《建筑地震作用计算的案例综述》1400字

建筑地震作用计算的案例综述1.1地震作用标准值计算对于高度不超过40m，质量和刚度沿高度分布比较均匀，变形以剪切为主的结构，可以采用底部剪力法计算水平地震作用。1.墙体及门窗计算（1）每一层的重力荷载代表值屋盖：屋面恒荷载：6.41kN/m2雪荷载：0.35kN/m2女儿墙重量：1.4×2.868×[（0.1+3.9+9.6+3.9×2+8+3.9×2+6.3+3）×2+8×2+2.4+6]=471.384kN每层楼板面积：42.4×18.6+6.5×24.6=948.54m2（2）第六层山墙：[（23.4-0.6×6+3×2-0.6×2）×（4-0.8）-1.5×1.2×2-2.4×2.1×4-1.5×2.1×3]×2.21=100.577kN横墙：[（8-0.2）×（4-0.8）×6+（8-0.5×2）×（4-0.8）×13-0.9×2.4-0.9×2.1×2]×1.98=861.34kN外纵墙：[（44.8+0.1-0.6×7-0.3+44.8+0.1-0.6×6-0.3）×（4-0.8）-2.4×2.1×17-1.5×2.1-2.1×1.2×2-2.1×2.1×2]×2.16=344.585kN内纵墙：[（3.9-0.6+3+0.1-0.3+3.9×3+8×2+6.3+0.1-0.6×5-0.3+3.9+9.6+3.9×4+8+6.3+0.1-0.6×6-0.3+6.3-0.5-0.3）×（4-0.8）-1.2×1.2×9-3×1.2×1-2.4×1.2×2-2.1×1.2-1×2.4×17-1.8×2.4×2-0.9×2.4×2]×2.12=366.135kN楼面活载：（839.74-44.8×2.4-10.5×6.3-8×3.9×2-8×3）×2+8×3.9×2×3.5+（3×6.3+8×2.4+8×3.9）×2.5+8×3×7＋44.8×2.4×2.5=2201.63kN门：（1.0×2.4×20+0.9×2.4×3+1.8×2.4×2）×0.4＋0.9×2.1×2×0.45=26.949kN窗：（2.4×2.1×21+1.5×2.1×4+2.4×1.2+1.5×1.2×2+2.1×1.2×3+2.1×2.1×2＋1.2×1.2×9＋3×1.2＋2.4×1.2×2）×0.4=65.448kN第五、四、三、二层山墙：[（23.4-0.6×6+3×2-0.6×2）×（3.90-0.8）-1.5×1.2×2-2.4×2.1×4-1.5×2.1×3]×2.16=92.988kN横墙：[（8-0.2）×（3.90-0.8）×6+（8-0.5×2）×（3.90-0.8）×13-0.9×2.4-0.9×2.1×2]×2.21=930.940kN外纵墙:[（44.8+0.1-0.6×7-0.3+44.8+0.1-0.6×6-0.3）×（3.90-0.8）-2.4×2.1×17-1.5×2.1-2.4×1.2-2.1×1.2×2-2.1×2.1×2]×2.16=317.023kN内纵墙：[（3.9-0.6+3+0.1-0.3+3.9×3+8×2+6.3+0.1-0.6×5-0.3+3.9+9.6+3.9×4+8+6.3+0.1-0.6×6-0.3+6.3-0.5-0.3）×（3.90-0.8）-1.2×1.2×9-3×1.2×1-2.4×1.2×2-2.1×1.2-1×2.4×17-1.8×2.4×2-0.9×2.4×2]×2.21=368.044kN楼面活载：（839.74-43.2×2.4-10.5×6.3-8×3.9×2-8×3）×2+8×3.9×2×3.5+（3×6.3+7.5×2.4+8×3.9）×2.5+8×3×7＋43.2×2.4×2.5=1982.87kN楼面恒载：4.94kN/m2门：（1.0×2.4×17+0.9×2.4×3+1.8×2.4×2）×0.4＋0.9×2.1×2×0.45=24.069kN窗：（2.4×2.1×21+1.5×2.1×4+2.4×1.2+1.5×1.2×2+2.1×1.2×3+2.1×2.1×2＋1.2×1.2×9＋3×1.2＋2.4×1.2×2）×0.4=65.448kN第一层山墙：[（23.6-0.6×6+3×2-0.6×2）×（14.1-0.8）-1.5×1.2×2-2.4×2.1×4-1.5×2.1×2-1.8×2.4]×2.16=189.965kN横墙：[（7.5-0.2）×（5.70-0.75）×6+（7.5-0.5×2）×（5.70-0.75）×13-0.9×2.4-0.9×2.1×2-2.4×2.1]×1.98=1235.728kN外纵墙:[（43.2+0.1-0.6×7-0.3+43.2+0.1-0.6×6-0.3）×（5.70-0.8）-2.4×2.1×14-1.5×2.1-2.4×1.2-2.1×1.2×2-2.1×2.1×2-5.4×2.4]×2.16=604.303kN内纵墙：[（3.9-0.6+3+0.1-0.3+3.9×3+8×2+6.3+0.1-0.6×5-0.3+3.9-0.6+3.9×4+8+6.3+0.1-0.6×4-0.3+6.3-0.5-0.3）×（5.70-0.8）-1.2×1.2×9-2.4×1.2×2-2.1×1.2-1×2.4×15-1.8×2.4×2-0.9×2.4×2]×2.21=633.556kN门：（1.0×2.4×15+0.9×2.4×3+1.8×2.4×3）×0.4＋0.9×2.1×2×0.45+1.8×2.4×3×3=62.757kN窗：（2.4×2.1×19+1.5×2.1×3+2.4×1.2+1.5×1.2×2+2.1×1.2×3+2.1×2.1×2＋1.2×1.2×9＋2.4×1.2×2）×0.4=58.716kN2.梁柱计算第六层梁：5.644×[23.4+3×2-0.6×8+（8-0.5×2.0）×13]+2.204×（8-0.20×2）×10＋2.204×2.20×5＋5.644×2.2×2＋5.685×（44.8＋0.1-0.6×7-0.3+44.8＋0.1-0.60×6-0.30）＋5.494×（3.9-0.6+3+0.1-0.3+3.9×3＋8×2＋6.3＋0.1-0.6×5-0.30+3.9+9.6+3.9×4+8+6.3+0.1-0.6×6-0.3+6.3-0.5-0.3）=1782.295kN第五、四、三、二、一层梁同第六层梁，为1782.295kN柱：9.642×4.0×23＋9.648×4×11=1311.576kN第五、四、三、二层柱：9.642×3.9×23＋9.648×3.9×11=1278.787kN第一层柱：9.642×5.4×23＋9.648×5.4×11=1770.628kN3.各层重力荷载代表值G6=（6.41+0.5×0.4）×948.54＋471.38＋0.5×（100.577＋344.585＋861.34＋366.135＋26.949＋65.448＋1311.576）＋1782.295=10061.829kNG5=4.94×948.54＋0.5×1982.87＋0.5×（100.577＋344.585＋861.34＋366.135＋26.949＋65.448＋1311.576）＋0.5×（92.988＋317.023＋930.940＋368.044+24.069＋65.448＋1278.787）＋1782.295=10536.472kNG4=4.94×948.54＋0.5×1982.87＋0.5×（100.577＋344.585＋861.34＋366.135＋26.949＋65.448＋1311.576）＋0.5×（92.988＋317.023＋930.940＋368.044+24.069＋65.448＋1278.787）＋1782.295=10532.682kNG3=4.94×948.54＋0.5×1982.87＋0.5×（100.577＋344.585＋861.34＋366.135＋26.949＋65.448＋1311.576）＋0.5×（92.988＋317.023＋930.940＋368.044+24.069＋65.448＋1278.787）＋1782.295=10532.682kNG2=4.94×948.54＋0.5×1982.87＋0.5×（100.577＋344.585＋861.34＋366.135＋26.949＋65.448＋1311.576）＋0.5×（92.988＋317.023＋930.940＋368.044+24.069＋65.448＋1278.787）＋1782.295=10532.682kNG1=4.94×948.54＋0.5×1982.87＋0.5×（100.577＋344.585＋861.34＋366.135＋26.949＋65.448＋1311.576）＋0.5×（189.965+604.303＋1235.728＋633.556＋62.757＋58.716＋1770.628）＋1484.574=10977.928kN总重力荷载代表值：G=G1+G2+G3+G4+G5+G6=10061.829+10536.472+10532.682+10532.682+10532.682+10977.928=63174.275kN4.多遇地震作用（1）计算结构等效重力荷载代表值GeqGeq=0.85i=1（2）计算水平地震影响系数α1[9]抗震设防烈度为7度，多遇地震，二类场地，设计地震分组为第二组，查《工程结构抗震设计》知水平地震影响系数最大值αmax=0.08，特征周期值Tg=0.40s，由于ξ=0.05，则γ=0.9，η1=0.02，η2=1.0。基本周期：T由于0.1<T1<Tg，所以α1=η2αmax=1.0×0.08=0.08（3）结构总水平地震作用FEK=α1Geq=0.08×536989.134=42959.131kN（4）计算各楼层水平地震作用标准值因为T1≤1.4Tg，0.35＜Tg＜0.55，顶部附加地震作用系数δn不考虑，为0。所以顶部附加集中力△Fn=δnFEK=0。水平地震作用标准值：Fij=1nGjHj=10061.829×25×13.2＋10532.682×9.3＋10977.928×5.4=949186.655F6=（10061.829×25×3515.794）/949186.655=931.727kNF5=（10532.682×21×3515.794）/949186.655=819.275kNF4=（10532.682×17.1×3515.794）/949186.655=667.124kNF3=（10532.682×13.2×3515.794）/949186.655=514.973kNF2=（10532.682×9.3×3515.794）/949186.655=362.822kNF1=（10977.928×5.4×3515.794）/949186.655=219.577kN（5）计算各层层间剪力V6=931.727kNV5=931.727+819.275=1751.002kNV4=931.727+819.275+667.124=2418.126kNV3=931.727+819.275+667.124+514.973=2933.099kNV2=931.727+819.275+667.124+514.973+362.822=3295.921kNV1=931.727+819.275+667.124+514.973+362.822+219.577=3515.498kN各楼层的最小剪力值验算VEK,min>λVEk6,min=0.016×10061.829=160.989kN＜931.727kNVEk5,min=329.573kN<1751.002kNVEk4,min=498.096kN＜2418.126kNVEk3,min=666.619kN＜2933.0kNVEk2,min=835.142kN＜3295.921kNVEk1,min=850.788kN＜3515.498kN满足要求。计算出的水平地震作用是每个结构层所承受的总荷载，在进行框架计算时需要按照各框架的抗侧移刚度D将各层间水平地震作用分配到每榀框架上去。一榀框架每层的分配系数：注：i为层号，m为本榀框架柱的数目，n为本层所有柱的数目。第eq\o\ac(○,11)号轴线横向框架各层所分配到的水平地震作用：V6`=127434.3/(127454.3×4+121031.864+224802.004+268446.482＋22256.373×2)×927.546=108.756kNV5`=202.241kNV4`=279.177kNV3`=338.869kNV2`=381.316kNV1`=410.458kN1.2地震作用下的位移计算表2-10横向水平地震作用下的侧移验算层次Vi(KN)ΣDij∆Uj/mhi/m∆Uj/h6931.7271089430.1260.00082340.00021651751.0021123298.119260.001523.900.00038942418.1261123298.119260.002113.900.00054332933.0991123298.119260.002563.900.00064123295.9211123298.119260.002793.900.00073913515.4981123298.1192