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

1、【關(guān)鍵字】結(jié)構(gòu)混凝土參數(shù)N/mm2混凝土 強(qiáng)度等級(jí)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 x104C4026.82.3

2、919.11.713.25 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 x

3、1041.80 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(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fyvEsHPB3004203002702702702.1 x105HRB3354553353003003002.0 x105HRB4005404003603603602.0 x105HRB5006305004354103602.0 x105界限受壓區(qū)高度

4、br混凝土強(qiáng)度<050055060065070075080HPB3000.5760.5660.5560.5470.5370.5280.518有屈 HRB3350.5500.5410.5310.5220.5120.5030.493+ HRB4000.5180.5080.4990.4900.4810.4720.463HRB5000.4820.4730.4640.4550.4470.4380.429HPB3000.4010.3930.3850.3770.3690.3610.353無(wú)屈 HRB3350.3880.3800.3730.3650.3570.3490.342R HRB4000.3720

5、.3640.3570.3490.3410.3340.326HRB5000.3530.3460.3380.3310.3240.3170.30931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),E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 直徑兩側(cè)雙肢箍筋總個(gè)數(shù)146810615.361.191.6122.1152.7827.1108.6162.9217.1271.41042.4169.6254.5339.3424.11261.12

6、44.3366.4488.6610.71483.1332.5498.8665.0831.316108.6434.3651.4868.61085.7每根附加吊筋承受集中荷載(kN)吊筋 直徑HPB300 級(jí)HRB335 級(jí)HRB400 級(jí)45度60度45度60度45度60度1029.9936.7333.3240.8139.9948.971243.1852.8947.9858.7757.5870.521458.7871.9965.3179.9978.3795.991676.7794.0385.30104.47102.36125.371897.17119.00107.96132.23129.5515

7、8.6720119.96146.92133.29163.24159.94195.8922145.15177.77161.28197.52193.53237.0325187.43229.56208.26255.07249.91306.0828235.12287.96261.24319.95313.49383.9532307.09376.11341.21417.90409.46501.48縱向受拉鋼筋的錨固長(zhǎng)度laE鋼筋 種類抗震 等級(jí)混凝土等級(jí)C15C20C25C30C35C40C45C50C55>060HPB300、二54.60d45.17d39.12d34.75d31.65d29.06

8、d27.60d26.29d25.35d24.36d三四、非抗震49.85d47.48d41.24d39.28d35.72d34.02d31.73d30.21d28.90d27.52d26.53d25.27d25.20d24.00d24.00d22.86d23.15d22.05d22.24d21.18dHRB335、二三53.08d48.47d43.91d40.10d38.04d34.73d33.78d30.84d30.77d28.09d28.25d25.79d26.84d24.50d25.56d23.34d24.65d22.50d23.68d21.62d四、非抗震46.16d38.19d33.

9、08d29.38d26.76d24.57d23.34d22.23d21.43d20.59dHRB400、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、二63.67d55.15d48.98d44.61d40.96d38.91d37.06d35.74d34.34

10、d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(zhǎng)度修正系數(shù)詳見?混規(guī)?條.2搭接長(zhǎng)度取值：縱向鋼筋搭接接頭面積百分率W25附,取1.2倍錨固長(zhǎng)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?鋼筋種類HPB300混凝土等級(jí)0150.60200.60250.60300.60350.60400.60450.60500.60550.60600650700750800.70.7

11、0.70.70.7HRB3350.60.60.60.60.60.60.60.60.60.70.70.70.70.73文檔來(lái)源為：從網(wǎng)絡(luò)收集整理,word版本可編輯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/fyHPB3000.2000.2000.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.

12、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板類懸臂板除外構(gòu)件縱向受拉鋼筋的最小配筋率 C15C20C25C30C35C40C45C50C55C60C65C70C75C80HPB30

13、0( I )0.2000.2000.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370HRB335( II )HRB400( m )0.2000.1500.2000.1500.2000.1590.2150.2360.2570.2140.2700.2250.2840.2360.2940.2450.3060.2550.3140.2610.3210.2680.3270.2730.3330.2780.1790.196HRB5000.1500.1500.1500.1500.1620.1770.1860.1960.2030.2110.216

14、0.2210.2260.230受壓構(gòu)件一側(cè)縱向鋼筋的最小配筋率0.2寬板內(nèi)鋼筋面積統(tǒng)計(jì)mm2 鋼筋間距鋼筋直徑mm2045676/8898/101010/121212/141414/1616605236209327471641654838106010731309159718852225256629583351803927.01572453534814916287958059821198141416691924 .22192513853696.0148231333453462591748758924112713311571181120882365903490.714021831442843655

15、9707716873106512571484171019722234953306.91322072984054135296706788271009119014051620 .186821164文檔來(lái)源為：從網(wǎng)絡(luò)收集整理,word版本可編輯1003141.6126196283385393503636644785958113113351539177520211102856.0114178257350357457578585714871102812141399161418281202618.0105164236321327419530537654798942111312831479167612525

16、13.310115722630831440250951562876790510681232142016081302416.696.715121729630238748949560473787010271184136515471402244.089.81402022752803594544605616848089541100126814361502094.483.81311882572623354244295246397548901026118313401601963.578.5123177241245314398403491599707834962110912571701848.073.911

17、5166226231296374379462564665785906104411831801745.369.810915721421827935335843653262874285598611171901653.566.110314920320726533533941350459570381093410582001570.862.898.2141.419219625131832239347956566877088710052201428.057.189.21291751782282892933574365146077008079142401309.052.481.811816016420926

18、52683273994715566417408382501256.650.378.5113154157201254258314383452534616710804框架梁縱向受拉鋼筋的最小配筋率?高?；?混?11.3.6C15C20C25C30C35C40C45C50C55C60C65C70C75C80備注HPB3000.400.400.400.4240.4650.5070.5330.5600.5810.6040.6190.6340.6460.6581抗震時(shí),梁端底向和頂一級(jí)支座HRB3350.400.400.400.400.4190.4560.4800.5040.5230.5440.5570.

19、5710.581 .0.592面鋼筋面積比,一級(jí)?0.40 和 80ft/fyHRB4000.400.400.400.400.400.400.400.4200.4360.4530.4640.4760.4840.4930.5,二三級(jí)不?0.3.HRB5000.400.400.400.400.400.400.400.400.400.400.400.400.4010.4082沿梁頂囿和底向的全一級(jí)跨中 二級(jí)支座0.30 和 65ft/fyHPB300HRB3350.300.300.300.300.3060.3000.3440.3100.3780.3400.4120.3710.4330.3900.45

20、50.4100.4720.4250.4910.4420.5030.4530.5150.4640.5250.4720.5340.481少布置兩根通長(zhǎng)鋼筋,一二級(jí)14mm ,且/、應(yīng)HRB4000.300.300.300.300.300.3090.3250.3410.3540.3680.3770.3860.3940.401小于相應(yīng)縱筋面積的HRB5000.300.300.300.300.300.300.300.300.300.3050.3120.3200.3260.3321/4.二四級(jí)12mm ,5文檔來(lái)源為：從網(wǎng)絡(luò)收集整理,word版本可編輯二級(jí)跨中 三四級(jí)支座 0.25 和 55ft/fyHP

21、B3000.250.250.2590.2910.3200.3480.3670.3850.3990.4160.4260.4360.4440.4523一二三級(jí)框架梁中貫 通中柱的每根縱向鋼筋 的直徑,不宜大于柱1/20HRB3350.250.250.250.2620.2880.3140.3300.3470.3590.3740.3830.3920.4000.407HRB4000.250.250.250.250.250.2610.2750.2890.2990.3120.3190.3270.3330.339HRB5000.250.250.250.250.250.250.250.250.250.2580.

22、2640.2710.2760.281該方向截回尺寸,圓柱,三四級(jí)跨中 非抗辰0.20 和 45ft/fyHPB3000.200.200.2120.2380.2620.2850.3000.3150.3270.3400.3480.3570.3630.370取該方向弦長(zhǎng).4特一級(jí)取值同一級(jí).5受扭縱筋最小配筋率 詳見?混?9.2.5條；HRB3350.200.200.200.2150.2360.2570.2700.2840.2940.3060.3140.3210.3270.333HRB4000.200.200.200.200.200.2140.2250.2360.2450.2550.2610.268

23、0.2730.278HRB5000.200.200.200.200.200.200.200.200.2030.2110.2160.2210.2260.230轉(zhuǎn)換梁0.6一級(jí) 0.5二級(jí)0.4三四級(jí)、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w 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跨高比,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

24、座處取 2.5%,跨中取4%;非抗震時(shí)取4%.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w 2.5寸,不宜大于1.5%; 2.5跨高比時(shí),不宜大于 2.5%;框架梁、連梁沿梁全長(zhǎng)箍筋面積配筋率加密區(qū)和非加密區(qū)?高?伊V鋼筋 等級(jí)混凝土等級(jí)加密區(qū) 長(zhǎng)度箍筋 間距箍筋 直徑C15C20C25C30C35C40C45C50C55C60C65C70C75C80一級(jí)0.30ft/fyvHPB3000.1010.1220.1410.1590.1740.1900.2000.2100.2180.

25、2270.2320.2380.2420.247Max2h, 500Min h/4, 6d,10010HRB3350.0910.1100.1270.1430.1570.1710.1800.1890.1960.2040.2090.2140.2180.222HRB4000.0760.0920.1060.1190.1310.1430.1500.1580.1630.1700.1740.1780.1820.185二級(jí)0.28ft/fyvHPB3000.0940.1140.1320.1480.1630.1770.1870.1960.2030.2120.2170.2220.2260.230Max1.5h, 5

26、00Min h/4, 8d,1008HRB3350.0850.1030.1190.1330.1470.1600.1680.1760.1830.1900.1950.2000.2030.207HRB4000.0710.0860.0990.1110.1220.1330.1400.1470.1520.1590.1630.1660.1700.173三四級(jí)HPB3000.0880.1060.1220.1380.1510.1650.1730.1820.1890.1960.2010.2060.2100.214MaxMin86文檔來(lái)源為：從網(wǎng)絡(luò)收集整理,word版本可編輯0.26ft/fyvHRB3350.07

27、90.0950.1100.1240.1360.1480.1560.1640.1700.1770.1810.1850.1890.1921.5h, 500h/4, 8d,150HRB4000.0660.0790.0920.1030.1130.1240.1300.1370.1420.1470.1510.1550.1570.160非抗辰0.24ft/fyvHPB3000.0810.0980.1130.1270.1400.1520.1600.1680.1740.1810.1860.1900.1940.197非抗震時(shí),VW0.7ftbh.時(shí),HRB3350.0730.0880.1020.1140.1260

28、.1370.1440.1510.1570.1630.1670.1710.1740.178不需考慮最小配筋率,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(shí),框架梁p sv>0,28ft/fyv轉(zhuǎn)換梁>0.5% 2由p sv=As/bs=nAs/bs ,得As/s=b p sv 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(zhǎng)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,

29、 200).5加密區(qū)的箍筋肢距,一級(jí)：wma X200, 20倍箍筋直徑),二三級(jí)w ma x(250, 20倍箍筋直徑),四級(jí)w 300 6偏心受拉,p sv >/fyv梁中最小面積配箍率要求匯總抗震等級(jí)特一級(jí)一級(jí)二級(jí)三、四級(jí)非抗震備注框架梁0.33ft/fyv0.30ft/fyv0.28ft/fyv0.26ft/fyv0.24ft/fyv沿梁全長(zhǎng)?高?6.3.5連梁0.30ft/fyv0.30ft/fyv0.28ft/fyv0.26ft/fyv0.24ft/fyv抗震設(shè)計(jì)時(shí),沿連梁全長(zhǎng)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/fy

30、v1.0ft/fyv0.9ft/fyv加密區(qū)?高?10.2.77文檔來(lái)源為：從網(wǎng)絡(luò)收集整理,word版本可編輯箍筋單肢面積/間距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.

31、19052.11643.30691000.28270.50270.78541.13102.01063.14161100.25700.45700.71401.02821.82782.85601200.23560.41890.65450.94251.67552.61801250.22620.40210.62830.90481.60852.51331300.21750.38670.60420.87001.54662.41661400.20210.35900.56100.80781.43622.24401500.18850.33510.52360.75401.34042.09441600.17670.

32、31420.49090.70691.25661.96351700.16630.29570.46200.66531.18271.84801800.15710.27930.43630.62831.11701.74531900.14880.26460.41340.59521.05821.65352000.14140.25130.39270.56551.00531.57082200.12850.22850.35700.51410.91391.42802400.11780.20940.32720.47120.83781.30902500.11310.20210.31420.45240.80421.256

33、6fc/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(shuō)明1框剪結(jié)構(gòu) 的框架 柱、有關(guān) 梁V, M1框架承當(dāng)?shù)目偧袅φ{(diào)整Vf

34、)0.20V寸,不調(diào)整,否那么取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按振型分解反響譜法計(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(duì)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V, M1板柱承當(dāng)?shù)目偧袅Φ恼{(diào)整VO 0.2Vi,2抗震墻承當(dāng)?shù)目偧袅Φ恼{(diào)整1總體調(diào)整2按振型分解反響譜法計(jì)算地震作用 時(shí),調(diào)整應(yīng)在振型組合后、并滿足樓帶VO 0.2Vi,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)

35、值,N不調(diào)整.層最小地震剪力的前提下進(jìn)行.3僅針對(duì)地震作用標(biāo)準(zhǔn)值4?高?8.1.103局部框支 抗震墻的 框支柱、 有關(guān)梁V, M1框支柱總剪力調(diào)整a每層框支柱數(shù)目n< 10框支層0 2 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0 2 時(shí),2Vci> 0.2V0框支層3時(shí),2Vci> 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一調(diào)整后每根框支柱承當(dāng) 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

36、.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(jí)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,N1彎矩設(shè)計(jì)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(jí)1.5 ,二級(jí)1.32地震作用產(chǎn)生的軸力標(biāo)準(zhǔn)值放大一級(jí) 1.5 ,二級(jí) 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(duì)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

37、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)那么結(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(zhǎng)邊1.05;當(dāng)扭轉(zhuǎn)剛度較小時(shí), 周邊各構(gòu)件宜1.3.2角部構(gòu)件乘以兩個(gè)方向增大系數(shù)1局部調(diào)整2僅用于規(guī)那么結(jié)構(gòu)不進(jìn)行扭轉(zhuǎn)藕聯(lián)計(jì)算時(shí)3?抗?5.2.3構(gòu)件內(nèi)力調(diào)整內(nèi)容說(shuō)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(jí)：1.6 ,二級(jí)：1.31構(gòu)件調(diào)整.2?高?10.2.49框架柱M1一級(jí)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

38、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(jí)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,對(duì)框架結(jié)構(gòu),二、三級(jí)分別1構(gòu)件調(diào)整.2?高?6.2.33軸力設(shè)計(jì)值不調(diào)整取1.3,1.2 ;對(duì)其他結(jié)構(gòu)中的框架,一、二、三、四級(jí)分別取1,4,1,2,1,1,1,111角柱M, V設(shè)計(jì)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(shè)計(jì)值放大系數(shù)1一級(jí)框架結(jié)構(gòu)和9度時(shí)的框架,9度時(shí) 的一級(jí)剪力墻,按實(shí)配鋼筋進(jìn)

39、行調(diào)整.2其他情況：一、二、三、四級(jí)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(jí)剪力墻、筒體墻：底部增強(qiáng)部位彎矩設(shè)計(jì)值乘以1,1 ,其它部位1,3 o2雙肢抗震墻當(dāng)一肢偏心受拉時(shí),另一肢 彎矩、剪力設(shè)計(jì)值應(yīng)乘以1,25.3 一級(jí)剪力墻底部增強(qiáng)部位以上部位,墻肢M設(shè)計(jì)值乘以1,2, V設(shè)計(jì)值乘以1,31構(gòu)件調(diào)整.2?高?3.10,5 ; 7,2,4 ; 7,2,53底部增強(qiáng)部位取值：一般：Max 底部?jī)蓪?H/10;H< 24m時(shí),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局

40、部框支 落地剪力 墻M彎矩設(shè)計(jì)值放大系數(shù)1底部增強(qiáng)部位：特一、一、二、三分別取 1,8,1,5,1,3,1,12其他部位：一級(jí)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?10,2,1815抗震墻墻 肢及局部 框支落地 剪力墻V設(shè)計(jì)值放大系數(shù)1底部增強(qiáng)部位：特一、一、二、三分別取 1,9,1,6,1,4,1,29度一級(jí)剪力墻,按實(shí)配其它部位：特一級(jí) 1,4, 一級(jí)1,3短肢剪力墻：一、二、三級(jí)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(diǎn)V強(qiáng)節(jié)點(diǎn)剪力設(shè)計(jì)值調(diào)整系數(shù)1一級(jí)框架結(jié)構(gòu)和9度時(shí)的一級(jí)框架,按 實(shí)配鋼筋進(jìn)行調(diào)整.2其它情況

41、,框架結(jié)構(gòu),一、二、三級(jí)分 別取1,5 , 1,35 , 1.2 ;其它結(jié)構(gòu)中的框架,一、二、三級(jí)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配筋率抗震等 級(jí)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(yīng)小于腹板截面積的 0.1%. 抗扭縱筋最小配筋率詳見標(biāo)準(zhǔn)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

42、 45ft/fy )非抗震Max (0,20 和 45ft/fy )連梁?jiǎn)蝹?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 )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(yīng)小于8mm,間距不應(yīng)大于200mm；跨高比W2,卅,兩側(cè)腰筋總面積率0.3%轉(zhuǎn)換梁上、下

43、每側(cè)縱向受拉鋼筋的最小配筋率抗震等級(jí)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(shí),2.5% 當(dāng)配置的受壓鋼筋面積不小于受拉鋼筋的一半時(shí),可縮小到2.75%,非抗震時(shí),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(jí)特一級(jí)一級(jí)二級(jí)三、四級(jí)非抗震備注框架梁0.33ft/fyv0.30ft/fyv0.28ft/fyv0.26ft/fyv0.24ft/fyv沿梁全長(zhǎng)?高?6.3.5連梁0.30ft/fyv0.30ft/fyv0.28ft/fyv0.26ft/fyv0.24ft/fyv抗震時(shí),沿連梁全長(zhǎng)

44、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(shí),不應(yīng)小于0.36t/fyv ;2非地震組合存在扭矩時(shí),不應(yīng)小于0.28ft/fyv.混凝土柱全部縱向鋼筋最小配筋率特一級(jí)一級(jí)二級(jí)三級(jí)四級(jí)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(jí)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(jí)、400MP級(jí)縱向受力鋼筋時(shí),應(yīng)分別按表中數(shù)值增加0.1和0.05采用;3當(dāng)混凝土強(qiáng)度等級(jí)高于 C60時(shí),上述數(shù)值應(yīng)增加 0.1采用.4對(duì)IV類場(chǎng)地上較高高于框架結(jié)構(gòu),高于其它結(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?條,其調(diào)整后的全部縱向鋼筋最小配筋率不應(yīng)小于0.8%, IV類場(chǎng)地上高于的異形柱框架結(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(jí)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(yīng)44鋼筋混凝土柱箍筋最小體積配箍率特一級(jí)一級(jí)二級(jí)三級(jí)四級(jí)9度非抗震框架柱1.40.80