某市政府多层办公楼钢筋混凝土框架结构毕业设计

3.1、建筑做法 83.2、结构选型……………84、荷载计算 4.1、恒载计算 4.2、楼面荷载分配为等效均布荷载 4.3、活载计算 5.1、恒载作用下力 5.2、竖向活载作用下力 5.3、风载作用下的力计算 5.4、地震作用下计算 6、力组合 6.2、框架柱配筋计算 7、双向板楼盖设计 7.1、现浇板的配筋计算 7.2、屋面板设计 7.3、楼面板设计 8、楼梯配筋计算 8.1、建筑设计 8.2、楼梯梯段 8.3、平台板计算 8.4、平台梁的计算 9、基础设计 9.1、边柱独立基础 9.2、中柱联合基础 9.3、验算基础高度 9.4、基础板配筋计算 10、纵向框架梁设计 10.3、承载力计算 参考文献 抗震设计》等大学所学的主要专业课程，以便能够在设计中更好的综合考虑各方面的设计要点，同时阅读了关于抗震，混凝土结构，建筑荷载等若干设计,施工规。并参考了以下文基本风压值：w0=0.39kN/m2；基本雪压值：s0=0.47kN/m2;processandrelatedeluthemanual-calculationand2)b2)b)ccc)c26910269102691026910211062691026910269102691026910211062691026910269102691021106269102691026910269102691021106 0.12×25＝3.0KN/m2钢丝网抹灰吊顶5-aq楼面板传给梁4.4×06.5×0.25+17×0.015×2）×（3.6-屋面板传给梁5楼面传给梁4偏心矩μzzzw0=4.2×(1.0×1.3×0.74×0.39)=1.576zzw0=4.2×(1.0×1.3×0.809×0.39)=1.795zzw0=4.2×(1.0×1.3×0.873×0.39)=1.938w1=1.576×(0.5×4.05+0.5×3.6)=6.03KN/mw6附录可知，按设计地震分组为第一组，Ⅱ类场地，其特征周期T=0.35g20.5雪荷载0.5×0.47×4.2×16.5+0.5×0.47×4.2×0.6×2=17.47连梁重25×0.25×横向框架梁重25×0.25×(0.7×6.9+柱子重外纵墙及窗重0.5×(纵墙及门重0.5×(5.1楼面板重4.2连梁重25×0.25×25×0.25×(0.7×6.9+0.4×2纵墙及门重4×[0.5×0.45×0.45×(3.6+5.1)×25×1.15]荷载代表值为G6=660.24KN，G563i=1i=123456算，则中跨梁由于计算长度减半而线刚度加倍为27654×2＝55308梁b/(4ic+4ib)=4×57995/(4×26910+4×57995)=0.683右9.980.24123.266.290.380.02429.950.24123.266.290.380.02429.959.98右0.518-104.4650.03-26.12-1.560.81-0.10.052-67.85-7.9310.25-8.580.4620.214-52.24-24.196.77下0.214下0.2140.110-6.14-24.19-12.44-3.13-1.54-1.54-0.740.41-0.19-0.09-0.09-0.0581.08-25.73-25.73-19.37-8.58-3.07-0.74-0.05上右-104.46右下右下-55.40-25.76-20.15-13.16-3.67-1.71-1.33-0.87-0.24-0.11-0.09-0.0679.63-27.58-21.57-20.23-10.79上下右-25.73-19.37-11.08-5.55-11.93-17.12上下右-25.73-19.37-4.81-10.34-30.64-17.48上下右-25.73-19.37-4.98-10.71-30.51-17.42上下右-21.57-20.23-20.61-19.24作右V（KN）V（KN）V(KN)N(KN)VVVABN顶N底NNN顶底顶17365506载作用下的力计算方法同恒载下的一样。活荷载图如下:MOB=-ql2/6=-1.18*1.35*1.35/6=-0.358KNM0.3170.6830.124.41-9.846.72-3.676.72-0.37-4.410.5879.84-7.33-0.730.13-0.086.440.2730.14-0.72-3.41-1.75-0.34-0.18-0.03-0.02-3.78-2.67-1.26-0.360.180.02-2.49上0.241下0.241右0.518-28.09-7.58-0.45-17.420.4620.214-15.16-7.02-0.91-0.42-0.05-0.0321.33-7.470.2140.110-2.56-7.02-3.61-0.42-0.22-0.03-0.01-7.47-6.4-2.49-1.28下右-28.09-8.04-0.53-16.6-16.07-1.06-0.07-2.7-7.47-0.50-0.03-8.0-2.56-5.84-3.82-0.39-0.25-0.03-0.02-6.26-6.65-3.13-1.2821.33-7.47-7.47-6.4-1.26-2.4923.06-7.93-9.16-5.975层21.33-7.47-7.47-6.4-2.49-2.4921.33-7.47-7.47-6.4-2.49-2.723.73-8.85-9.06-5.832层20.91-8.0-6.26-6.65-2.4922.12-9.93-5.82-6.370.2410.24.5188.718.71-17.420.2410.24.5188.718.71-17.420.24.5188.718.71-17.429.37.3-16.311.646.72-18.18作右qNN顶底NN顶底5054043032020②因为在恒载中计算轴力时已经算过柱自重，所以这里对于同一1c1c24324A——9B顶4层C4D——9A——9B中4间层C4D9ABCD——4224V总54321Vy=y+y+y+ynnnnnnnn3=0Y1=y2=0n2=0 nnnnnnnnn3=0Y1=y2=0nn2=0 nDD6D(KN/m)-4mi-4m5-4m4-4m-4m3-4m-4m2-4m-4m1-4m-4mMb=Mc上+Mc下，求出ΣMb后按ib左与ib右分配给左右9975775554422663233233654321V总654321V-3m-3m-3m-3m-3m-3mi-3m-3m-3m-3m-3m-3mMb=Mc上+Mc下，求出ΣMb后按ib左与ib右3348.6929.55537.95544778.8720.7431.3042.0545.3849.2257.045685660.445569664622955861636364637861636364637696646229559949QQK+SWK)QSQKEHSEHKS=1.35SGK+1.4×0.7SQK=1看作是α=0.5时的梯形，所以只要在上面的公式中将α=0.5代入即可。2=EQ\*jc3\*hps22\o\al(\s\up18(q2),2)32—}M=1.2M+1.4Mc(Mwk+MQk)Gk+NQk}AM=319.06－.95×0.225＝BMAB=167.03KNM1cf0S），SSS②梁斜截面受剪承载力计算fcbh0=475.48KN则A0.42ftbh0+1.25fyvEQ\*jc3\*hps20\o\al(\s\up3(sv),s)h0BC跨：①梁的正截面受弯承载力计算M=132.5－98.38×0.225＝11BEQ\*jc3\*hps20\o\al(\s\up3(f),2)y），SASS6lr4lr1lrocNfbhcMcal0=3li032=N=1529.69KNM=12.25KNM0=1.0×5.1＝5.1m。i020=故按构造配筋，且应满足Pmin＝0.8％。单侧配筋率Pmin≥0.2故nλ=6.4>3取λ=33-——3<01Avc/f'/''/'/''/EQ\*jc3\*hps20\o\al(\s\up7(''),x)''',再根据这些弯矩求出跨中02=8.4-0.25=8.15mM1u=(n-1/4)l01*m1u=(3.33-0.25)*2.45*m1u=7.55mM2u=3am1ul01/4=3*0.1*2.45*m1u=0.18m1u由1进而得到m2u=am1u=0.18板B：M1u=(n-1/4)l01*m1u=(1.68-0.25)*3.95*m1u=5.65mM2u=3am1ul01/4=3*0.35*3.95*m1u=1.04m1uM'1u=M''1u=m'1u*l02由1进而得到m2u=am1u=1.0960.7钢丝网抹灰吊顶m1u=8.78*1.83/7.34=m2u=am1u=0.22板B：12.324.6m2u=am1u=1.19l/30=110；取120mm'水磨石面层0.30+0.15）×0.65×1/0.3=0.98kN/m 1ql22=12.44kN.mMs=785mm2lx=1800mmll/l16.032.06/=0.092As223/14.3ttcf=210Nf=210N/mm2f=300N/mm2y纵向基础梁及其上墙的设计值:横向基础梁及其上墙的设计值:www=270＋1.6×20×（2.68－0.>1.1fk=297kN/m2取2=270＋0.3×20×（3.0－31.6×20×（2.68－0.5）=339.77>1.1fk=297kN/m2<<2f222nmin2属b+2H01>L2＞b+H01情况V=0.6f(b+H)H 222 2 Ⅱ122N=25×0.25×0.4×4.2＋4W=237.44KNKK2足2EQ\*jc3\*hps36\o\al(\s\up8(P),min)22冲切验算:bt=450mm,bb=2270mm,bl=Pn.maxA1=416.1KN(满足要求)s1=6629.5mm2)s1=4360.5mm2)楼板重1＝－12=48.48kN1B1VA=0.45(g＋q)ln1=0.45×45.79×3.85=88.15kNV=0.55(g＋q)l=0.55×45.7VC=0.55(g＋q)ln2=0.55×45.79×3.85=96.96kN0=hss），②梁斜截面受剪承载力计算fcbh0=403.98KN则A0.42fbh+1.25fsvh0=238.63KN>96.96KN329.SJ******PK11.EXE******DATA:6/11/2004号--柱(左面为柱下端,右为柱上端)--1-12.471078.32-7.24-24.44-1052.507.24210.321305.256.0820.66-1279.43-6.083-10.321305.27-6.08-20.66-1279.456.08412.471078.327.2424.44-1052.50-7.245-44.51886.19-23.29-39.33-867.9723.29639.531072.8820.7335.09-1054.66-20.737-39.531072.90-20.73-35.09-1054.6820.73844.51886.1923.2939.33-867.97-23.299-36.29701.29-20.38-37.06-683.0620.381031.40848.4917.6632.17-830.26-17.6611-31.40848.51-17.66-32.17-830.2817.661236.29701.2920.3837.06-683.06-20.3813-37.69516.38-20.99-37.86-498.1620.991433.09624.0918.4333.27-605.87-18.4315-33.09624.11-18.43-33.27-605.8918.431637.69516.3820.9937.86-498.16-20.9917-36.72331.47-19.88-34.86-313.2419.881831.70399.7017.1329.95-381.48-17.1319-31.70399.72-17.13-29.95-381.5017.132036.72331.4719.8834.86-313.25-19.8821-41.94146.50-26.49-53.43-128.2826.492237.70175.3723.5647.12-157.15-23.5623-37.70175.39-23.56-47.12-157.1723.562441.94146.5026.4953.43-128.28-26.49--梁(左面为梁左端,右为梁右端)--176.85-16.0587.05-84.6316.0589.372384.63-16.0589.37-76.8516.0587.05483.522.9187.42-88.77-2.9188.99512.03-0.1614.66-12.030.188.772.9188.99-83.52-2.9187.42782.66-0.6187.42-87.910.6188.9912.400.1614.66-12.40-0.1614.66987.91-0.6188.99-82.660.6187.4282.481.1087.43-87.70-1.1088.9887.701.1088.98-82.48-1.1087.431384.70-6.6187.48-89.546.6188.9311.64-0.1714.66-11.640.1714.661589.54-6.6188.93-84.716.6187.4858.5926.4976.70-70.39-26.4980.221717.262.9316.70.3826.4980.22-58.59-26.4976.70----------左风荷载------------柱(左面为柱下端,右为柱上端)--123.12-21.727.8917.1321.72-7.89224.380.808.6519.75-0.80-8.65324.32-0.818.6319.690.81-8.63422.9121.737.8116.94-21.73-7.8158.79-14.315.5511.1814.31-5.55613.55-0.027.9114.940.02-78.8814.345.5811.21-14.34-5.5897.58-8.874.588.928.87-4.5810.30-0.256.0611.530.25-6.06-6.077.568.904.588.92-8.90-4.58135.29-4.773.326.664.77-3.32147.51-0.384.498.650.38-4.49157.510.354.498.65-0.35-4.49165.294.803.326.68-4.80-3.324.56-0.382.865.730.38-2.86194.550.342.855.71-0.34-2.85203.071.982.104.50-1.98-2.10210.57-0.460.611.650.46-0.61221.47-0.221.082.430.2231.520.191.112.48-0.0.700.490.681.75-0.49-0.68--梁(左面为梁左端,右为梁右端)--1-25.923.68-7.41-23.74-3.687.412-9.562.94-6.60-9.56-2.946.603-23.692.23-7.39-25.82-2.237.394-18.754.71-5.44-17.69-4.715.445-7.552.86-5.21-7.55-2.865.216-17.701.01-5.44-18.77-1.015.447-14.214.40-4.10-13.28-4.404.108-5.762.83-3.97-5.76-2.833.979-13.281.25-4.10-14.21-1.254.1010-9.784.49-2.82-9.12-4.492.8211-4.102.86-2.83-4.10-2.862.8312-9.101.22-2.81-9.74-1.222.8113-5.154.94-1.49-4.82-4.941.4914-2.393.16-1.65-2.39-3.161.65-1.652.88-0.46-1.44-2.880.4617-0.981.79-0.68-0.98-1.790.6818-1.500.68-0.49-1.75-0.680.49**左地震方向计算**--柱(左面为柱下端,右为柱上端)--1101.95-111.8534.6274.61111.85-34.622108.203.7938.2786.98-3.79-38.273108.20-3.7938.2786.983.79-38.274101.95111.8534.6274.61-111.85-34.62544.94-79.8827.2053.1779.88-27.20666.670.5938.2571.12-0.59-38.25766.67-0.5938.2571.120.59-38.25844.9479.8827.2053.17-79.88-27.20941.89-53.9724.4246.2153.97-24.4256.11-1.1032.2660.131.10-32.261156.111.1032.2660-32.2641.8953.9724.4246.21-53.97-24.421333.28-31.9919.9238.6031.99-19.9245.77-1.7126.6350.191.71-26.631545.771.7126.6350.19-1-26.6333.2831.9919.9238.60-31.99-19.921722.49-14.8214.402-14.4031.71-1.6919.1837.401.69-19.18-19.1822.4914.8214.4029.47-14.82-14.40218.05-4.126.3014.704.12-6.3013.85-0.989.4120.030.98-9.412313.850.989.4120.03-0.98-9.418.054.126.3014.70-4.12-6.30--梁(左面为梁左端,右为梁右端)--1-118.60-3.71-33.94-108.813.7133.942-44.030.00-30.36-44.030.0030.363-108.813.71-33.94-118.60-3.7133.944-93.691.92-27.15-88.23-1.9227.155-37.630.00-25.95-37.630.0025.956-88.23-1.92-27.15-93.691.9227.157-78.190.88-22.58-73.07-0.8822.588-31.620.00-21.81-31.620.0021.819-73.07