5层高校教学楼毕业设计 10 截面设计

乌海大学毕业设计十 截面设计（一）梁截面设计1正截面受弯承载力计算1）已知条件混凝土强度等级选用C30，fc=14.3N/mm2，ft=1.43N/mm2。纵向受力钢筋选用HRB335（fy= fy=300N/mm2），箍筋选用HRB235（fy= fy=210N/mm2）。梁的截面尺寸为300800，300600两种，则h01=800-35=765mm，h02=600-35=565mm。2）构造要求（1）承载力抗震调整系数RE=0.75（2）三级抗震设防要求，框架梁的混凝土受压区高度x0.35h0则x10.35h01=0.35765=267.75mmx20.35h02=0.35565=197.75mm（3）梁的纵筋最小配筋率：支座：0.25%300765=573.75mm2(551.43/300) %300765=417.83mm20.25%300565=423.75mm2(551.43/300) %300565=256.09mm2所以：As1min=573.75mm2As2min=423.75mm2跨中：0.2%300765=459mm2(451.43/ 300) %300765=341.86mm20.2%300565=339mm2(451.43/300) %300565=252.48mm2所以：As1min=459mm2As2min=339mm2（4）箍筋的配箍率箍筋的配筋率svmin=0.24ft/fyv=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，bf=l/3=7.2/3=2.4m=2400mm；当按梁间间距考虑时，bf=b+Sn=300+(3900-150-100)=3050mm；当按按翼缘厚度考虑时，h0=765mm,hf/h0=100/765=0.1310.1,此种情况不起控制作用。综上，取bf=2400mm。考虑抗震承载力调整系数RE=0.75，弯矩设计值为0.75132.73=99.55kNm。因为，故属第一类截面。，而Asmin=459mm2，故配筋218，As=509mm2（2）支座（以左支座为例）将下部截面的218钢筋深入支座，作为支座负弯矩作用下的受压钢筋（As=509mm2）,再计算相应的受拉钢筋As。考虑抗震承载力调整系数，弯矩设计值为0.7596.19=72.14kNm。，说明As富余，且达不到屈服，可以近似取而Asmin=573.75mm2，故配筋220，As=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)As(mm2)As(mm2)实配As(mm2)As/As五1-72.140509329318,7630.67299.550.005435218,5093-70.610509322318,7630.674-44.010509201218,5091.052.810.00117218,509四1-168.970.001760772320,9420.812145.020.007634222,7603-156.630760715320,9420.814-88.5615时，2=1.15-0.01l0/h且1.0。，取Cm=1.02S/h0，；2S/h0，具体计算与配筋过程见下列两表。- 1 -边柱五层四层三层二层一层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM (KNm)107.5779.5140.18180.80154.1011.09181.2681.0642.29198.2089.2651.96303.1868.18259.86N (KN)286.18345.84264.62783.23824.46650.671179.871303.111020.851645.351781.811380.482144.832286.461752.230.0600.0720.0550.1630.1720.1350.2460.2710.2120.3420.3710.2870.3780.4030.309大小偏心大大大大大大大大大大大大大大大e0=M/N (mm)375.88229.90151.84230.84186.9117.04153.6362.2141.43120.4650.1037.664141.3529.82148.30ea (mm)20202020202020202020202021.6721.6721.67ei= e0+ ea (mm)395.88249.90171.84250.84206.9137.04173.6382.2161.43140.4670.1057.64163.0251.49169.97ei/h00.710.450.310.450.370.070.310.150.110.250.130.100.270.080.2811.01.01.01.01.00.3791.00.5960.4960.8770.5380.4780.9220.4280.952l0 (m)2.522.522.522.522.522.522.522.522.522.522.522.523.713.713.71l0/h4.24.24.24.24.24.24.24.24.24.24.24.25.715.715.7121.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0571.0901.1311.0901.1091.2301.1301.1631.1821.1411.1731.1871.1641.2411.1622aS/h00.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1310.1310.131e (mm)678.38532.40454.34533.34489.41305.57456.13355.62332.59420.20342.20328.39474.72348.88482.56AS=AS(mm2)10389846438000000000000实配钢筋420420420420422面积(mm2)12561256125612561520S(%)1.121.121.121.121.15边柱正截面配筋计算表中柱正截面配筋计算表中柱五层四层三层二层一层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM (KNm)110.7966.26110.79179.47121.75160.81210.3268.5210.32239.5971.99239.59355.6954.74355.69N (KN)295.86397.45295.86768.8984.62768.81227.861571.791227.751671.862158.911671.862133.452771.162133.450.0620.0830.0620.1600.2050.1600.2560.3270.2560.3480.4490.3480.3760.489大小偏心大大大大大大大大大大大大大大大e0=M/N (mm)374.47166.71374.47233.44123.65209.17171.2943.58171.31143.3133.35143.31166.7219.75166.72ea (mm)20202020202020202020202021.6721.6721.67ei= e0+ ea (mm)394.47186.71394.47253.44143.65229.17191.2963.58191.31163.3153.35163.31188.3941.42188.39ei/h00.700.330.700.450.260.410.340.110.340.290.100.290.310.070.3111.01.01.01.00.8931.01.00.5071.00.9870.4570.9871.00.3831.0l0 (m)2.522.522.522.522.522.522.522.522.522.522.522.523.713.713.71l0/h4.24.24.24.24.24.24.24.24.24.24.24.25.715.715.7121.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0571.1211.0571.0891.1401.0981.1181.1791.1181.1361.1931.1361.1541.2681.1542aS/h00.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1430.1310.1310.131e (mm)676.97469.21676.97535.94423.74511.67473.79334.99473.81445.51323.63445.51502.36337.52502.36AS=AS(mm2)1070997106986000000007500实配钢筋420420420420422面积(mm2)12561256125612561520S(%)1.121.121.121.121.155柱斜截面承载力计算计算要点：框架柱斜截面计算时的抗震调整系数为RE=0.85。当1时，取=1；当3时，取=3。时截面满足要求。当N0.3fcA时取实际值计算；当N0.3fcbh时取0.3fcbh计算。时按构造配箍，否则按计算配箍。箍筋加密区长度底层柱根部取2000mm，其他端部取为1000mm。具体计算与配筋过程见下列两表边柱斜截面配筋计算表边柱五层四层三层二层一层Hn (m)3.53.53.53.55.2=Hn/(2h0)3.133.133.133.134.26REVC (KN)83.74150.01144.33162.62133.130.2 fcbh0 (KN)960.96960.96960.96960.961133.99截面是否满足要求满足满足满足满足满足126.13126.13126.13126.13148.840.3fcbh (KN)1544.401544.401544.401544.401812.53N (KN)345.84824.461303.111781.812286.460.056N19.3746.1772.9799.78128.04+145.49172.30199.10225.91276.88(ASV)/s00000vfc/fyv(%)0.4090.4090.4090.5450.613实配箍筋加密区410100(1.05)410100(1.05)410100(1.05)410100(1.05)412100(1.39)非加密区410150(0.70)410150(0.70)410150(0.70)410150(0.70)412150(0.93)中柱斜截面配筋计算表中柱五层四层三层二层一层Hn (m)3.53.53.53.55.2=Hn/(2h0)3.133.133.133.134.26REVC (KN)88.17142.04175.57198.63156.190.2 fcbh0 (KN)960.96960.96960.96960.961133.99截面是否满足要求满足满足满足满足满足122.30122.30122.30122.30113.130.3fcbh (KN)1544.401544.401544.401544.401812.53N (KN)397.4598