【水平荷载下的内力计算案例1500字】

水平荷载下的内力计算案例1.1风荷载计算1、标准值=0.55kN/m2，地面粗糙度C，由于总楼高小于30m,可以取1.0，可以取1.32、风荷载的位移验算层间位移和顶点位移根据公式计算：（△u）i=Vi/∑Dijui=∑（△u）k表2.10横向风荷载作用下的位移验算层次△ui/m/mθe=△ui/hi47.98457720.000177.983.21/2364319.58457720.0004311.603.21/6264231.18457720.0006811.603.21/4652145.40211200.002214.224.651/2340由此可见，θe<1/550。3、内力计算C弯矩及框架柱端剪力计算公式：柱端剪力:下端弯矩:上端弯矩:表2.13柱端M及V计算（A、F）层次h/m/kN1-y/my/m/kN·m/kN·mM总43.27.984577271361.240.650.352.581.392.5833.219.584577272363.100.600.405.953.977.3423.231.184577272364.930.550.458.687.1012.6514.6545.402112042259.080.420.5817.7324.4924.83表2.14柱端M及V计算（C、D）层次kN/mkN/m/kN1-y/my/mkN/mkN/mMLkN/mMRkN/m43.27.9845772157502.750.550.454.843.961.143.7033.219.5845772157506.740.500.5010.7810.783.5211.2223.231.18457721575010.730.500.5017.1717.176.3821.5714.6545.4021120633513.620.450.5528.5034.8310.7834.89

C、D梁端V及N柱计算：表2.15风荷载作用下框架柱轴力与梁端剪力层V/KNN/KNACVbACCDVbCDDFVbDFANCACDFVbAC-VbCDNDCVbCD-VbDFNDDNDF40.692.300.69-0.69-1.61-1.611.611.610.6932.097.022.09-2.78-4.93-6.544.936.542.7823.9613.313.96-6.74-9.35-15.899.3515.896.7416.4821.756.48-13.22-15.27-31.1615.2731.1613.22内力图见下图：

图2.12M图(风荷载作用）（kN·m）

图2.13V图（风荷载作用）（kN）

图2.14N图（风荷载作用）（kN）

1.2水平地震作用1、重力荷载代表值计算A顶层上半部G4女儿墙：120cm×780cm×3.12kN/m2=29.20kN屋面：680cm×780cm×16.2=859.248kN上半层墙自重：12×(780cm×2.60×2+6.61×2×780cm横向框架梁自重：2.58×1620cm=41.80kN纵向框架梁+次梁自重：2.58×4×（705cm+780cm）=153.25kN半层柱自重：4.91×4×320/2cm=31.42kN活荷载：0.5kN/m2×1620cm×780cm=63.18kNG4=29.20＋859.248+71.84＋41.80＋153.25＋31.42＋0.5×63.18＝1218.35kNC第三层上半部分+四层下半部分：G3楼面：4.10×780cm×1410cm+3.59×780cm×210cm=509.72kN上下半墙自重：71.84×200cm=143.68kN横向框架梁自重：2.58×1620cm=40.82kN纵向框架梁+次梁自重：2.58×4×（780cm+705cm）=153.25kN上下柱自重：4.91×4×320cm=62.85kN活载：2.0kN/m2×1620cm×780cm=252.72kNG3=509.72＋143.68＋40.82＋153.25＋62.85＋0.5×252.72＝1036.68kND二层上半部分+三层下半部分G2=G3F第一层上半部分+第二层下半部分G1：楼面：4.10×780cm×1410cm+3.59×705cm×210cm=504.074kN上下半墙自重：71.84×200cm=143.68kN横向框架梁自重：2.58×1620cm=41.80kN纵向框架梁+次梁自重：2.58×4×（705cm+780cm）=153.25kN上下柱自重：(4×4.91×465cm+4.91×4×320cm)×1/2=77.09kN活载：2.0kN/m2×1620cm×780cm=252.723kNG1=504.074＋143.68＋41.80＋153.25＋77.09＋0.5×252.723＝1046.250kNG＝∑Gi＝4337.960kN图2.15重力荷载代表值2、横向自震周期基本周期调整系数0.6,按下式T1=1.7表2.16横向2-4层D值的计算2-4层首层构件k=ibα=kD=αic12k=α=0.5+kD=αicA0.8080.2971361.170.534225B3.520.64157505.120.796335C3.520.64157505.120.796335D0.8080.2971361.170.534225∑45772∑21120

表2.17横向框架顶点位移层（kN）（kN）(N/mm)Δi－Δi41218.351218.35457720.0270.35331036.682255.03457720.0490.32621036.683291.71457720.0720.27711046.254337.96211200.2050.205T1=1.7×0.6×0.353/2=0.61s3、水平地震作用及楼层地震V已知：Tg=0.40s，=0.08。使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Geq=0.85×Tg<T1=0.61s<5Tg，选取阻尼调整系数=1.0，所以=(0.40/0.61)0.9×1.0×0.08=0.0361.4=1.40.40s=0.56s<=0.61s,考虑顶部附加地震影响。δn=0.08T1+0.07=0.08×0.61+0.07=0.119结构总水平地震作用标准值=0.036×3687.266kN=132.74kN顶部附加地震作用Fn=δnFEk=0.119×132.74kN=15.796kN用V计算公式：表2.18各楼层地震剪力层次（m）(m)（KN）43.213.451218.3516386.810.41047.9547.9533.210.251036.6810625.970.26631.1179.0623.27.851036.688137.940.20323.74102.814.654.651046.254865.060.12114.15116.95表层地震剪力

图2.16水平地震分布、层间剪力分布4、验算该作用下的位移表2.19变形验算层次层间剪力(N)层间刚度(N/mm)（mm）绝对侧移层高（m）447.95457720.001040.010563.21/4955379.06457720.001730.009523.21/46352102.8457720.002250.007793.21/38541116.95211200.005540.005544.651/26851/2685＜1/550满足规定。5、内力计算弯矩及框架柱端剪力计算公式：柱端剪力：下端弯矩：上端弯矩：表2.20各层柱端M及V计算（A、F柱）层h/m/kN1-y/my/m/kN·m/kN·m总弯矩43.247.954577271367.480.650.3515.568.3815.5633.279.0645772723612.500.600.4024.0016.0032.3823.2102.845772723616.250.550.4528.6023.4044.6014.65116.9521120422523.400.420.5845.7063.11100.30表2.21各层柱端M及V计算（C、D柱）层h/mkN/mkN/m/kN1-y/my/mkN/mkN/m左弯矩kN/m右弯矩kN/m43.247.95457721575016.500.550.4529.0423.766.8622.1833.279.06457721575027.200.50.543.5243.5216.0851.2023.2102.8457721575035.370.50.556.5956.5922.8577.2614.65116.9521120633535.080.450.5573.4089.7230.6999.30梁端V及柱N计算：表2.23水平地震作用下框架柱N与梁端V层梁端剪力/KN轴力/KNACVbACCDVbCDDFVbDFANCACDFVbAC-VbCDNDCVbCD-VbDFNDDNDF44.1213.834.12-4.12-9.71-9.719.719.71