【《S大学经济学院四层办公楼抗震计算案例》1800字】

S大学经济学院四层办公楼抗震计算案例目录TOC\o"1-3"\h\u26087S大学经济学院四层办公楼抗震计算案例 1117721.1重力荷载代表值计算 1271221.2横向框架侧移刚度的计算 3214751.3横向水平作用下框架结构的内力和侧移计算 41.1重力荷载代表值计算集中于楼层标高处的计算。1.顶层屋面恒载7.406kN/m2×(1.95+1.95)m×(5.4+2.4+5.4)m=381.261kN50%屋面雪载（0.25kN/㎡×3.9m×13.2m）×50%=6.435kN纵梁自重5.611kN/m×(1.95+1.95)m×4=87.532kN横梁自重5.611kN/m×（5.4+2.4+5.4）m+[1.692kN/m×（5.4/2+5.4/2）m]×2=92.339kN下半层柱自重4.68kN/m×（3.6/2）m×4=70.675kN下半层墙自重0.5×[9.301kN/m×（5.4m+3.9m×2+3.9m×2）+3.302kN/m×3.9m×2]=74.264kN女儿墙2.1kN/m×(1.95+1.95)m×2=16.38kN合计：691.907kN2.标准层①二、三楼顶楼面恒载5.479kN/m2×3.9m×（5.4+2.4+5.4）m=282.059kN50%楼面活荷载0.5×[2kN/m2×3.9m×（5.4+5.4）m+2.5kN/m2×3.9m×2.4m]=53.82kN纵梁自重4.303kN/m×(3.90+3.0)m×4=67.127kN横梁自重4.303kN/m×（5.4+2.4+5.4）m+[2.633kN/m×（5.4/2+5.4/2）m]×2=85.236kN上、下半层柱4.68kN/m×（3.6/2）m×4=33.696kN上、下半层墙0.5×[9.301kN/m×（5.4m+3.9m×2+3.9m×2）+3.302kN/m×3.9m×2]=74.264kN合计：596.202kN3.底层楼面恒载5.479kN/m2×3.9m×（5.4+2.4+5.4）m=282.059kN50%楼面活荷载0.5×[2kN/m2×3.9m×（5.4+5.4）+2.5kN/m2×5.4m×2.4m]=53.820kN纵梁自重4.303kN/m×(1.95+1.95)m×4=67.129kN横梁自重4.303kN/m×（5.4+2.4+5.4）m+[3.302kN/m×（5.4/2+5.4/2）m]×2=85.236kN上半层柱4.68kN/m×（3.6/2）m×4=33.696kN下半层柱4.68kN/m×（5.45/2）m×4=51.012kN上半层墙0.5×[9.301kN/m×（5.4+2.4+5.4）m×2+3.302kN/m×3.9m×2]=74.264kN下半层墙0.5×[9.301kN/m×(5.4+3.9×2)m+9.43kN/m×3.9m×2]=98.164kN合计：745.380kN图2.13各层重力荷载代表值1.2横向框架侧移刚度的计算各梁柱的线刚度如下：梁AB线刚度ib=6.3×1010梁BCib=14.175×1010梁CDib=6.3×1010五层柱线刚度==1.867×1010一层=1.233×1010表2.3A、B、C、D柱侧移刚度D计算表柱层数截面b*h层高H(m)线刚度kN·mD=kN/mA2-50.40.43.61.8673.3740.6281.086B10.9670.8461.462C10.9670.8461.462D3.3740.6281.086A15.451.2335.1090.77890.393B16.6060.9190.458C16.6060.9190.458D5.1090.7890.939表2.4柱侧移刚度D总计算表层柱ΖBΖCΖDΖE∑ΖI2-51086014620146201086010860+14620+14620+10860=50960139304580458039303930+44580+4580+3930=170201.3横向水平作用下框架结构的内力和侧移计算（1）横向框架自振周期计算：采用顶点位移法计算自振周期。表2.5横向框架顶点位移的计算层(kN)∑(kN)(kN/m)层间相对位移∑/(m)位移值(m)4691.907691.907509600.0140.2313596.2021288.1090.0250.2172596.2021884.3110.0370.1921691.9072629.691170200.1550.155按式T1=1.7××=1.7×0.6×0.2311/2=0.490s（2）横向地震作用及楼层地震V计算已知：场地Ⅱ类，设防烈度6度，设计地震分组第一组，基本地震加速度0.05g,特征周期Tg=0.35s，最大影响系数。本工程建筑物高度不超过40m,质量和刚度沿高度变化均匀，变形以剪切变形为主，故采用底部剪力法计算水平地震作用。结构总水平地震作用标准值按公式即=0.85×2629.691kN=2235.237kN.<=0.490s<5，选取阻尼调整系数=1.0，γ=0.9，所以=(0.35/0.49)0.9×1.0×0.04=0.0301.4=1.40.35s=0.49s==0.490s,考虑顶部附加地震影响。δn=0.08T1+0.07=0.08×0.490+0.07=0.118结构总水平地震作用标准值顶部附加地震作用Fn=δnFEk=0.118×150.257kN=17.730kN用V计算公式：表2.6楼层/43.616.25691.90711243.4890.39822.21222.21233.612.65596.2027541.9550.26714.92037.13223.69.05596.2025395.6280.19110.67347.80515.455.45745.3804062.3210.1448.04755.88116.2—2629.69928243.393155.881—各质点水平地震作用及各楼层地震剪力沿屋不同高度的分布图图2.14图2.15（3）水平地震作用下框架位移计算：表2.7层楼层剪力（kN）楼层侧移刚度层间侧移绝对侧移422.212509600.00430.003236001/8372337.132509600.00720.002836001/5000247.805509600.00940.002036001/3830155.881170200.00110.001154541/3968表中为各层的层间弹性位移角由表得，最大的位移在首层，为1/2968<1/550。θē<[θē]=1/550满足要求1.4地震荷载下的弯矩、剪力及轴力（1）计算柱的反弯点高度表2.8反弯点位置A轴框架柱层号h/mΥ/m43.63.3740.4500.451.6230.500.501.8020.5000.501.8015.455.1090.5500.552.998B轴框架柱层号h/mΥ/m43.610.9670.450.451.6230.500.501.8020.5000.501.8015.4516.6060.5500.552.994C轴框架柱层号h/mΥ/m43.610.9670.450.451.6230.500.501.8020.5000.501.8015.4516.6060.5500.552.994D轴框架柱层号h/mΥ/m43.63.3740.4500.451.6230.500.501.8020.5000.501.8015.455.1090.5500.552.998（2）计算柱端弯矩、剪力表2.9地震荷载作用A轴框架柱V和梁柱M端层号Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Ma总422.21250960108600.2314.7311.629.3677.6449.3673137.1327.9091.8014.23618.32821.9247.80510.1821.8018.32833.24232.564155.8811702039300.23012.8522.99411.64438.47929.972表2.10地震荷载作用下B轴框架柱V和梁柱M端层号Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Mb左Mb右422.21250960146200.2896.3751.6212.62310.3283.8858.7383137.13210.6571.8019.18319.1839.08220.429247.80513.7201.8024.69624.69613.50330.376155.8811702045800.26915.0322.99439.91945.00618.96142.654表2.11地震荷载作用下C轴框架柱V和梁柱M端层号Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Mc左Mc右422.21250960146200.2896.3751.6212.62310.3288.7383.8853137.13210.6571.8019.18319.18320.4299.082247.80513.7201.8024.69624.69630.37613.503155.8811702045800.26915.0322.99439.91945.00642.65418.961表2.12地震荷载作用下D轴框架柱V和梁柱M端层号Vi/kN∑D/(kN/m)Dim/(kN/m)Dim/∑DVim/kNMc上Mc下Md总422.21250960108600.2314.7311.629.3677.6449.3673137.1327.9091.8014.23618.32821.9247.80510.1821.8018.32833.24232.564155.8811702039300.23012.8522.99411.64438.47929.972⑶梁端弯矩、剪力及柱轴力表2.13各层梁端M、V计算梁/kN·m/kN·mVb/kNAB9.3673.885-(9.367+3.885)/5.4=-2.454BC8.7388.738-(8.738+8.738)/2.4=-2.282CD3.885 9.367-(3.885+9.367)/5.4=-2.4543AB21.99.082-(21.9+9.082)/5.4=-5.737BC20.42920.429-(20.429+20.429)/2.4=-17.024CD9.08221.9-(21.9+9.082)/5.4=-5.7372AB32.56413.503-(32.564+13.503)/5.4=-8.531BC30.37630.376-(30.376+30.376)/2.4=-24.313CD13.50332.564-(32.564+13.503)/5.4=-8.5311AB29.97218.961-(29.927+18.691)/5.4=-9.062BC42.65442.654-(42.654+42.654)/2.4=-35.545CD18.96129.972-(29.927+18.691)/5.4=-9.062表2.14汇总V、N表格层号梁端剪力/kN柱轴力/kNAB跨VbABBC跨VbBCCD跨VbCDA轴NcAB轴C轴D轴VbAB-VbBCNcBVbBC-VbCDNcCNcD42.4547.2822.454-2.454-4.828-4.8284.8484.8282.45435.73717.0245.737-8.191-11.287-16.11511.28716.1158.19128.53124.3138.531-16.722-15.782-31.89715.78231.89716.72219.06235.5459.062-25.784-26.483-58.38026.48358.38025.784最终得到的M如图：图2.16地震荷载作用下框架梁柱M图(单位：kN·m)