【《某机场航站楼结构设计》24000字（论文）】

.2柱截面设计9.2.1柱截面尺寸验算1、设计条件：混凝土选用C30，fc=14.3N/mm2，ft=1。43N/mm2；纵向受力钢筋HRB400，fy=f'柱截面尺寸为600mm×600mm，取as=40mm，三级抗震框架柱中中柱和边柱的全部纵向受力钢筋配筋率应大于0.7%角柱的配筋率应大于0.8%，单侧的配筋率应大于0.2%，所以边柱和中柱的最小配筋面积：为Amin=0.7%×600mm×560mm=2352mm2、轴压比验算：查规范可得：三级框架的框架柱，轴压比应该小于0.85，。计算时取不考虑调整的弯矩、剪力、轴力组合设计值。表8-3柱的轴压比验算表柱号层数b/mmℎ0f(N/mm)N/kNN/fA3.00600.00560.0014.30525.440.112.00600.00560.0014.301550.380.321.00600.00560.0014.302064.780.43B3.00600.00560.0014.30751.310.162.00600.00560.0014.302131.400.441.00600.00560.0014.302825.370.59C4.00600.00560.0014.30746.400.162.00600.00560.0014.302123.430.441.00600.00560.0014.302815.650.59D3.00600.00560.0014.30746.560.162.00600.00560.0014.302122.610.441.00600.00560.0014.302814.410.599.2.2柱正截面承载力计算选取首层A柱下端进行计算，计算过程如下：1、Mmax=292.04kN·m，N轴向力对截面重心的偏心距：e附加偏心距：e初始偏心距：e柱的计算长度：l首层A柱的计算长度为柱高的，标准层为该层柱高的1.25倍。长细比：l∵5<l0/偏心受压构件截面曲率修正系数：ξηη轴向力作用点到受拉钢筋Ase=根据规范可知矩形截面对称配筋（A'SA'(9-1)小偏心：ξ=(9-3)大偏心：ξ=(9-4)式中：β1钢筋面积计算按上式计算，ξ=A'故按构造配筋每侧选配4C22,单侧配筋率ρ=因此柱全截面配筋率ρ=A除弯矩作用平面内依照偏心受压进行计算外，还应验算垂直于弯矩作用平面的轴力受压承载力。N轴N=2064.78kN<5125kN因为每一层每一根柱的下端轴力及弯矩皆大于上端轴力及弯矩，因此各柱皆按下端内力进行截面设计计算。按上式子计算时，应满足N>ξbα若不满足，按构造配筋进行计算,其余柱配筋见下表。表8-4柱的偏心距增大系数相关计算柱号层数MNeeelξξηη偏心形式A3.00141.50535.95269.3120.00289.716.881.005.001.09308.99大2.00146.981,581.3994.8120.00115.216.881.001.691.19134.49小1.00297.882,106.08144.2720.00164.677.501.001.281.16187.62大B3.0090.43766.34120.3720.00140.776.881.003.501.16160.06小2.00190.212,174.0389.2420.00109.646.881.001.231.20128.93小1.00295.302,881.88104.5220.00124.927.501.000.931.19145.83小C3.0095.91761.33128.4920.00148.896.881.003.521.15168.18小2.00209.502,165.9098.6520.00119.056.881.001.231.18138.34小1.00293.852,871.96104.3720.00124.777.501.000.931.19145.75小D3.0095.91761.49128.4620.00148.866.881.003.521.15168.15小2.00209.502,165.0698.7020.00119.106.881.001.231.18138.38小1.00293.852,870.70104.4120.00124.817.501.000.931.19145.80小表8-5柱的正截面配筋计算柱号层次Nξ偏心形式A'选配实配

A单侧配筋率ρ%全截面配筋率ρ%A3.00535.952,538.67大94.184C2215200.45%0.9%2.001,581.392,538.67小/4C2215200.45%0.9%1.002,106.082,538.67大47.064C2215200.45%0.9%B3.00766.342,538.67小/4C2215200.45%0.9%2.002,174.032,538.67小/4C2215200.45%0.9%1.002,881.882,538.67小103.784C2215200.45%0.9%C3.00761.332,538.67小/4C2215200.45%0.9%2.002,165.902,538.67小/4C2215200.45%0.9%1.002,871.962,538.67小91.444C2215200.45%0.9%D3.00761.492,538.67小/4C2215200.45%0.9%2.002,165.062,538.67小/4C2215200.45%0.9%1.002,870.702,538.67小90.954C2215200.45%0.9%注：N<ξbα1fc9.2.3柱斜截面承载力计算通过试验资料和可靠度计算，规范建议对承受轴压力和横向力作用的矩形T形和I形截面偏心受压构件，其斜截面受剪承载力应按下式计算：V(9-5)式中：λ：偏心受压构件计算截面的剪跨比，λ<1时，取λ=1；λ>3时，取λ=3N：与剪力设计值V相应的轴向压力设计值；当N>0.3fcA时，取N=0.3若符合下列公式的要求时，则可不进行斜截面受剪承载力计算，而仅需根据构造要求配置箍筋V≪(9-6)表8-6柱的斜截面验算柱号层数N/kNV/kNM/kN·mℎ0λ1.75A3.00535.9568.79141.50560.003.67246.992.001,581.3991.27146.98560.002.88325.471.002,106.08163.36297.88560.003.26354.74B3.00766.3463.3290.43560.002.55289.422.002,174.03165.21190.21560.002.06424.351.002,881.88236.18295.30560.002.23457.88C3.00761.3371.9395.91560.002.38300.952.002,165.90182.17209.50560.002.05424.001.002,871.96244.88293.85560.002.14464.64D3.00761.4971.9395.91560.002.38300.962.002,165.06182.17209.50560.002.05423.951.002,870.70244.87293.85560.002.14464.55根据上表可得，V均小于1.75λ+1.0柱端加密区箍筋最大间距=min8d，150，取100mm；加密区长度=maxb，H底层柱柱根的箍筋加密区长度不小于该层柱子净高的1/3，取值1500mm。箍筋加密区的最小体积配筋率：ρ非加密区箍筋间距<15d，取s=200mm表8-7柱的斜截面配筋计算柱号层数b/mmℎ0N/kNN/fλρ（%）选配配筋率加密区非加密区加密区非加密区A3600.00560.00535.950.110.060.332A12@1002A12@2000.750.382600.00560.00325.470.330.070.382A12@1002A12@2000.750.381600.00560.00354.740.440.090.492A12@1002A12@2000.750.38B3600.00560.00289.420.160.060.332A12@1002A12@2000.750.382600.00560.00424.350.450.090.492A12@1002A12@2000.750.381600.00560.00457.880.600.110.592A12@1002A12@2000.750.38C3600.00560.00300.950.160.060.332A12@1002A12@2000.750.382600.00560.00424.000.450.090.492A12@1002A12@2000.750.381600.00560.00464.640.600.110.592A12@1002A12@2000.750.38D3600.00560.00300.960.160.060.332A12@1002A12@2000.750.382600.00560.00423.950.450.090.492A12@1002A12@2000.750.381600.00560.00464.550.600.110.592A12@1002A12@2000.750.38第10章楼面板及屋面板设计10.1楼面板配筋计算10.1.1设计资料楼面板和屋面板的混凝土强度采用C30，板中钢筋采用HRB400级，板厚为120mm，环境类别为一类，楼面永久荷载标准值g1=3.83kN/m2，楼面活荷载标准值q2=4.0kN/m2。按照支承情况的不同将楼盖分为A、B、C、D四种区格板，如图11-1所示。A区格板为周边固支，B、C区格板为三边固支、一边简支，D区格板为邻边固支、邻边简支。图11-1楼面板划分图10.1.2内力计算（1）荷载设计值计算gqqg+g+q（2）计算跨度內跨：l0=lc(轴线间距离)边跨：l0=lc+600/4（3）弯矩计算跨中的最大弯矩为当支座固定时在g+q/2作用下的跨中弯矩值与内支座铰支时在q/2作用下的跨中弯矩值之和，计算时采用混凝土的泊松比为0.2，支座最大负弯矩为支座固定时在g+q作用下的支座弯矩。（1）A区板：l01=4m，l02=6m，l01/l02=0.67周边固定时：l01、l02方向的跨中弯矩系数分别为：0.035，0.0102l01、l02方向的支座弯矩系数分别为：-0.0754，-0.0571周边简支时：l01、l02方向的跨中弯矩系数分别为：0.0723，0.0281m1=(0.035+0.2×0.0102)（g+q/2）l012+(0.0723+0.2×0.0281)q=(0.035+0.2×0.0102)×7.20×42+(0.0723+0.2×0.0281)×2.6×42=7.53kN·mm2=(0.0102+0.2×0.035)（g+q/2）l012+(0.0281+0.2×0.0723)q=(0.0102+0.2×0.035)×7.20×42+(0.0723+0.2×0.0281)×2.6×42=5.22kN·mmm（2）B区板：l01=4m，l02=6.15m，l01/l02=0.65三边固支、一边简支时：l01、l02方向的跨中弯矩系数分别为：0.0364，0.0120l01、l02方向的支座弯矩系数分别为：-0.0787，-0.0572周边简支时：l01、l02方向的跨中弯矩系数分别为：0.0750，0.0271m1=(0.0364+0.2×0.0120)（g+q/2）l012+(0.0750+0.2×0.0271)q=(0.0364+0.2×0.0120)×7.20×42+(0.0750+0.2×0.0271)×2.6×42=7.82kN·mm2=(0.0120+0.2×0.0364)（g+q/2）l012+(0.0271+0.2×0.0750)q=(0.0120+0.2×0.0364)×7.20×42+(0.0271+0.2×0.0750)×2.6×42=2.75kN·mmmm（3）C区板：l01=4.15m，l02=6m，l01/l02=0.69三边固支、一边简支时：l01、l02方向的跨中弯矩系数分别为：0.0196，0.0378l01、l02方向的支座弯矩系数分别为：-0.0750，-0.0916周边简支时：l01、l02方向的跨中弯矩系数分别为：0.0966,0.0291m1=(0.0196+0.2×0.0378)（g+q/2）l012+(0.0966+0.2×0.0291)q=(0.0196+0.2×0.0378)×7.20×4.152+(0.0966+0.2×0.0291)×2.6×4.152=7.96kN·mm2=(0.0378+0.2×0.0196)（g+q/2）l012+(0.0291+0.2×0.0966)q=(0.0378+0.2×0.0196)×7.20×4.152+(0.0291+0.2×0.0966)×2.6×4.152=7.34kN·mmmm（4）D区板：l01=4.15m，l02=6.15m，l01/l02=0.67邻边固支、邻边简支时：l01、l02方向的跨中弯矩系数分别为：0.0452，0.0188l01、l02方向的支座弯矩系数分别为：-0.1024，-0.0774周边简支时：l01、l02方向的跨中弯矩系数分别为：0.0723，0.0281m1=(0.0452+0.2×0.0188)（g+q/2）l012+(0.0723+0.2×0.0281)q=(0.0452+0.2×0.0188)×7.20×4.152+(0.0723+0.2×0.0281)×2.6×4.152=9.56kN·mm2=(0.0188+0.2×0.0452)（g+q/2）l012+(0.0281+0.2×0.0723)q=(0.0188+0.2×0.0452)×7.20×4.152+(0.0281+0.2×0.0723)×2.6×4.152=3.91kN·mmmmm10.1.3截面设计（1）截面有效高度及设计弯矩一类环境类别混凝土板的最小保护层厚度为15mm，假定选用C10钢筋，则l01方向跨中截面的有效高度h0=120-15-5=100mm，l02方向跨中截面的有效高度h0=100-10=90mm。（2）截面配筋计算截面配筋按下式进行计算A(10-1)楼面板截面配筋的计算结果见表10-1。表9-1楼面板配筋计算截面h0(m)M(kN·m)As(mm2)配筋实有As(mm2)跨中A区格l01方向4.07.68219.28C8@150342.04l02方向6.0325.47168.21C6@150325.47B区格l01方向4.0354.74227.98C8@150354.74l02方向6.15289.4287.63C6@150289.42C区格l01方向4.15424.35232.18C8@150424.35l02方向6.0457.88238.90C8@150457.88D区格l01方向4.15300.95280.58C8@150300.95l02方向6.15424.00125.25C6@150424.00支座A-A8.95256.92464.64262.06A-A11.82343.16300.96350.02A-B11.82343.16423.95350.02A-C8.95256.92464.55262.06B-B8.97257.519.15262.66B-D8.97257.519.15262.66C-D12.66368.7912.91376.1710.2屋面板配筋计算屋面永久荷载标准值楼面g1=5.83kN/m2，屋面活荷载标准值q1=4.0N/m2，，（1）荷载设计值计算gqqg+g+q屋面板的配筋计算与楼面板系数相同，只是荷载不同，计算如下。表10-1楼面板配筋计算截面h0(m)M(kN·m)As(mm2)配筋实有As(mm2)跨中A区格l01方向4.08.92256.03C8@150335.33l02方向6.05.88186.34C6@150188.67B区格l01方向4.09.29267.03C8@150335.33l02方向6.154.71148.45C6@150188.67C区格l01方向4.159.07260.49C8@150335.33l02方向6.09.06291.52C8@150335.33D区格l01方向4.1511.57335.56C10@150523.33l02方向6.156.50206.59C8@150335.33支座A-A14.71432.11C10@150523.33A-B14.71432.11C10@150523.33A-C11.14322.54C10@150523.33B-B11.16323.14C10@150523.33B-D11.16323.14C10@150523.33C-D15.75464.68C10@150523.33第11章基础设计11.1基础设计资料与选型11.1.1设计资料混凝土强度等级选用C20，钢筋强度等级选用HPB300，因为第二层土为粉质粘土，承载能力良好，选择为持力层。11.1.1设计资料因为持力层的埋深较浅，所以采用柱下独立基础，下铺100mmC10混凝土垫层。11.2基础梁设计11.2.1设计资料混凝土强度等级选用C30,受力钢筋选择HRB400，箍筋选用HPB300，截面尺寸为500mm×600mm，保护层厚度取40mm。11.2.2荷载及其内力计算梁自重：g1=25×0.5×0.6×1.05=7.86kN/m梁上墙体自重：g2=1.5×0.25×25×=9.38kN/m梁上均布荷载设计值：q=1.2（g1+g2）=1.2（7.86+9.38）=20.69kN/m跨中弯矩：M中=1/12ql支座剪力：V=1/2ql=82.76支座弯矩：M=1/12ql11.2.3配筋计算1、正截面承载力计算（1）跨中截面αξ=1−A选配钢筋2C22，As=760mmρ=760500×560=0.271%>0.2%（2）支座截面：αξ=1−A选用钢筋2C22,ρ=760500×560=0.271%>0.2%2、斜截面承载力计算（1）演算截面尺寸ℎw=ℎ跨高比：l/h=8/0.6=13.3<2.50.2βc截面符合条件。（2）验算配箍箍筋选用HPB300级钢筋，fy=f'0.42则只需按构造配筋即可。按构造配筋，选用双肢箍A12@200ρ=满足要求。11.3边柱基础设计11.3.1荷载计算选A柱柱下荷载进行计算标准组合：恒载+活载+0.6×左震①恒载+活载+0.6×左震②基本组合：1.2恒载+1.4活载+0.6×1.4左震③1.2恒载+1.4活载+0.6×1.4左震④1.35恒载荷+1.4×0.7恒载⑤表10-1边柱荷载内力组合表内力恒载活载左震右震内力组合①②③④⑤M-21.73-10.35-255.98255.98-185.67121.51-255.59174.45-39.48N1074.12554.17-126.57126.571552.351704.231958.462171.101993.15V-14.59-6.90170.65-170.6580.90-123.88116.18-170.52-26.46由上表可知：最不利标准组合M=-185.67kN·m，N=1552.35kN，V=80.90kN最不利基本组合M=-255.59kN·m，N=1958.46kN，V=116.18kN11.3.2确定基础尺寸1、先按中心荷载初算基底尺寸（1）由于所选基础类型的条基，故基础埋深从室内地坪起算，初设为1.5m，本结构室内地坪为±0.00，故基底标高为-1.500m。（2）地基承载力特征值的确定杂填土重度γm=16kN/查得修正系数为：ηb=0.5，因为基础埋深范围内均为粉质黏土，所以地基土的平均重度为17.7kN/m经过修正后的地基承载力特征值为：f上式中，fakfaγmd：基础埋置深度；ηd（3）基地面积初算A2、考虑到偏心荷载作用，加大基础底面面积，调整系数为1.2。A=1.2初选基础尺寸为3.5m×3.5m=12.25m2，需要进行宽度修正。f'A确定基础尺寸为3.5m×3.5m，A=12.25m23、基础边缘的最大以及最小应力计算：基础及台阶上土重：G外纵墙及基础梁重：G基础底面的截面模量：W=基底边缘最大、最小应力：p4、地基承载力验算1p11.3.3基础冲切破坏验算基础高度为1000mm，取保护层厚度为45mm，ℎ01、地基土净反力设计值pjp==为保证设计的安全，取pj2、柱边处截面冲切破坏验算A0.7其中βℎp3、变阶处截面冲切破环验算基础分两级，下阶ℎ1=500mm，ℎ，b1冲切力：FA0.7符合要求。11.3.4基底配筋计算1、柱边截面（Ⅰ-Ⅰ）计算pjmax=229.88kN,pM2、台阶处截面（Ⅱ-Ⅱ）计算pjmax=229.88kN,pMAs1＞As2选配A18@320，A11.4中柱基础设计11.4.1荷载计算选B柱柱下荷载进行计算标准组合：恒载+活载+0.6×左震①恒载+活载+0.6×左震②基本组合：1.2恒载+1.4活载+0.6×1.4左震③1.2恒载+1.4活载+0.6×1.4左震④1.35恒载荷+1.4×0.7恒载⑤表10-1边柱荷载内力组合表内力恒载活载左震右震内力组合①②