1、2.10第1/1軸框架梁、柱配筋計算2.10.1承載力抗震調整根據高層建筑混凝土結構規范(JGJ3-2002)式(4.7.2-2)規定，有地震作用組合時，作用效應設計值S應采用下式表達式：S<R/Yre(2.3)式：Yre為構件承載力抗震調整系數，取值見表2.10-1：表2.10-1承載力抗震調整系數表構件類別梁軸壓比小于0.15的柱軸壓比不小于0.15的柱剪力墻各類構件節點受力狀態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具體調整見梁、柱配筋表。最小配筋率的確定：根據混凝土結構設計規范(GB50010-2002)11.3.6規定，

2、三級抗震時，框架梁正截面設計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大丁2.5%。2.10.2梁截面設計1).梁的正截面強度計算材料強度：C30(R=14.3N/mm2,ft=1.43N/mm2);HPB400級鋼筋(fy=360N/mm2)。(1) AB跨梁正截面受彎承載力計算。從梁內力組合表中，挑出第一層AB梁跨中及支座截面的最不利內力。、MA=T71.68(79.08)kN.m

3、VA=114.80kNM中=90.8kN.mMB=T54.08(35.82)kN.mVB=T19.44kN、計算跨中截面。因梁板現澆，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-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右端負彎矩配筋，截面按矩形截面計算。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=業宜=1.0M32504650.254=1172.89mm2fy360=1598.4510N.mm=1598.45kN.mM=90.8kN.m選用4_20,A-1256mm2驗算最小配筋率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負彎矩配筋，截面按矩形截面計算。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梁的斜截面強度計算：1）最少配筋率的確定根據高層建筑混凝土結構技術規程（JGJ3-20026.3.4規定，三級抗震設計時，框架梁沿梁全長箍筋的面積配筋率應符合下式要求：Ps0.26ft/fyv,由丁本設計混凝土采用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梁問最大剪力設計值為119.44kN計算抗剪配筋：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所以梁箍筋按構件配置即可。配雙肢箍8,Av=101mm2由構造要求，非加密區取S=200mm,即*8200加密區取S=100mm，取*8100加密區取長度（1.5h、500的最大值），取900mm。驗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度14.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.30鋼筋強度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算（第一層）梁號LabLbcLcd時(kN)119.44138.19119.44b(mm)250250250h0(mm)4753254750.25&fcbh°424.53290.47424.530.7ftbho118.8681.33118.86nAsv1?reV0.7ftbh0s1.25fyvh0按構造配筋SM150mm(28)按構造配

13、筋選筋（雙肢）J8200l815018200實際Asvi(mm2)50.350.350.3實際nAsWs1.011.011.01s=nAsv1/(sb)(%)0.5030.6710.503psv,min=24ft/fyv(%)0.1630.1630.163注：梁端加密區的長度max(1.5hb,500)=max(1.5500,500)=750mm,取900mm,選用1：81002.10.3柱的截面設計1).柱的正截面強度計算(1) 柱的計算長度本工程采用現澆式樓蓋，根據混凝土結構設計規范(GB50010-2002)7.3.11規定，框架各層柱的計算長度對丁底層柱取：l0=1.0H=1.0x52

14、50=5250mm,其余各層柱取：l0=1.25H層高=1.25x3900=4875mm。(2) 最小配筋率的確定因本工程為三級抗震，根據建筑抗震設計規范(GB50011-2001)6.3.8規定，柱縱向鋼筋的最小總配筋率為0.7%,同時，每一側配筋率不應小丁0.2%。(3) 據建筑抗震設計規范(GB50011-2001)6.2.2規定，一、二、三級框架的梁柱節點處，柱端組合的彎矩設計值應符合下式要求。£McfEMb(2.5)式中：nc為柱端彎矩增大系數，一級抗震時取1.4,二級取1.2,三級取1.1,由丁設計為三級抗震，所以氣取為1.1；ZMb為節點左右梁截面反時針或順時針方向組合

15、的彎矩設計值之和；ZMc為節點上下柱端截面順時針或反時針方向組合的彎矩設計值之和，上下柱端的彎矩設計值，可按彈性分析分配。(4) 截面參數的計算根據混凝土結構設計規范(GB50010-2002)7.3.3規定，附加偏心距ea應取20mm和偏心方向截面最大尺寸的1/30兩者的較大值。軸向壓力對截面重心的偏心距e°=M/N；軸向壓力作用點至縱向普通受拉鋼筋的合力點距離e=hei+h/2-a，其中偏心受壓構件考慮二階影響的軸向壓力偏心距增大系數n=1+1''0&2(2.6)1400e/h°.hj式中：匚產0.5fcA，當匚11.0時取匚1=1.0;N匚2為

16、構件長細比對截面曲率的影響系數；當NaNb=%fcbtbbh0時，為小偏心受壓，否則為大偏心受壓。(5) 現以一層B軸柱來說明柱截面的配筋過程，從表B柱的內力挑選中，挑出第1層B柱截面的最不利內力組。混凝土強度等級：C30(fc=14.3N/mm2,ft=1.43N/mm2);HPB335級鋼筋(fy=300N/mm2),HRB235級車岡筋(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計值驗算軸壓比:Nmaxfcbh1250.2610314.3450450=0.432：0.9Hn2h0(5.25-0.5)1032415=5.6a2,為長柱柱截面的配筋計算見表2.10-4,表2.10-4底層B柱截面的配筋計算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柱頂的配筋計算:根據已知條件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所以應該按構造配置縱向鋼筋。三級框架柱縱向配筋率不應大丁5%,且不小丁0.7%,每側不應小丁0.2%。一20.007bh°=0.007450415=1307mm實際每側配筋2此18+1也6(P=710.1=0.355%>0.2%)，共配4業18+6140050016(總配筋面積為2223mm2>1307mm2)。同理：求得B柱截面設計如下表2.10-5:表2.10-5B柱截面設計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162業18+1業162業18+1業162業18+1業162業18+1業16坦18+1業16實際As(mm2)710.1710.1710.1710.1710.1710.1M%)0.3550.3550.3550.3550.3550.355p側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162業8+1業16

27、2業18+1業162業18+1業1621L18+1業16型18+1業16實際As(mm2)710.1710.1710.1710.1710.1710.1仞()0.3550.3550.3550.3550.3550.355p側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162乩8+1業162業18+1業162業18+1業162業18+1虹16疝8+但16實際As(mm2)7

30、10.1710.1710.1710.1710.1710.1P1(%)0.3550.3550.3550.3550.3550.355p側min(%)0.20.20.20.20.20.22.9.4柱的節點設計本框架抗震等級為三級，只需要按高層建筑混凝土結構技術規程（JGJ3-20026.4.10的要求在節點加密區設置水平箍筋，配筋特征值七不宜小丁0.08,體積配箍率不宜小丁0.4%,不必專門進行抗剪承載力的計算，所以配*810002).柱的斜截面強度計算：(1) 最小配筋率的確定：根據混凝土結構設計規范(GB50010-2002)11.4.17規定，柱箍加密區箍筋的體積配筋率3-，式中、為最小配箍特征值，按混凝土結構設計規范(GB50010-2002)土11.4.17規定采用。(2) 框架柱的計算剪跨比的確定：根據混凝土結構設計規范(GB50010-200211.4.9規定，框架柱的計算剪跨比當框架結構中的框架柱的反彎點在柱層高范圍內時，可取人=Hn/(2h0)。(3) 保證強剪弱彎，根據建筑抗震設計規范(GB50011-2