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

1、頁眉內(nèi)容混凝土參數(shù)（N/mm2）混凝土 強度等級強度標準值強度設計值模量抗壓抗拉抗壓抗拉彈性男笠疲變fckftkfcftEcGc=0.4EcEcfC1510.01.277.20.912.20x1040.88 x104C2013.41.549.61.102.55x1041.02 x1041.10 x104C2516.71.7811.91.272.80 x1041.12 x1041.20 x104C3020.12.0114.31.433.00x1041.20 x1041.30 x104C3523.42.2016.71.573.15 x1041.26 x1041.40 x104C4026.82.39

2、19.11.713.25 x1041.30 x1041.50 x104C4529.62.5121.11.803.35 x1041.34 x1041.55 x104C5032.42.6423.11.893.45 x1041.38 x1041.60 x104C5535.52.7425.31.963.55 x1041.42 x1041.65 x104C6038.52.8527.52.043.60 x1041.44 x1041.70 x104C6541.52.9329.72.093.65 x1041.46 x1041.75 x104C7044.52.9931.82.143.70 x1041.48 x1

3、041.80 x104C7547.43.0533.82.183.75 x1041.50 x1041.85 x104C8050.23.1135.92.223.80 x1041.52 x1041.90 x104普通鋼筋參數(shù)（N/mm2）種類極限強度標準值fstk屈服強度標準值fyk抗拉強度 設計值fy抗壓強度設計值fy'橫向鋼筋抗拉設計值fyvEsHPB3004203002702702702.1 x105HRB3354553353003003002.0 x105HRB4005404003603603602.0 x105HRB5006305004354103602.0 x105界限受壓區(qū)高度

4、 b混凝土強度WC50C55C60C65C70C75C80有屈服點HPB3000.5760.5660.5560.5470.5370.5280.518HRB3350.5500.5410.5310.5220.5120.5030.493HRB400HRB5000.5180.4820.5080.4730.4990.4640.4900.4550.4810.4470.4720.4380.4630.429無屈服點HPB3000.4010.3930.3850.3770.3690.3610.353HRB3350.3880.3800.3730.3650.3570.3490.342HRB4000.3720.3640

5、.3570.3490.3410.3340.326HRB5000.3530.3460.3380.3310.3240.3170.309不超過C50時，取為0.80, C80時，0.74,其間按線性內(nèi)插法確定?！?不超過C50時，取為1.00, C80時，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，力應分別計算，并取其較小值。附加箍筋承受集中荷載（HPB300） （kN）箍筋 直徑兩側(cè)雙肢箍筋總個數(shù)146810615.361.191.6122.1152.7827.1108.6162.9217.1271.41042.4169.6254.5339.3424.11261.1244.33

6、66.4488.6610.71483.1332.5498.8665.0831.316108.6434.3651.4868.61085.7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1029.9936.7333.3240.8139.9948.971243.1852.8947.9858.7757.5870.521458.7871.9965.3179.9978.3795.991676.7794.0385.30104.47102.36125.371897.17119.00107.96132.23129.55158.672

7、0119.96146.92133.29163.24159.94195.8922145.15177.77161.28197.52193.53237.0325187.43229.56208.26255.07249.91306.0828235.12287.96261.24319.95313.49383.9532307.09376.11341.21417.90409.46501.48頁眉內(nèi)容縱向受拉鋼筋的錨固長度laE鋼筋 種類抗震 等級C15C20C25C30混凝土等級C45C50C55>C60C35C40、二54.60d45.17d39.12d34.75d31.65d29.06d27.60d

8、26.29d25.35d24.36dHPB300三49.85d41.24d35.72d31.73d28.90d26.53d25.20d24.00d23.15d22.24d四、非抗震47.48d39.28d34.02d30.21d27.52d25.27d24.00d22.86d22.05d21.18d、二53.08d43.91d38.04d33.78d30.77d28.25d26.84d25.56d24.65d23.68dHRB335三48.47d40.10d34.73d30.84d28.09d25.79d24.50d23.34d22.50d21.62d四、非抗震46.16d38.19d33.0

9、8d29.38d26.76d24.57d23.34d22.23d21.43d20.59d、二63.70d52.70d45.64d40.54d36.92d33.90d32.20d30.67d29.58d28.42dHRB400三58.16d48.11d41.67d37.01d33.71d30.95d29.40d28.00d27.00d25.95d四、非抗震55.39d45.82d39.69d35.25d32.11d29.48d28.00d26.67d25.72d24.71d、二63.67d55.15d48.98d44.61d40.96d38.91d37.06d35.74d34.34dHRB550

10、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%寸，取1.2倍錨固長度，50%時，取1.4倍，100%時取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C15C20C25C30C35C40C45C50C55C60C65C70C75C80HPB3000.60.60.60.60.60.60.60.6

11、0.60.70.70.70.70.7HRB3350.60.60.60.60.60.60.60.60.60.70.70.70.70.7HRB4000.550.550.550.550.550.550.550.550.550.650.650.650.650.65HRB5000.50.50.50.50.50.50.50.50.50.60.60.60.60.6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/fyHPB3000.2000.2000.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370HRB335HRB40

12、00.2000.2000.2000.2000.2000.2000.2150.2360.2570.2140.2700.2250.2840.2360.2940.2450.3060.2550.3140.2610.3210.2680.3270.2730.3330.2780.2000.200HRB5000.2000.2000.2000.2000.2000.2000.2000.2000.2030.2110.2160.2210.2260.230板類（懸臂板除外）構(gòu)件縱向受拉鋼筋的最小配筋率 （）C15C20C25C30C35C40C45C50C55C60C65C70C75C80HPB300( I )0.20

13、00.2000.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370HRB335( II )0.2000.2000.2000.2150.2360.2570.2700.2840.2940.3060.3140.3210.3270.333HRB400( m )0.1500.1500.1590.1790.1960.2140.2250.2360.2450.2550.2610.2680.2730.278HRB5000.1500.1500.1500.1500.1620.1770.1860.1960.2030.2110.2160.2210.226

14、0.230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（mm2）鋼筋間距204鋼筋直徑（mm）14/16165676/8898/101010/121212/1414605236209327471641654838106010731309159718852225256629583351803927.0157245353481491628795805982119814141669192422192513853696.0148231333453462591748758924112713311571181120882365903490.71402183144284365597077

15、16873106512571484171019722234953306.91322072984054135296706788271009119014051620186821161003141.6126196283385393503636644785958113113351539177520111102856.0114178257350357457578585714871102812141399161418281202618.010516423632132741953053765479894211131283147916761252513.3101157226308314402509515628

16、76790510681232142016081302416.696.715121729630238748949560473787010271184136515471402244.089.81402022752803594544605616848089541100126814361502094.483.81311882572623354244295246397548901026118313401601963.578.5123177241245314398403491599707834962110912571701848.073.9115166226231296374379462564665785

17、906104411831801745.369.810915721421827935335843653262874285598611171901653.566.110314920320726533533941350459570381093410582001570.862.898.2141.419219625131832239347956566877088710052201428.057.189.21291751782282892933574365146077008079142401309.052.481.8118160164209265268327399471556641740838250125

18、6.650.378.5113154157201254258314383452534616710804框架梁縱向受拉鋼筋的最小配筋率（）高6.3.7;¥M» 11.3.6C15C20C25C30C35C40C45C50C55C60C65C70C75C80備注一級（支座）0.40 和 80ft/fyHPB3000.400.400.400.4240.4650.5070.5330.5600.5810.6040.6190.6340.6460.6581抗震時，梁端底向和頂 面鋼筋面積比，一級 0.5,二三級不0.3。HRB3350.400.400.400.400.4190.4560.4

19、800.5040.5230.5440.5570.5710.5810.592HRB4000.400.400.400.400.400.400.400.4200.4360.4530.4640.4760.4840.493HRB5000.400.400.400.400.400.400.400.400.400.400.400.400.4010.4082沿梁頂囿和底向的全一級（跨中） 二級（支座）0.30 和 65ft/fyHPB3000.300.300.3060.3440.3780.4120.4330.4550.4720.4910.5030.5150.5250.534少布置兩根通長鋼筋，一二級14mm ,

20、且小應HRB3350.300.300.3000.3100.3400.3710.3900.4100.4250.4420.4530.4640.4720.481HRB4000.300.300.300.300.300.3090.3250.3410.3540.3680.3770.3860.3940.401小于相應縱筋面積的HRB5000.300.300.300.300.300.300.300.300.300.3050.3120.3200.3260.3321/4。三四級12mm ,3一二三級框架梁中貫 通中柱的每根縱向鋼筋的直徑，不宜大于柱1/20二級（跨中） 三四級（支座） 0.25 和 55ft/fy

21、HPB3000.250.250.2590.2910.3200.3480.3670.3850.3990.4160.4260.4360.4440.452HRB3350.250.250.250.2620.2880.3140.3300.3470.3590.3740.3830.3920.4000.407HRB4000.250.250.250.250.250.2610.2750.2890.2990.3120.3190.3270.3330.339HRB5000.250.250.250.250.250.250.250.250.250.2580.2640.2710.2760.281以力恒儆回尺、，國任，三四級（

22、跨中） 非抗震0.20 和 45ft/fyHPB3000.200.200.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370|i-U 5a 人。4特一級取值同一級。5受扭縱筋最小配筋率 詳見混9.2.5條；HRB3350.200.200.200.2150.2360.2570.2700.2840.2940.3060.3140.3210.3270.333HRB4000.200.200.200.200.200.2140.2250.2360.2450.2550.2610.2680.2730.278HRB5000.200.200.200.

23、200.200.200.200.200.2030.2110.2160.2210.2260.230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連梁跨局比0 0.5,抗震 max (0.2, 45ft/fy )0.5跨高比w 1.5, 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）不應小于腹板截面面積（bhw）的0.1%,梁寬較大時可適當放寬。 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，支座處取2.5%,跨中取4%;非抗震時取4%。3連

24、梁中，非抗震時，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，跨高比W1時，不宜大于0.6%; 1跨高比w 2時，不宜大于1.2%;2跨高比W2.5時，不宜大于1.5%; 2.5跨高比時，不宜大于2.5%;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伊V鋼筋 等級混凝土等級加密區(qū) 長度箍筋 間距箍筋 直徑C15C20C25C30C35C40C45C50C55C60C65C70C75C80一級0.30ft/fyvHPB3000.1010.1220.1410.1590.1740.1900.2000.2100.2180.2270.2320.2380.2420.24

25、7Max2h, 500MinHRB3350.0910.1100.1270.1430.1570.1710.1800.1890.1960.2040.2090.2140.2180.222h/4,10HRB4000.0760.0920.1060.1190.1310.1430.1500.1580.1630.1700.1740.1780.1820.1856d,100HPB3000.0940.1140.1320.1480.1630.1770.1870.1960.2030.2120.2170.2220.2260.230Max1.5h, 500Min-.縱0.28ft/fyvHRB3350.0850.1030.

26、1190.1330.1470.1600.1680.1760.1830.1900.1950.2000.2030.207h/4,8HRB4000.0710.0860.0990.1110.1220.1330.1400.1470.1520.1590.1630.1660.1700.1738d,100三四級0.26ft/fyvHPB3000.0880.1060.1220.1380.1510.1650.1730.1820.1890.1960.2010.2060.2100.214Max1.5h, 500MinHRB3350.0790.0950.1100.1240.1360.1480.1560.1640.170

27、0.1770.1810.1850.1890.192h/4,8HRB4000.0660.0790.0920.1030.1130.1240.1300.1370.1420.1470.1510.1550.1570.1608d,150非抗辰0.24ft/fyvHPB3000.0810.0980.1130.1270.1400.1520.1600.1680.1740.1810.1860.1900.1940.197非抗震時，VW0.7ftbh0 時,HRB3350.0730.0880.1020.1140.1260.1370.1440.1510.1570.1630.1670.1710.1740.178不需考慮最

28、小配筋率,按HRB4000.0610.0730.0850.0950.1050.1140.1200.1260.1310.1360.1390.1430.1450.148構(gòu)造要求配置箍筋即可注：1非抗震，存在扭矩時，框架梁 psv>082t/fyv ,轉(zhuǎn)換梁>0.%。2由p sv=As/bs=nAs1/b$彳導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，鋼筋受拉時取min （5d, 100）,受壓時取min （10d, 200）。5加密區(qū)的箍筋肢距，一級：& max （200, 20倍箍筋直徑），二三級w max

29、 （250, 20倍箍筋直徑），四級w 300。6偏心受拉，p sv用0ft/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/fyv0.30ft/fyv0.28ft/fyv0.26ft/fyv0.24ft/fyv抗震設計時，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頁眉內(nèi)容箍筋單肢面積/間距As1/s鋼

30、筋 間距箍筋直徑6810121620600.47120.83781.30901.88503.35105.2360750.37700.67021.04721.50802.68084.1888800.35340.62830.98171.41372.51333.9270850.33260.59140.92401.33062.36543.6960900.31420.55850.87271.25662.23403.4907950.29760.52910.82671.19052.11643.30691000.28270.50270.78541.13102.01063.14161100.25700.4570

31、0.71401.02821.82782.85601200.23560.41890.65450.94251.67552.61801250.22620.40210.62830.90481.60852.51331300.21750.38670.60420.87001.54662.41661400.20200.35900.56100.80781.43622.24401500.18850.33510.52360.75401.34042.09441600.17670.31420.49090.70691.25661.96351700.16630.29570.46200.66531.18271.8480180

32、0.15710.27930.43630.62831.11701.74531900.14880.26460.41340.59521.05821.65352000.14140.25130.39270.56551.00531.57082200.12850.22850.35700.51410.91391.42802400.11780.20940.32720.47120.83781.30902500.11310.20110.31420.45240.80421.2566fc/fyv取值< C35C40C45C50C55C60C65C70C75C80HPB3000.06190.07070.07810.

33、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抗震設計，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框架承擔的總剪力調(diào)整Vf)0.2V寸，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)整前、后總剪力的比值調(diào)整每根框架 柱和與之相連

34、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按振型分解反應譜法計算地震作用 時，調(diào)整應在振型組合后、并滿足樓 層最小地震剪力的前提下進行。3僅針對地震作用標準值4高8.1.42板柱抗震 墻的抗震 墻、柱板 帶V, M1板柱承擔的總剪力的調(diào)整VO 0.2Vi,2抗震墻承擔的總剪力的調(diào)整VO 0.2Vi,3構(gòu)件內(nèi)力調(diào)整調(diào)整后，相應調(diào)整每一抗震墻、柱、板帶 的V、M標準值，N不調(diào)整。1總體調(diào)整2按振型分解反應譜法計算地震作用 時，調(diào)整應在振型組合后、并滿足樓 層最小地震剪力的前提下進行。3僅針對地震作用標準值4高8.1.103部分框支 抗震墻的 框支柱、 有關(guān)梁V, M1框支柱總剪力調(diào)整

35、a每層框支柱數(shù)目n< 10框支層0 2 時，Vci>0.02V0框支層)3時，Vci> 0.03V0b每層框支柱數(shù)目n> 10框支層0 2 時，2Vci> 0.2V0框支層)3時，2Vci> 0.3V02構(gòu)件內(nèi)力調(diào)整相應調(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一調(diào)整后每根框支柱承擔 的地震剪力標準值；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彎矩設計值放大系數(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Ml,N

36、1彎矩設計值放大系數(shù)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)生的軸力標準值放大一級 1.5 ,二級 1.21局部調(diào)整。2計算軸壓比時，不調(diào)整3高10.2.114轉(zhuǎn)換角柱的彎矩和剪力設計值調(diào)整 后尚應增大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 于地震作用標準值的剪力應乘以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地震作用標準值的剪力放大系數(shù)1平行于地震作用方向的邊板，短邊1.15 ,長邊1.05;當扭轉(zhuǎn)

37、剛度較小時， 周邊各構(gòu)件宜)1.3.2角部構(gòu)件乘以兩個方向增大系數(shù)1局部調(diào)整2僅用于規(guī)則結(jié)構(gòu)不進行扭轉(zhuǎn)藕聯(lián)計算時3抗5.2.3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度時的框架 按梁端實配鋼筋進行調(diào)整2其它情況1構(gòu)件調(diào)整。2反彎點不在層高范圍內(nèi)的柱，柱端 彎矩設計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

38、一級框架結(jié)構(gòu)和9度時的框架按梁端實配鋼筋進行調(diào)整2其它情況，對框架結(jié)構(gòu)，二、三級分別 取1.3,1.2 ;對其他結(jié)構(gòu)中的框架，一、 二、三、四級分別取 1.4,1.2,1.1,1.11構(gòu)件調(diào)整。2高6.2.33軸力設計值不調(diào)整11角柱Ml,V設計值放大系數(shù)：特一、一、二、三、四：1.11構(gòu)件調(diào)整。2高6.2.412框架梁、 連梁V梁端截面組合設計值放大系數(shù)1一級框架結(jié)構(gòu)和9度時的框架，9度時 的一級剪力墻，按實配鋼筋進行調(diào)整。2其他情況：一、二、三、四級分別取1.3,1.2 , 1.1 , 11構(gòu)件調(diào)整。2高6.2.4 ; 7.2.2113抗震墻 墻肢Ml,V1特一級剪力墻、筒體墻：底部加強部

39、位彎矩設計值乘以1.1 ,其它部位1.3 o2雙肢抗震墻當一肢偏心受拉時，另一肢 彎矩、剪力設計值應乘以1.25。3 一級剪力墻底部加強部位以上部位，墻肢M設計值乘以1.2, V設計值乘以1.31構(gòu)件調(diào)整。2高3.10.5 ; 7.2.4 ; 7.2.53底部加強部位取值：一般：Max （底部兩層，H/10）;H< 24m時，可取底部一層；帶轉(zhuǎn)換層結(jié)構(gòu)：Max （轉(zhuǎn)換層以上兩層，H/10）; H為房屋總高度14部分框支 落地剪力 墻M彎矩設計值放大系數(shù)1底部加強部位：特一、一、二、三分別取 1.8,1.5,1.3.1.12其他部位：一級取1.21構(gòu)件調(diào)整。2落地剪力墻不宜出現(xiàn)偏心受拉3高

40、10.2.1815抗震墻墻 肢及部分 框支落地 剪力墻V設計值放大系數(shù)1底部加強部位：特一、一、二、三分別取 1.9,1.6,1.4,1.29度一級剪力墻，按實配其它部位：特一級 1.4, 一級1.3短肢剪力墻：一、二、三級取1.4,1.2,1.11構(gòu)件調(diào)整。2高7.2.6,3.10.5,; 7.2.216框架梁柱 節(jié)點V強節(jié)點剪力設計值調(diào)整系數(shù)1一級框架結(jié)構(gòu)和9度時的一級框架，按 實配鋼筋進行調(diào)整。2其它情況，框架結(jié)構(gòu)，一、二、三級分 別取1.5 , 1.35 , 1.2 ;其它結(jié)構(gòu)中的框架，一、二、三級分別取1.35 , 1.2 , 1.11局部調(diào)整。2抗D.1.1框架梁縱向受拉鋼筋的最小

41、配筋率（）抗震等 級位置備注支座跨中特一、一Max ( 0.40 和 80ft/fy )Max (0.30 和 65ft/fy )混11.3.6高6.3.2框架梁中每側(cè)腰筋最小配筋率不應小于腹板截面積的 0.1%。 抗扭縱筋最小配筋率詳見規(guī)范二Max ( 0.30 和 65ft/fy )Max (0.25 和 55ft/fy )三、四Max ( 0.25 和 55ft/fy )Max (0.20 和 45ft/fy )非抗震Max (0.20 和 45ft/fy )連梁單側(cè)縱向鋼筋的最小、最大配筋率（）跨高比最小配筋率跨高比最大配筋率l/h <0.5Max (0.20 和 45ft/fy

42、 )l/h < 10.60.5 <l/h <1.5Max (0.25 和 55ft/fy )1<l/h < 21.21.5 <l/h同框架梁2<l/h < 2.51.5非抗震l/h < 1.50.202.5 <l/h2.5非抗震2.5注：連梁兩側(cè)腰筋直徑不應小于8mm間距不應大于200mm跨高比0 2.5時，兩側(cè)腰筋總面積率） 0.3%轉(zhuǎn)換梁上、下每側(cè)縱向受拉鋼筋的最小配筋率（ ）抗震等級特一一二三、四非抗震備注最小配筋率0.60.50.40.30.3高10.2.7框架梁、轉(zhuǎn)換梁最大配筋率支座，抗震時，2.5% （當配置的受壓鋼筋面積

43、不小于受拉鋼筋的一半時，可放大到2.75%）,非抗震時，4%;跨中截面，抗震和非抗震均為 4%梁中箍筋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/fyv0.30ft/fyv0.28ft/fyv0.26ft/fyv0.24ft/fyv抗震時，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僅加密區(qū)，高10.2.7注：1偏心受拉時，不應小

44、于0.36t/fyv ;2非地震組合存在扭矩時，不應小于0.28ft/fyv混凝土柱全部縱向鋼筋最小配筋率（）特一級一級二級三級四級非抗震備注中柱、邊柱1.40.90.70.60.50.5單側(cè)鋼筋配筋率不宜小于0.2%角柱1.61.10.90.80.70.5框支柱1.61.10.9一一0.7除特一級外，還需考慮以下調(diào)整：1框架結(jié)構(gòu)中柱和邊柱，表中數(shù)值增加0.1 ;2采用335Mp級、400Mp級縱向受力鋼筋時，應分別按表中數(shù)值增加0.1和0.05采用；3當混凝土強度等級高于 C60時，上述數(shù)值應增加 0.1采用。4對IV類場地上較高（高于 40m框架結(jié)構(gòu)，高于60m其它結(jié)構(gòu)）高層建筑，表中數(shù)值加0.1。5異形柱，除滿足上述規(guī)定外，根據(jù)異6.2.5條，其調(diào)整后的全部縱向鋼筋最小配筋率不應小于0.8%,IV類場地上高于28m的異形柱框架結(jié)構(gòu)柱，還需增加0.1%。鋼筋混凝土柱全部縱向鋼筋最大配筋率（%）構(gòu)件框架柱框支柱異形柱備注抗震543一級且剪跨比不大于 2的柱，單側(cè)鋼筋配筋率不宜大于 1.2%非抗震5 （不宜），6 （不應）44鋼筋混凝土柱箍筋最小體積配箍率（ ）特一級一級二級三級四級9度非抗震框架柱1.40.80.60.40.4一一剪跨比不大于2的柱一1.21.21.21.21.5一框支柱1.61.51.5一一一0.8柱箍筋加密區(qū)