.6737.0133.7130.9529.4028.0027.0025.950二dddddddddd55.3945.8239.6935.2532.1129.4828.0026.6725.7224.71四、非抗震dddddddddd63.6755.1548.9844.6140.9638.9137.0635.7434.34、dddddddddHRB5558.1450.3644.7240.733

10、7.4035.5333.8432.6331.350三ddddddddd四、非抗震55.3747.9642.5938.7935.6233.8432.2331.0829.86文檔標(biāo)準(zhǔn)實(shí)用文案ddddddddd注：1錨固長度修正系數(shù)詳見混規(guī)8.3.2條。2搭接長度取值：縱向鋼筋搭接接頭面積百分率W25%時(shí)，取1.2倍錨固長度，50%時(shí)，取1.4倍，100%時(shí)取1.6倍。受壓構(gòu)件全部縱向鋼筋最小配筋率（）混8.5.1鋼筋種類混凝土等級C15C20C25C30C35C40C45C50C55C60C65C70C75C80HPB3000.60.60.60.60.60.60.60.60.60.70.70.70

11、.70.7HRB3350.60.60.60.60.60.60.60.60.60.70.70.70.70.7文檔標(biāo)準(zhǔn)實(shí)用文案HRB4000.550.550.550.550.550.550.550.550.550.650.650.650.650.65HRB5000.50.50.50.50.50.50.50.50.50.60.60.60.60.6受彎、偏心受拉、受拉構(gòu)件側(cè)受拉鋼筋最小配筋率(%)0.20和45ft/fy0.200.200.210.230.260.280.300.310.320.340.340.350.360.37HPB300002825057087300.200.200.200.21

12、0.230.250.270.280.290.300.310.320.320.33HRB335000567044641730.200.200.200.200.200.210.220.230.240.250.260.260.270.27HRB400000004565518380.200.200.200.200.200.200.200.200.200.210.210.220.220.23HRB50000000000316160板類(懸臂板除外)構(gòu)件縱向受拉鋼筋的最小配筋率(%)C15C20C25C30C35C40C45C50C55C60C65C70C75C80文檔標(biāo)準(zhǔn)實(shí)用文案HPB300()I0.2

13、000.2000.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370HRB335(n0.200.200.200.210.230.250.270.280.290.300.310.320.320.33)00056704464173HRB400(m0.150.150.150.170.190.210.220.230.240.250.260.260.270.27)009964565518380.150.150.150.150.160.170.180.190.200.210.210.220.220.23HRB5000000276631616

14、0受壓構(gòu)件一側(cè)縱向鋼筋的最小配筋率（）0.21m寬板內(nèi)鋼筋面積統(tǒng)計(jì)（mm2）鋼筋間距）鋼筋直徑（mm）2045676/898/11010/1212/1414/16文檔標(biāo)準(zhǔn)實(shí)用文案801214162032646583106107130159188222256295335605236974711480397556813927.1524484962119141166192221251800753531187958059828494933696.1423454659112133157181208236850813333217487589247111853490.14214243551061251481

15、71197223907083148697077168735740243306.13204041521001191401621862119592729853967067882790508631411219383950113133153177201100283636644785958.66653315951文檔標(biāo)準(zhǔn)實(shí)用文案1102856.0114178257350357457578585714871102812141399161418282618.101632324111112814716712005423617953053765479894233962513.101530314010612314

16、216012531722684250951562876790582082416.96.1529303810211813615413067121762748949560473787074572244.89.14272835110126143140080202509454460561684808954086209483.13252633102118134150.4811887254244295246397548906301601963.78.12177242431398403491599707834962110125文檔標(biāo)準(zhǔn)實(shí)用文案553154971848.73.11222329104118170

17、095166616374379462564665785906431745.69.1021212711118038915748935335843653262874285598671653.66.102020261051905131493753353394135045957038109348157062.98.141.191925100200.882426131832239347956566877088751428.57.89.1717222200121295882892933574365146077008079141309.52.81.161620240048118049265268327399

18、471556641740838文檔標(biāo)準(zhǔn)實(shí)用文案2501256.650.378.5113154157201254258314383452534616710804框架梁縱向受拉鋼筋的最小配筋率（）高6.3.7;混11.3.6C15C20C25C30C35C40C45C50C55C60C65C70C75C80備注HPB300.40.40.400.420.460.500.530.560.580.600.610.630.640.651抗震時(shí)，梁端底面和頂00045730149468面鋼筋面積比，一級一級（支座）HRB330.40.40.400.400.410.450.480.500.520.540.55

19、0.570.580.590.5,二三級不0.3。0.40和50096043471122沿梁頂囿和底向的全80ft/fyHRB400.40.40.400.400.400.400.400.420.430.450.460.470.480.49少布置兩根通長鋼筋，0000634643一二級14mm,且小應(yīng)HRB500.40.40.400.400.400.400.400.400.400.400.400.400.400.40小于相應(yīng)縱筋面積的文檔標(biāo)準(zhǔn)實(shí)用文案000181/4。三四級12mm,HPB300.30.30.300.340.370.410.430.450.470.490.500.510.520.5

20、333000648235213554通中柱的每根縱向鋼筋一級（跨中）HRB330.30.30.300.310.340.370.390.410.420.440.450.460.470.48的直徑，不宜大于柱一級（支座）5000001005234211/20該方向截回尺寸，0.30和HRB400.30.30.300.300.300.300.320.340.350.360.370.380.390.40圓柱，取該方向弦長。65ft/fy0009514876414特一級取值同一級。HRB500.30.30.300.300.300.300.300.300.300.300.310.320.320.335受扭

21、縱筋最小配筋率00052062詳見混9.2.5條；二級（跨中）HPB300.20.20.250.290.320.340.360.380.390.410.420.430.440.45三四級（支座）0559108759666420.25和HRB330.20.20.250.260.280.310.330.340.350.370.380.390.400.4055ft/fy55528407943207文檔標(biāo)準(zhǔn)實(shí)用文案HRB4000.250.250.250.250.250.2610.2750.2890.2990.3120.3190.3270.3330.339HRB500.20.20.250.250.250

22、.250.250.250.250.250.260.270.270.2805584161HPB300.20.20.210.230.260.280.300.310.320.340.340.350.360.37000282505708730三四級（跨中）HRB330.20.20.200.210.230.250.270.280.290.300.310.320.320.33非抗震500567044641730.20和HRB400.20.20.200.200.200.210.220.230.240.250.260.260.270.2745ft/fy000456551838HRB500.20.20.200.

23、200.200.200.200.200.200.210.210.220.220.23000316160轉(zhuǎn)換梁0.6一級0.5二級0.4三四級、非抗震0.3轉(zhuǎn)換梁上下縱向鋼筋都要滿足最小配筋率要求文檔標(biāo)準(zhǔn)實(shí)用文案連梁跨高比w0.5,抗震max(0.2,45ft/fy)0.5<跨高比W1.5,max(0.25,55ft/fy),非抗震，0.21.5跨局比，同框架梁注：1梁中每側(cè)縱向構(gòu)造鋼筋面積（不含架立筋）不應(yīng)小于腹板截面面積（bhw）的0.1%,梁寬較大時(shí)可適當(dāng)放寬。連梁兩側(cè)腰筋總面積配筋率大于0.3%。2框架梁、轉(zhuǎn)換梁中最大面積配筋率，抗震時(shí)，支座處取2.5%,跨中取4%;非抗震時(shí)取4%

24、。3連梁中，非抗震時(shí)，頂面及底面單側(cè)縱向鋼筋的最大配筋率不宜大于2.5%;抗震時(shí)，跨高比W1時(shí)，不宜大于0.6%;1跨高比W2時(shí)，不宜大于1.2%;2跨高比W2.5時(shí)，不宜大于1.5%;2.5跨高比時(shí)，不宜大于2.5%;文檔標(biāo)準(zhǔn)實(shí)用文案框架梁、連梁沿梁全長箍筋面積配筋率（加密區(qū)和非加密區(qū)）高6.3.5鋼筋混凝土等級加密區(qū)箍筋箍筋psv等級C15C20C25C30C35C40C45C50C55C60C65C70C75C80長度間距直徑HPB300.100.120.140.150.170.190.200.210.210.220.230.230.240.24iAtz012194000872827Mi

25、n級HRB330.090.110.120.140.150.170.180.180.190.200.200.210.210.22Maxh/4,0.30ft/f5107371096494822h,5006d,10yvHRB400.070.090.100.110.130.140.150.150.160.170.170.170.180.18100062691308304825二級HPB300.090.110.130.140.160.170.180.190.200.210.210.220.220.23MaxMin0.28ft/f0442837763272601.5h,h/4,8HRB330.080.10

26、0.110.130.140.160.160.170.180.190.190.200.200.208d,yv553937086305037500100文檔標(biāo)準(zhǔn)實(shí)用文案HRB400.070.080.090.110.120.130.140.140.150.150.160.160.170.17016912307293603HPB300.080.100.120.130.150.160.170.180.180.190.200.200.210.21086281532961604MaxMin二四級HRB330.070.090.110.120.130.140.150.160.170.170.180.180.18

27、0.19h/4,0.26ft/f5950468640715921.5h,5008d,8yvHRB400.060.070.090.100.110.120.130.130.140.140.150.150.150.16150069233407271570非抗震HPB300.080.090.110.120.140.150.160.160.170.180.180.190.190.19非抗震時(shí)，V<0.7ftbh0時(shí),018370208416047小需考慮最小配助舉,按0.24ft/fHRB330.070.080.100.110.120.130.140.150.150.160.160.170.170

28、.17構(gòu)造要求配置箍筋即可yv538246741737148HRB400.060.070.080.090.100.110.120.120.130.130.130.140.140.14文檔標(biāo)準(zhǔn)實(shí)用文案013555406169358注：1非抗震，存在扭矩時(shí)，框架梁psvR.28ft/fyv,轉(zhuǎn)換梁0.5%。2由psv=As/bs=nAs1/bs,得As/s=bpsv。3框架梁非加密區(qū)的箍筋最大間距不宜大于加密區(qū)箍筋的2倍。4縱向鋼筋搭接長度范圍內(nèi)的箍筋面積，鋼筋受拉時(shí)取min(5d,100),受壓時(shí)取min(10d,200)。5加密區(qū)的箍筋肢距，一級：&max(200,20倍箍筋直徑)，二

29、三級wmax(250,20倍箍筋直徑)，四級w300。6偏心受拉，psvR.36ft/fyv梁中最小面積配箍率要求匯總抗震等級特一級一級二級三、四級非抗震備注框架梁0.33ft/fyv0.30ft/fyv0.28ft/fyv0.26ft/fyv0.24ft/fyv沿梁全長高6.3.5連梁0.30ft/f0.30ft/f0.28ft/f0.26ft/f0.24ft/fyvyvyvyvyv抗震設(shè)計(jì)時(shí)，沿連梁全長箍筋直徑和間距要滿足框架梁加密區(qū)要求轉(zhuǎn)換梁1.30ft/fyv1.20ft/fyv1.10ft/fyv1.0ft/fyv0.9ft/fyv加密區(qū)高10.2.7文檔標(biāo)準(zhǔn)實(shí)用文案箍筋單肢面積/間

30、距As1/s鋼筋間距箍筋直徑6810121620600.47120.83781.30901.88503.35105.2360750.37700.67021.04721.50802.68084.1888800.35340.62830.98171.41372.51333.9270850.33260.59140.92401.33062.36543.6960900.31420.55850.87271.25662.23403.4907950.29760.52910.82671.19052.11643.30691000.28270.50270.78541.13102.01063.14161100.2570

31、0.45700.71401.02821.82782.85601200.23560.41890.65450.94251.67552.6180文檔標(biāo)準(zhǔn)實(shí)用文案1250.22620.40210.62830.90481.60852.51330.2170.3860.6040.8701.5462.4161305720660.2020.3590.5610.8071.4362.2441400008200.180.330.520.751.342.091508551364004440.1760.3140.4900.7061.2561.9631607299650.1660.2950.4620.6651.1821.8

32、481703703700.1570.2790.4360.6281.1171.7451801333030.1480.2640.4130.5951.0581.6531908642250.140.250.390.561.001.572001413275553080.1280.2280.3570.5140.9131.4282205501900.1170.2090.3270.4710.8371.309240842280文檔標(biāo)準(zhǔn)實(shí)用文案2500.11310.20110.31420.45240.80421.2566fc/fyv取值<035040045050055060065070075080HPB30

33、0.0610.0700.0780.0850.0930.1010.1100.1170.1250.13309716790820HRB330.0550.0630.0700.0770.0840.0910.0990.1060.1120.11957730370077HRB400.0460.0530.0580.0640.0700.0760.0820.0880.0930.09904162345397文檔標(biāo)準(zhǔn)實(shí)用文案抗震設(shè)計(jì)，梁、柱、墻的內(nèi)力調(diào)整構(gòu)件內(nèi)力調(diào)整內(nèi)容說明1框剪結(jié)構(gòu)的框架柱、有關(guān)梁V,M1框架承擔(dān)的總剪力調(diào)整VfR.2V0時(shí)，不調(diào)整，否則取Vf=min（0.2V0,1.5Vfmax）2構(gòu)件內(nèi)力調(diào)整按調(diào)

34、整前、后總剪力的比值調(diào)整每根框架柱和與之相連框架梁的剪力及端部彎矩，框架柱N可不予調(diào)整1總體調(diào)整2按振型分解反應(yīng)譜法計(jì)算地震作用時(shí)，調(diào)整應(yīng)在振型組合后、并滿足樓層最小地震剪力的前提下進(jìn)行。3僅針對地震作用標(biāo)準(zhǔn)值4高8.1.42板柱抗震墻的抗震墻、柱板帶V,M1板柱承擔(dān)的總剪力的調(diào)整VcR.2Vi,2抗震墻承擔(dān)的總剪力的調(diào)整VcR.2Vi,3構(gòu)件內(nèi)力調(diào)整調(diào)整后，相應(yīng)調(diào)整每一抗震墻、柱、板帶的V、M標(biāo)準(zhǔn)值，N不調(diào)整。1總體調(diào)整2按振型分解反應(yīng)譜法計(jì)算地震作用時(shí)，調(diào)整應(yīng)在振型組合后、并滿足樓層最小地震剪力的前提下進(jìn)行。3僅針對地震作用標(biāo)準(zhǔn)值4高8.1.103部分框支抗震墻的框支柱、有關(guān)梁V,M1框支

35、柱總剪力調(diào)整a每層框支柱數(shù)目n<10框支層02時(shí)，Vci>0.02V0框支層）3時(shí)，Vci>0.03V0b每層框支柱數(shù)目n>10框支層02時(shí)，EVci>0.2Vo框支層）3時(shí)，匯Vci>0.3V02構(gòu)件內(nèi)力調(diào)整相應(yīng)調(diào)整框支柱的彎矩及柱端框架梁的剪力和彎矩，但框支梁的剪力、彎矩、框支柱的軸力可不調(diào)整。1總體調(diào)整2式中Vci調(diào)整后每根框支柱承擔(dān)的地震剪力標(biāo)準(zhǔn)值；V。一水平地震作用下的總剪力。3高10.2.174框架結(jié)構(gòu)的底層柱M彎矩設(shè)計(jì)值放大系數(shù)1框架結(jié)構(gòu)底層柱柱底一、二、三級分別取1.7,1.5和1.31局部調(diào)整2高6.2.25轉(zhuǎn)換柱M,N1彎矩設(shè)計(jì)值放大系數(shù)

36、與轉(zhuǎn)換構(gòu)件相連的轉(zhuǎn)換柱的上端和底層柱下端一級1.5,二級1.32地震作用產(chǎn)生的軸力標(biāo)準(zhǔn)值放大一級1.5,二級1.21局部調(diào)整。2計(jì)算軸壓比時(shí)，不調(diào)整3高10.2.114轉(zhuǎn)換角柱的彎矩和剪力設(shè)計(jì)值調(diào)整后尚應(yīng)增大1.1倍。6結(jié)構(gòu)薄弱層有關(guān)梁、柱V1側(cè)向剛度變化、承載力變化、豎向抗側(cè)力構(gòu)件連續(xù)性不符合要求的樓層，其對應(yīng)于地震作用標(biāo)準(zhǔn)值的剪力應(yīng)乘以1.25的增大系數(shù)。1局部調(diào)整2高3.5.83抗為不小于1.15的增大系數(shù)4以調(diào)整后的地震剪力計(jì)算構(gòu)件內(nèi)力7規(guī)則結(jié)構(gòu)邊板構(gòu)件V地震作用標(biāo)準(zhǔn)值的剪力放大系數(shù)1平行于地震作用方向的邊板，短邊1.15,長邊1.05;當(dāng)扭轉(zhuǎn)剛度較小時(shí)，周邊各構(gòu)件宜）1.3.1局部調(diào)整2僅用于規(guī)則結(jié)構(gòu)不進(jìn)行扭轉(zhuǎn)藕聯(lián)計(jì)算時(shí)3抗5.2.3文檔標(biāo)準(zhǔn)實(shí)用文案2角部構(gòu)件乘以兩個(gè)方向增大系數(shù)構(gòu)件內(nèi)力調(diào)整內(nèi)容說明8水平轉(zhuǎn)換構(gòu)件M、V、N1水平地震作用計(jì)算內(nèi)力放大系數(shù)特一：1.9,一級：1.6,二級：1.31構(gòu)件調(diào)整。2高10.2.49框架柱M1一級框架結(jié)構(gòu)和9度時(shí)的框架按梁端實(shí)配鋼筋進(jìn)行調(diào)整2其它情況1構(gòu)件調(diào)整。2反彎點(diǎn)不在層高范圍內(nèi)的柱，柱端彎矩設(shè)計(jì)值可直接乘以的增大系數(shù)3頂層柱、軸壓比<0.15的柱不調(diào)整5高6.2.16框支梁柱節(jié)點(diǎn)調(diào)整見本表第5條一二三四框架結(jié)構(gòu)1.51.31.2其它結(jié)構(gòu)1.41.21.11.110框架柱，框支柱V1一級框架結(jié)構(gòu)和9度時(shí)的框架按梁端