9、210框架梁、柱配筋計(jì)算

1、2.10第1/1軸框架梁、柱配筋計(jì)算2.10.1承載力抗震調(diào)整根據(jù)高層建筑混凝土結(jié)構(gòu)規(guī)范(JGJ3-2002)式(4.7.2-2)規(guī)定，有地震作用組合時(shí)，作用效應(yīng)設(shè)計(jì)值S應(yīng)采用下式表達(dá)式：S<R/Yre(2.3)式：Yre為構(gòu)件承載力抗震調(diào)整系數(shù)，取值見表2.10-1：表2.10-1承載力抗震調(diào)整系數(shù)表構(gòu)件類別梁軸壓比小于0.15的柱軸壓比不小于0.15的柱剪力墻各類構(gòu)件節(jié)點(diǎn)受力狀態(tài)受彎偏壓偏壓偏壓局部承壓受男、偏拉受男yre0.750.750.800.851.00.850.85具體調(diào)整見梁、柱配筋表。最小配筋率的確定：根據(jù)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(GB50010-2002)11.3.6規(guī)定，

2、三級(jí)抗震時(shí)，框架梁正截面設(shè)計(jì)抗震要求的最小配筋率支座取0.25%和55ft/fy%=55X1.43/360=0.218%的較大值，跨中取0.20%和45ft/fy%=45X1.43/360=0.179%的較大值，所以支座取0.25%,跨中取0.20%。且梁端縱向受拉鋼筋的配筋率不應(yīng)大丁2.5%。2.10.2梁截面設(shè)計(jì)1).梁的正截面強(qiáng)度計(jì)算材料強(qiáng)度：C30(R=14.3N/mm2,ft=1.43N/mm2);HPB400級(jí)鋼筋(fy=360N/mm2)。(1) AB跨梁正截面受彎承載力計(jì)算。從梁內(nèi)力組合表中，挑出第一層AB梁跨中及支座截面的最不利內(nèi)力。、MA=T71.68(79.08)kN.m

3、VA=114.80kNM中=90.8kN.mMB=T54.08(35.82)kN.mVB=T19.44kN、計(jì)算跨中截面。因梁板現(xiàn)澆，故跨中按T形截面hf=12m0n,h0=46m5n,hf/h0=12/06=50.2580.1,bf不受此限制，b+sn=4500mm,l0/3=6900/3=2300mm,故取bf=2300mm。''：1fcbfhf(國(guó)-hf/2)=1.014.32300120(465-120/2)_6.一故屆第一類T形截面。：s90.81062=0.0128：1fcbfho1.014.323004652松=1一1_2：=1-1-20.0128=0.0129：

4、；b=0.518滿足：x=h0=6.00mm：0.35h0=162.75mm：1fcb'fX：1fcbfh0As=fyfy1.014.323004650.02552=545.92mm360選用3118,入=763mm2,將跨中截面31118全部伸入支座。驗(yàn)算最小配筋率R:As'奇羅63礦0.61%土=0.20%滿足要求。 、支座A右端負(fù)彎矩配筋，截面按矩形截面計(jì)算。171.681062 -2=0.222：1fcbh021.014.325046521 -.1-2：s=0.254：0.518,x=h0=103.23mm2a'=70mm滿足：x£0.35h0=162

5、.75mmAs=業(yè)宜=1.0M32504650.254=1172.89mm2fy360=1598.4510N.mm=1598.45kN.mM=90.8kN.m選用4_20,A-1256mm2驗(yàn)算最小配筋率A:&=炫6=1.00%aPm。®%滿足要求。bh250500 A's/As=763/1256=0.6070.3,滿足要求154.08106支座B負(fù)彎矩配筋，截面按矩形截面計(jì)算。oo=0.199：1fcbh021.014.32504652二1-.1-2：s=0.2240.518,x=h0=104.16mm2a'=70mm：ifcbh0fy滿足：x=h0=104

6、.16mm：0.35ho=162.75mm=1034.36mm21.014.32504650.224360選用420,A=1256mm2驗(yàn)算最小配筋率耳：A1256耳=1.00%APmin=0.25%兩足要求A's/As=763/1256=0.607>0.3,滿足要求（2）AB梁的斜截面強(qiáng)度計(jì)算：1）最少配筋率的確定根據(jù)高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程（JGJ3-20026.3.4規(guī)定，三級(jí)抗震設(shè)計(jì)時(shí)，框架梁沿梁全長(zhǎng)箍筋的面積配筋率應(yīng)符合下式要求：Ps0.26ft/fyv,由丁本設(shè)計(jì)混凝土采用C30,ft=1.43N/mm2,鋼筋采用HRB235,偵=210N/mm2,所以Psvmin

7、=0.26x1.43/2140.17%O按AB梁?jiǎn)栕畲蠹袅υO(shè)計(jì)值為119.44kN計(jì)算抗剪配筋：九/b=475/250=1.90：40.25誨萬忸=0.251.014.3250475=424.53kNV=119.44kN截面尺寸滿足要求。0.7ftbh0=0.71.43250475=118.86kN:V=119.44kN所以梁箍筋按構(gòu)件配置即可。配雙肢箍8,Av=101mm2由構(gòu)造要求，非加密區(qū)取S=200mm,即*8200加密區(qū)取S=100mm，取*8100加密區(qū)取長(zhǎng)度（1.5h、500的最大值），取900mm。驗(yàn)算箍筋的最小配筋率要求。表2.10-2梁正截面受彎承載力計(jì)算（第一層）awLa

8、bLbcLcd左端跨中右端左端跨中右端左端跨中右端頂面底面頂面底面頂面底面頂面底面頂面底面頂面底面混凝土強(qiáng)度14.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.30鋼筋強(qiáng)度360360360360360360360360360360360360360360360M171.6879.0890.80154.0835.82135.3173.8267.96135.3169.11154.0835.8290.80171.6879.08b或bf250230023002502300250700700250700250

9、230023002502300h(mm)500500500500500350350350350350500500500500500h0(mm)465465465465465325325325325325465465465465465hf'120.00120.00120.00100.00100.00100.00120.00120.00120.001598.451598.451598.45275.28275.281598.451598.451598.45截面類型矩形第一類T形第一類T形矩形第一類T形矩形第一類T形第一類T形矩形第一類T形矩形第一類T形第一類T形矩形第一類T形as=M/a1f

10、cbf'h0人20.22210.01110.01280.19930.00500.35830.06980.06430.35830.06540.19930.00500.01280.22210.0111£=1-(1-2as)人20.25450.01120.01290.22450.00500.46770.07240.06650.46770.06770.22450.00500.01290.25450.0112£b0.5180.5180.5180.5180.5180.5180.5180.5180.5180.5180.5180.5180.5180.5180.518.，.'

11、一、%=岳儡0吼2）1175.08475.06545.921036.83214.521509.50654.65600.831509.50611.361036.83214.52545.921175.08475.06選筋4ll203北183。1841203118412231183*184112231184“203118318420318實(shí)際As125676376312567631520763763152076312567637631256763p1=As/bh(%)1.00%0.61%0.61%1.00%0.61%1.74%0.87%0.87%1.74%0.87%1.00%0.61%0.61%1.

12、00%0.61%pmin(%)0.250%0.250%0.200%0.250%0.250%0.250%0.250%0.200%0.250%0.250%0.250%0.250%0.200%0.250%0.250%表2.10-3梁斜截面受彎承載力計(jì)算（第一層）梁號(hào)LabLbcLcd時(shí)(kN)119.44138.19119.44b(mm)250250250h0(mm)4753254750.25&fcbh°424.53290.47424.530.7ftbho118.8681.33118.86nAsv1?reV0.7ftbh0s1.25fyvh0按構(gòu)造配筋SM150mm(28)按構(gòu)造配

13、筋選筋（雙肢）J8200l815018200實(shí)際Asvi(mm2)50.350.350.3實(shí)際nAsWs1.011.011.01s=nAsv1/(sb)(%)0.5030.6710.503psv,min=24ft/fyv(%)0.1630.1630.163注：梁端加密區(qū)的長(zhǎng)度max(1.5hb,500)=max(1.5500,500)=750mm,取900mm,選用1：81002.10.3柱的截面設(shè)計(jì)1).柱的正截面強(qiáng)度計(jì)算(1) 柱的計(jì)算長(zhǎng)度本工程采用現(xiàn)澆式樓蓋，根據(jù)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(GB50010-2002)7.3.11規(guī)定，框架各層柱的計(jì)算長(zhǎng)度對(duì)丁底層柱?。簂0=1.0H=1.0x52

14、50=5250mm,其余各層柱?。簂0=1.25H層高=1.25x3900=4875mm。(2) 最小配筋率的確定因本工程為三級(jí)抗震，根據(jù)建筑抗震設(shè)計(jì)規(guī)范(GB50011-2001)6.3.8規(guī)定，柱縱向鋼筋的最小總配筋率為0.7%,同時(shí)，每一側(cè)配筋率不應(yīng)小丁0.2%。(3) 據(jù)建筑抗震設(shè)計(jì)規(guī)范(GB50011-2001)6.2.2規(guī)定，一、二、三級(jí)框架的梁柱節(jié)點(diǎn)處，柱端組合的彎矩設(shè)計(jì)值應(yīng)符合下式要求。£McfEMb(2.5)式中：nc為柱端彎矩增大系數(shù)，一級(jí)抗震時(shí)取1.4,二級(jí)取1.2,三級(jí)取1.1,由丁設(shè)計(jì)為三級(jí)抗震，所以氣取為1.1；ZMb為節(jié)點(diǎn)左右梁截面反時(shí)針或順時(shí)針方向組合

15、的彎矩設(shè)計(jì)值之和；ZMc為節(jié)點(diǎn)上下柱端截面順時(shí)針或反時(shí)針方向組合的彎矩設(shè)計(jì)值之和，上下柱端的彎矩設(shè)計(jì)值，可按彈性分析分配。(4) 截面參數(shù)的計(jì)算根據(jù)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(GB50010-2002)7.3.3規(guī)定，附加偏心距ea應(yīng)取20mm和偏心方向截面最大尺寸的1/30兩者的較大值。軸向壓力對(duì)截面重心的偏心距e°=M/N；軸向壓力作用點(diǎn)至縱向普通受拉鋼筋的合力點(diǎn)距離e=hei+h/2-a，其中偏心受壓構(gòu)件考慮二階影響的軸向壓力偏心距增大系數(shù)n=1+1''0&2(2.6)1400e/h°.hj式中：匚產(chǎn)0.5fcA，當(dāng)匚11.0時(shí)取匚1=1.0;N匚2為

16、構(gòu)件長(zhǎng)細(xì)比對(duì)截面曲率的影響系數(shù)；當(dāng)NaNb=%fcbtbbh0時(shí)，為小偏心受壓，否則為大偏心受壓。(5) 現(xiàn)以一層B軸柱來說明柱截面的配筋過程，從表B柱的內(nèi)力挑選中，挑出第1層B柱截面的最不利內(nèi)力組?；炷翉?qiáng)度等級(jí)：C30(fc=14.3N/mm2,ft=1.43N/mm2);HPB335級(jí)鋼筋(fy=300N/mm2),HRB235級(jí)車岡筋(fy=210N/mm2)第一組：上端：Mma<=-140.24kN,N=685.17kN,V=66.77kN下端：Mmax=-159.70kN,N=714.93kN,V=66.77kN第二組：上端：M=9.63kN,Nmax=1216.43kN,V

17、=6.80kN下端：M=26.20kN,Nmax=1250.26kN,V=-6.80kN第三組：上端：M=-140.24,N=685.17kN,Vmax=66.77N下端：M=-159.70kN,N=714.93kN,Vmax=66.77kN柱的軸壓比及剪跨比用最大軸力設(shè)計(jì)值驗(yàn)算軸壓比:Nmaxfcbh1250.2610314.3450450=0.432：0.9Hn2h0(5.25-0.5)1032415=5.6a2,為長(zhǎng)柱柱截面的配筋計(jì)算見表2.10-4,表2.10-4底層B柱截面的配筋計(jì)算1層柱上端柱下端M(kN.m)140.249.36140.24159.7026.20159.70N(k

18、N)685.171216.43658.17714.931250.26714.93X106.481189.03102.28111.10194.29111.10&h0(mm)214.97214.97214.97214.97214.97214.97偏壓類型大偏壓大偏壓大偏壓大偏壓大偏壓大偏壓軸壓比0.2410.420.230.250.430.25b(mm)450.00450.00450.00450.00450.00450.00h(mm)450.00450.00450.00450.00450.00450.00hg(mm)415.00415.00415.00415.00415.00415.00e

19、c(mm)204.687.69213.08223.3820.96223.38ea(mm)20.0020.0020.0020.0020.0020.00ei(mm)224.6827.69233.08243.3840.96243.38l0(mm)5250.005250.005250.00P5250.005250.005250.00l0/h11.6711.6711.6711.6711.6711.67司1.0011.001.001.001.001.001.001.001.001.001.001.00門1.182.461.171.171.991.17e(mm)455.031258.04463.42P473

20、.73271.30473.73/2、As(mm)467.12555.23479.01597.22425.45597.22Nx=-1fcb685.171031.014.3450=106.48mm第一組1層B柱頂?shù)呐浣钣?jì)算:根據(jù)已知條件X<譏=0.51841B214.97mm所以為大偏心受壓Meee0=204.68mmNea取h/30=450/30=15mm及20mm中的較大者，即e=20mmei=&ea=224.68mm因x2a=70mm，故將x代入式采用對(duì)稱配筋林"1fcbx(h0,-0.5x)=467.12mm2fy(h0-a)八46712八:=0.23%：|min-

21、0.7%450450所以應(yīng)該按構(gòu)造配置縱向鋼筋。三級(jí)框架柱縱向配筋率不應(yīng)大丁5%,且不小丁0.7%,每側(cè)不應(yīng)小丁0.2%。一20.007bh°=0.007450415=1307mm實(shí)際每側(cè)配筋2此18+1也6(P=710.1=0.355%>0.2%)，共配4業(yè)18+6140050016(總配筋面積為2223mm2>1307mm2)。同理：求得B柱截面設(shè)計(jì)如下表2.10-5:表2.10-5B柱截面設(shè)計(jì)1層柱上端柱下端M(kN.m)140.249.36140.24159.7026.20159.70N(kN)685.171216.43685.17714.931250.26714

22、.93X106.48189.03106.48111.10194.29111.10"(mm)214.97214.97214.97214.97214.97214.97偏壓類型大偏壓大偏壓大偏壓大偏壓大偏壓大偏壓軸壓比0.240.420.240.250.430.25b(mm)450.00450.00450.00450.00450.00450.00h(mm)450.00450.00450.00450.00450.00450.00h0(mm)415.00415.00415.00415.00415.00415.00e0(mm)204.687.69204.68223.3820.96223.38ea

23、(mm)20.0020.0020.0020.00P20.0020.00ei(mm)224.6827.69224.68243.3840.96243.38lo(mm)5250.005250.005250.005250.005250.005250.00lo/h11.6711.6711.6711.6711.6711.671.001.001.001.00一1.001.001.001.001.001.001.001.001.182.461.181.171.991.17e(mm)455.03258.04455.03473.73271.30473.732、As(mm)467.12-555.23467.1259

24、7.22-425.45597.22選筋21118+1業(yè)162業(yè)18+1業(yè)162業(yè)18+1業(yè)162業(yè)18+1業(yè)162業(yè)18+1業(yè)16坦18+1業(yè)16實(shí)際As(mm2)710.1710.1710.1710.1710.1710.1M%)0.3550.3550.3550.3550.3550.355p側(cè)min(%)0.20.20.20.20.20.23層柱上端柱下端M(kN.m)112.3232.53112.3296.5333.5696.53N(kN)397.24615.59397.24419.35643.86419.35X61.7395.6661.7365.17100.0665.17$h°(

25、mm)214.97214.97214.97214.97214.97214.97偏壓類型大偏壓大偏壓大偏壓大偏壓大偏壓大偏壓軸壓比p0.140.210.140.140.220.14b(mm)450.00450.00450.00450.00450.00450.00h(mm)450.00450.00450.00450.00450.00450.00h°(mm)415.00415.00415.00415.00415.00415.00e0(mm)282.7552.84282.75230.1952.12230.19ea(mm)20.0020.0020.0020.0020.0020.00ei(mm)

26、302.7572.84302.75250.1972.12250.19l°(mm)4875.004875.004875.004875.004875.004875.00l0/h10.8310.8310.8310.8310.8310.8341.001.001.001.001.001.001.001.001.001.001.001.001.111.481.111.141.481.14e(mm)147.54297.63147.5494.98296.9194.982、As(mm)428.43-312.91428.43291.15-320.33291.15選筋21J_18+1業(yè)162業(yè)8+1業(yè)16

27、2業(yè)18+1業(yè)162業(yè)18+1業(yè)1621L18+1業(yè)16型18+1業(yè)16實(shí)際As(mm2)710.1710.1710.1710.1710.1710.1仞()0.3550.3550.3550.3550.3550.355p側(cè)min(%)0.20.20.20.20.20.2頂層柱上端柱下端M(kN.m)95.352.2195.371.8738.2771.87N(kN)231.17323.92231.17253.29352.19253.29X35.9250.3435.9239.3654.7339.36"(mm)214.97214.97214.97214.97214.97214.97偏壓類型大

28、偏壓大偏壓大偏壓大偏壓大偏壓大偏壓軸壓比p0.080.110.080.090.120.09b(mm)450.00450.00450.00450.00450.00450.00h(mm)450.00450.00450.00450.00450.00450.00h°(mm)415.00415.00415.00415.00415.00415.00e0(mm)412.25161.18412.25283.75108.66283.75ea(mm)20.0020.0020.0020.0020.0020.00e(mm)432.25181.18432.25303.75128.66303.75l°

29、(mm)4875.004875.004875.004875.004875.004875.00l0/h10.8310.8310.8310.8310.8310.831.001.001.001.001.001.0021.001.001.001.001.001.001.081.191.081.111.271.11e(mm)277.0425.97277.04148.54-26.55148.54“/一2、As(mm)468.1561.49468.15275.02-68.35275.02選筋2山8+1業(yè)162乩8+1業(yè)162業(yè)18+1業(yè)162業(yè)18+1業(yè)162業(yè)18+1虹16疝8+但16實(shí)際As(mm2)7

30、10.1710.1710.1710.1710.1710.1P1(%)0.3550.3550.3550.3550.3550.355p側(cè)min(%)0.20.20.20.20.20.22.9.4柱的節(jié)點(diǎn)設(shè)計(jì)本框架抗震等級(jí)為三級(jí)，只需要按高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程（JGJ3-20026.4.10的要求在節(jié)點(diǎn)加密區(qū)設(shè)置水平箍筋，配筋特征值七不宜小丁0.08,體積配箍率不宜小丁0.4%,不必專門進(jìn)行抗剪承載力的計(jì)算，所以配*810002).柱的斜截面強(qiáng)度計(jì)算：(1) 最小配筋率的確定：根據(jù)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(GB50010-2002)11.4.17規(guī)定，柱箍加密區(qū)箍筋的體積配筋率3-，式中、為最小配箍特征值，按混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(GB50010-2002)土11.4.17規(guī)定采用。(2) 框架柱的計(jì)算剪跨比的確定：根據(jù)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(GB50010-200211.4.9規(guī)定，框架柱的計(jì)算剪跨比當(dāng)框架結(jié)構(gòu)中的框架柱的反彎點(diǎn)在柱層高范圍內(nèi)時(shí)，可取人=Hn/(2h0)。(3) 保證強(qiáng)剪弱彎，根據(jù)建筑抗震設(shè)計(jì)規(guī)范(GB50011-2