4 荷载计算及计算简图

重庆大学本科学生毕业设计2.063KN重庆大学本科学生毕业设计2.063KN/m柱类别b2b4每层数量KZ141.32212.85712.8570.31110.13461.5450标准KZ241.32217.14317.1430.41490.17181.9720底层KZ3KZ4KZ1KZ2KZ3KZ441.32241.32231.65131.65131.65131.65112.85717.14312.85717.14312.85717.14312.85717.14312.85712.8570.62230.82970.23730.29322.72383.3654161617.14317.14300.406200.541612.8570.812417.1431.08330.37660.40980.46660.51351.94262.11382.40682.64871616柱类别b2b4每层数量KZ141.32212.85712.8570.31110.13461.5450标准KZ241.32217.14317.1430.41490.17181.9720底层KZ3KZ4KZ1KZ2KZ3KZ441.32241.32231.65131.65131.65131.65112.85717.14312.85717.14312.85717.14312.85717.14312.85712.8570.62230.82970.23730.29322.72383.3654161617.14317.14300.406200.541612.8570.812417.1431.08330.37660.40980.46660.51351.94262.11382.40682.64871616注：表中ic与ib的单立为（xlO-4E）,E取3.0X107KN/m2（C30）,D的单位为104KN/m,柱号见图4.5.1.-H7—'~I|fffffff7_-H7—7®H!：■图4.5.1柱号图5）框架等效刚度计算如表4.5.7所示。表4.5.7框架各层等效刚度工D计算表单位：104KN/mKZ1KZ2KZ3'柱类别及数量16底层横向框架1.66762.17161.7775标准层横向框架0.87872.11661.1427底层纵向框架1.94262.11382.4068标准层纵向框架1.54501.97202.7238KZ4162.3820KZ1KZ2KZ3'柱类别及数量16底层横向框架1.66762.17161.7775标准层横向框架0.87872.11661.1427底层纵向框架1.94262.11382.4068标准层纵向框架1.54501.97202.7238KZ4162.38202.65952.64873.365490.595281.2828105.5688119.3832结构顶点假想位移（用以计算结构基本周期）分别由u二工G/工D计算横向、纵向框架顶点假想位移ii

其中：G二8799.702KN,G=8534.559KN,G=8102.738KN。计算过程812~7如表4.5.8所示.表4.5.8结构顶点假想位移计算表单位：KN、KN/m、m

结构顶点假想位移计算表（横向）位置G1G2G3G4G5G6G7G8工G工Du18372.32778102.7388102.7388102.7388102.7388102.7388799.70265950.699059520.07279728102.7388102.7388102.7388102.7388102.7388102.7388799.70257416.138128280.07063738102.7388102.7388102.7388102.7388102.7388799.70249313.398128280.06066948102.7388102.7388102.7388102.7388799.70241210.658128280.0507538-—M18102.7388102.7388102.7388799.70233107.928128280.040732637-!8102.7388102.7388799.70225005.188128280.0307637cc—*8102.7388799.70216902.448128280.0207958二一—M*8799.7028799.7028128280.010826—MAu=乂u=0.3579mlq—M*结构顶点假想位移计算表（纵向）8if-「8799.7028799.70211938320.00737178102.7388799.70216902.4411938320.01415868102.7388102.7388799.70225005.1811938320.02094558102.7388102.7388102.7388799.70233107.9211938320.02773248102.7388102.7388102.7388102.7388799.70241210.6511938320.0345238102.7388102.7388102.7388102.7388102.7388799.70249313.3911938320.04130728102.7388102.7388102.7388102.7388102.7388102.7388799.70257416.1311938320.04809418534.5598102.7388102.7388102.7388102.7388102.7388102.7388799.70265950.6910556880.062472位置G1G2G3G4G5G6G7G8工GXDuAu=乂u=0.2566m纵一4.5.4计算结构基本自振周期t1由公式T=1.7a分别计算横向纵向框架基本自振周期如下：T=0.45sTOC\o"1-5"\h\z10中ug(《建筑抗震设计规范》(GB50011-2010)表5.1.4-2)T=1.7aj厂=1.7x0.65"0.3579=0.66sA1.4T=0.63s；1横0hu横gT=1.7a亍=1.7x0.65x、0.2566=0.56sY1.4T=0.63s1纵0u纵g计算横向框架水平地震作用时须考虑顶部附加集中水平地震作用，且5二0.08T+0.01二0.08x0.66+0.01二0.0628（《建筑抗震设计规范》（GBn150011-2010）第5.2.1条）。4.5.5地震影响系数«的确定11）查《建筑抗震设计规范》（GB50011-2010）得，本工程抗震设防烈度为7

度,第三组。设计基本地震加速度值为0.10g（《建筑抗震设计规范》（GB50011-2010）

附录A.0.20.5）。多遇地震作用下a二0.08，罕遇地震作用下a二0.50（《建筑抗maxmax震设计规范》（GB50011-2010）第5.1.4条）。2）查《建筑抗震设计规范》（GB50011-2010）得，由第5.1.5条，由于TYTY5T，故a=(T/T)y^a。带入a二0.08，T二0.45s,T二0.66s，g1g1g12maxmaxg1横T二0.56s，耳二1.0，丫=0.9得1纵2横向框架a二(0.45/0.66)0.9x1.0x0.08二0.05671纵向框架a二(0.45/0.56)0.9x1.0x0.08二0.065714.5.6总水平地震作用标准值计算1）横向水平地震作用（《建筑抗震设计规范》（GB50011-2010）第5.2.1条）:F二aG二0.0567x56058.086二3178.490KNEk1eqAF=5F=0.0628x3178.49二199.610KNnnEk(1-5)F=2978.880KNnEk2)纵向水平地震作用(《建筑抗震设计规范》(GB50011-2010)第5.2.1条):F=aG=0.0657x56058.086=3683.016KNEk1eqAF=0KN

n4.5.7水平地震作用计算1）抗震计算方法（《建筑抗震设计规范》（GB50011-2010）第5.1.2条）：当高度不超过40m、以剪切变形为主且质量和刚度沿高度分布比较均匀的结构，以及近似于单质点体系的结构，可采用底部剪力法等简化方法。采用底部剪力法计算水平地震作用时，各楼层可仅考虑一个自由度。本结构符合上述要求，故可采用底部剪力法进行抗震计算。2）计算横向、纵向水平地震作用下各楼层水平地震作用标准值（《建筑抗震设计规范》（GB50011-2010）第5.2.1条）。GHii£GHGHii£GHjjF(1-5)(i=1,2,Eknj=1各楼层的水平地震作用及层间剪力如表4.5.9、4.5.10所示。表4.5.9横向水平地震作用计算表层数层高咼度HGiGHiiGH/XGHiiiiFi0AFnFi层间剪力V83.600i29.9008799.702263111.0900.230685.142199.610884.752884.75273.60026.3008102.738213102.0090.186554.072554.0721438.82463.60022.7008102.738183932.1530.161479.600479.6001918.42453.60019.1008102.738154762.2960.135402.149402.1492320.57343.60015.5008102.738125592.4390.110327.677327.6772648.2533.60011.9008102.73896422.5820.084250.226250.2262898.47623.6008.3008102.73867252.7250.059175.754175.7543074.2314.7004.7008534.55940112.4270.035104.261104.2613178.490X(GH)1144287.722ii注：表中层高、高度单位为m，Gi、£o、AF“、V.单位为kN。表4.5.10纵向水平地震作用计算表层数层高咼度HGiGHiiGH/XGHiiiiFi0AFnFi层间剪力V83.600i29.9008799.702263111.0900.230847.094847.094i847.09473.60026.3008102.738213102.0090.186685.041685.0411532.13563.60022.7008102.738183932.1530.161592.966592.9662125.10153.60019.1008102.738154762.2960.135497.207497.2072622.30843.60015.5008102.738125592.4390.110405.132405.1323027.4433.60011.9008102.73896422.5820.084309.373309.3733336.81323.6008.3008102.73867252.7250.059217.298217.298