【组合式四层停车楼停车结构设计20000字（论文）】

.2柱8.2.1验算尺寸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500mm×500mm，取as=40mm，h0边柱和中柱的最小配筋面积为Amin=0.7%×52、轴压比查规范可得：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/fA4500.00460.0014.30452.840.143500.00460.0014.30955.320.292500.00460.0014.301506.210.461500.00460.0014.302065.630.63B4500.00460.0014.30685.940.213500.00460.0014.301294.950.392500.00460.0014.301903.480.581500.00460.0014.302520.070.77C4500.00460.0014.30679.970.213500.00460.0014.301283.690.392500.00460.0014.301887.410.571500.00460.0014.302500.410.76D4500.00460.0014.30682.520.213500.00460.0014.301284.610.392500.00460.0014.301886.700.571500.00460.0014.302498.060.768.2.2正截面承载力选取首层A柱下端进行计算，计算过程如下：1、Mmax=316.69kN·m，Nmax=2085.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长细比：l∵5<l0/偏心受压构件截面曲率修正系数：ξηηe=A'(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=AN轴=0.9φfN=2085.04kN<3710.00kN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A4132.80452.84293.2620.00313.266.401.003.951.17366.38大387.13963.3790.4420.00110.446.401.001.861.23135.41小2102.091520.5067.1420.0087.146.401.001.181.18102.96小1316.692085.04151.8920.00171.898.601.000.861.12192.72大B440.76685.9459.4220.0079.426.401.002.611.44114.49小374.031309.6356.5320.0076.536.401.001.361.2494.90小2100.491939.8651.8020.0071.806.401.000.921.1784.20小1289.892577.21112.4820.00132.488.601.000.691.13149.34大C449.49679.9772.7820.0092.786.401.002.631.38128.16小3115.731296.9889.2320.00109.236.401.001.381.17127.78小2157.601921.7882.0120.00102.016.401.000.931.12114.53小1288.092554.82112.7620.00132.768.601.000.701.13149.77大D449.49682.5272.5120.0092.516.401.002.621.38127.76小3115.731297.7989.1720.00109.176.401.001.381.17127.71小2157.601921.1582.0320.00102.036.401.000.931.12114.56小1288.092552.73112.8620.00132.868.601.000.701.13149.87大表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%A4452.841703.70大94.184C2215200.1.322963.371703.70小/4C2215200.1.3231520.501703.70大-388.324C2215200.1.3212085.041703.70大47.064C2215200.1.32B4685.941703.70小/4C2215200.1.3231309.631703.70小/4C2215200.1.3221939.861703.70小/4C2215200.1.3212577.211703.70小103.784C2215200.1.32C4679.971703.70小/4C2215200.1.3231296.981703.70小/4C2215200.1.3221921.781703.70小/4C2215200.1.3212554.821703.70小91.444C2215200.1.32D4682.521703.70小/4C2215200.1.3231297.791703.70小/4C2215200.1.3221921.151703.70小/4C2215200.1.3212552.731703.70小90.954C2215200.1.32注：N<ξbα1fc8.2.3斜截面承载力V(9-5)V≪(9-6)表8-6柱的斜截面验算柱号层数N/kNV/kNM/kN·mℎ0λ1.75A4452.8467.44132.80460.003.00175.593963.3771.0187.13460.002.67224.2721520.5089.48102.09460.002.48271.8312085.04160.16316.69460.003.00289.85B4685.9462.0840.76460.001.43284.8831309.63119.9974.03460.001.34337.6521939.86161.97100.49460.001.35380.7212577.21231.55289.89460.002.72335.13C4679.9770.5249.49460.001.53275.1031296.98132.61115.73460.001.90289.2621921.78178.60157.60460.001.92331.6412554.82240.08288.09460.002.61338.28D4682.5270.5249.49460.001.53275.2831297.79132.61115.73460.001.90289.3221921.15178.60157.60460.001.92331.6012552.73240.07288.09460.002.61338.13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A4500.00460.00452.840.140.060.322A12@1002A12@2000.750.383500.00460.00963.370.290.060.322A12@1002A12@2000.750.382500.00460.001520.500.460.090.482A12@1002A12@2000.750.381500.00460.002085.040.630.110.582A12@1002A12@2000.750.38B4500.00460.00685.940.210.060.322A12@1002A12@2000.750.383500.00460.001309.630.400.070.372A12@1002A12@2000.750.382500.00460.001939.860.590.110.582A12@1002A12@2000.750.381500.00460.002577.210.780.150.792A12@1002A12@2000.750.38C4500.00460.00679.970.210.060.322A12@1002A12@2000.750.383500.00460.001296.980.390.070.372A12@1002A12@2000.750.382500.00460.001921.780.580.110.582A12@1002A12@2000.750.381500.00460.002554.820.780.150.792A12@1002A12@2000.750.38D4500.00460.00682.520.210.060.322A12@1002A12@2000.750.383500.00460.001297.790.390.070.372A12@1002A12@2000.750.382500.00460.001921.150.580.110.582A12@1002A12@2000.750.381500.00460.002552.730.780.150.792A12@1002A12@2000.750.38第9章设计屋面板、楼面板9.1配筋图11-1楼面板划分图9.1.2计算内力（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（3.1）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（3.2）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（3.3）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（3.4）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·mmmmm9.1.3设计截面（1）有效高度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）配筋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9-1。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4.07.53214.98C8@150335.33l02方向6.05.22164.91C6@150188.67B区格l01方向4.07.82223.51C8@150335.33l02方向6.152.7585.91C6@150188.67C区格l01方向4.157.96227.63C8@150335.33l02方向6.07.34234.22C8@150335.33D区格l01方向4.159.56275.08C8@150335.33l02方向6.153.91122.79C6@150188.67支座A-A8.95256.92C8@150335.33A-A11.82343.16C10@150523.33A-B11.82343.16C8@150335.33A-C8.95256.92C8@150335.33B-B8.97257.51C8@150335.33B-D8.97257.51C8@150335.33C-D12.66368.79C10@150523.339.2计算屋面板的配筋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，，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10章基础设计10.1设计资料10.1.1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。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。10.2基础梁10.2.1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。10.2.2荷载内力计算梁自重：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=1/12ql2=1/12×20.69×7.5支座剪力：V=1/2ql=77.59kN支座弯矩：M=1/12ql210.2.3配筋计算1、正截面承载力（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（1）截面尺寸ℎw=ℎ跨高比：l/h=7.5/0.6=12.5<250.2βcf截面符合条件。（2）配箍的验算箍筋选用HPB300级钢筋，fy=f'0.42f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。10.3边柱基础10.3.1荷载计算选A柱柱下荷载进行计算标准组合：①恒载+活载+0.6×左震②恒载+活载+0.6×右震基本组合：③1.2恒载+1.4活载+0.6×1.4左震④1.2恒载+1.4活载+0.6×1.4右震⑤1.35恒载+1.4×0.7活载表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-42.50-20.14-255.98255.98-216.2390.95-294.22135.83-77.11N1188.43470.66-113.10113.101591.231726.951990.042180.042065.63V-14.82-6.83170.65-170.6580.74-124.04116.00-170.69-26.70由上表可知：最不利标准组合M=-216.23kN·m，N=1591.23kN，V=80.74kN最不利基本组合M=-294.22kN·m，N=1990.04kN，V=116.00kN10.3.2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，fak（3）基地面积初算A2、调整系数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1p10.3.3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pj：p==为保证设计的安全，取pj=236.612、柱边处截面冲切破坏验算A0.73、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。10.3.4基底配筋计算1、柱边截面（Ⅰ-Ⅰ）计算pjmax=236.61kN,pM2、台阶处截面（Ⅱ-Ⅱ）计算pjmax=229.88kN,pMAs1＞As2选配A18@320，A10.4中柱基础10.4.1荷载计算选B柱柱下荷载进行计算标准组合：①恒载+活载+0.6×左震②恒载+活载+0.6×右震基本组合：③1.2恒载+1.4活载+0.6×1.4左震④1.2恒载+1.4活载+0.6×1.4右震⑤1.35恒载+1.4×0.7活载表10-1中柱