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1、十截面设计(-)梁截面设计1 .正截面受弯承载力计算D已知条件混凝土强度等级选用C30,fc=14.3Nmm2,f1=1.43Nmm2o纵向受力钢筋选用HRB335(fy=y=300Nmm2),箍筋选用HRB235(fy=y=210Nmm2)o梁的截面尺寸为300x800,300x600两种，贝IJhO尸800-35=765mm,ho2=600-35=565mm02)构造要求(1)承载力抗震调整系数YRE=O.75(2)三级抗震设防要求，框架梁的混凝土受压区高度xW).35ho贝IJxO.35ho=O.35765=267.75mmX2(551.43/300)%300765=417.83mm20
2、.25%300565=423.75mm2(551.43/300)%300565=256.09mm2所以：ASI1nin=573.75mm)As2min=423.75mm2跨中：0.2%300765=459mm2(451.43/300)%300765=341.86mm20.2%300565=339mm2(451.43/300)%300565=252.48mm2以：ASh1Iin=459mmAs2min=339mm2(4)箍筋的配箍率箍筋的配筋率psvmin=0.24ffyv=0.241.43/210=0.16%4)配筋计算因结构、荷载均对称，故整个框架采用左右对称配筋。当梁下部受拉时，按T形截面
3、控制。当梁上部受拉时，按矩形截面设计。以第五层AB跨梁为例，给出计算方法和过程，其他各梁的配筋计算见表格。(1)跨中下部受拉，按T形截面设计。翼缘计算宽度按跨度考虑时，b13=7.23=2.4m=2400mm；当按梁间间距考虑时，bb+S=3OO+(39OO-150-1OO)=3O5Omm；当按按翼缘厚度考虑时，ho=765mm,h,fho=100/765=0.1310.1,此种情况不起控制作用。综上，取b,f=2400mmo考虑抗震承载力调整系数yre=0.75,弯矩设计值为0.75132.73=99.55kNmo因为a,fcbfh,f(ho-)=1.O14.32400100(765-岑)=
4、2453.88kNm99.55kNm,故属第一类截面。As=a1fcb,fh0fy=0.0051.014.324765/300=435mm2而Asi=459mm2,故配筋2曲18,As=509mm2(2)支座(以左支座为例)将下部截面的2亚18钢筋深入支座，作为支座负弯矩作用下的受压钢筋(A=509mm2),再计算相应的受拉钢筋ASQ考虑抗震承载力调整系数，弯矩设计值为0759619=72.14kNm=-0.016,4=-0.016vO1.014.3300765272.14IO6-300509(765-35)说明A=富余，且达不到屈服，可以近似取而Asin=573.75mm2,故配筋220,A
5、s=628mm2全部梁的正截面配筋计算过程与结果见下表。梁正截面配筋计算表楼层截面M(kNm)A,s(mm2)As(mm2)实配AS(mm2)AVAs五1-72.1405093293虫18,7630.67299.550.0054352418,5093-70.610509322318,7630.674-44.010509201218,5091.052.810.00117218,509四1-168.970.0017607723史20,9420.812145.020.007634222,7603-156.630760715320,9420.814-88.560509404218,5091.0535.
6、480.008210218,5091-231.830.02676010594堂20,12560.612147.860.007647222,7603-194.590.011760889420,12560.614-121.580.0075095552虫20,6280.81569.640.0154142418,5091-265.150.0397601211420,12560.612148.290.0076492虫22,7603-226.830.0247601036油20,12560.614-150.20.009628686320,9420.67598.160.0225862虫20,6281-307.
7、830.05676014054虫22,15200.612168.830.0087392422,7603-237.750.0287601086422,15200.614-169.20.009760773320,9420.645114.20.0256822422,7600.812 .斜截面受弯承载力计算承载力抗震调整系数YRE=O.85。以第五层AB,BC跨梁为例，给出计算方法和过程，其他各梁的配筋计算见表格。AB跨梁YREV=O.85x109.05=92.69kN92,69kN箍筋加密区长度取12m,非加密区取2肢8150设置满足要求。BC跨梁reV=0.8547.11=40.04kN40.04
8、kN由于非加密区长度较小，故全跨可按加密区配置,全部梁的斜截面配筋计算结果与结果见下表。梁斜截面配筋计算表楼层梁YreV(kN)O.2cfcbho(kN)Asv/s加密区实配(Asv/s)非加密区实配p(%)五AB92.69656.37-0.22双肢中8100(1.01)双肢08150(0.224)BC40.04484.77-0.42双肢68100(1.01)双肢8100(0.337)四AB171.84656.370.17双肢8100(1.01)双肢中8150(0.224)BC79.08484.77-0.15双肢中8100(1.01)双肢O8100(0.337)AB190.28656.370.
9、26双肢68100(1.01)双肢8(g150(0.224)BC113.97484.770.08双肢8100(1.01)双肢中8100(0.337)AB202.62656.370.32双肢中8100(1.01)双肢08150(0.224)BC143.65484.770.28双肢68100(1.01)双肢8100(0.337)AB215.05656.370.38双肢8100(1.01)双肢08150(0.224)BC162.14484.770.41双肢中8100(1.01)双肢O8100(0.337)(二)柱截面设计1 .已知条件混凝土采用C30,fc=14.3Nmn?,fi=1.43N/mm，
10、纵向受力钢筋选用HRB400(fy=y=360Nmm2)1箍筋选用HRB235(fy=y=210Nmm2)o柱的截面尺寸：底层为650650；其他层为600600o贝IJhoi=650-40=61Omm,ho=6OO-4O=56Ommo2 .构造要求1)抗震调整系数YRE=O.802)三级抗震设防要求，框架柱纵筋最小配筋百分率应满足：07%贝IJAsmin=0.007650610=2276mm2,Asmi=0.007600560=2352mm23 .剪跨比和轴压比验算剪跨比宜大于2,三级框架轴压比应小于0.8,从下表中可见均满足要求。柱剪跨比和轴压比计算表楼层柱b(mm)ho(mm)Mc(kN
11、m)Vc(kN)N(kN)McVchoN/fcbho五边600560134.4698.52432.32.440.089973中600560138.49103.73496.812.380.103399四边600560226176.481030.582.290.21449中600560224.34167.11230.772.400.256154边600560226.58169.81628.892.380.339013中600560262.9206.561964.742.270.408912边600560247.75191.322227.262.310.463549中600560299.49233.682698.642.290.561655边650610378.98156.622858.083.970.504075中650610444.61183.753463.953.970.6109314 .柱正截面承载力计算计算要点：4=-4-=O518,=,当b时为1fyfcbh0EAU小偏心受压柱。ea取20mm和h/30两者中的较大值。当eihoO.3时，=1.0；当eihoO.3时，G1=O.2+2.7eiho且01.0。
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