《建筑地震作用計(jì)算的案例綜述》1400字

建筑地震作用計(jì)算的案例綜述1.1地震作用標(biāo)準(zhǔn)值計(jì)算對(duì)于高度不超過(guò)40m，質(zhì)量和剛度沿高度分布比較均勻，變形以剪切為主的結(jié)構(gòu)，可以采用底部剪力法計(jì)算水平地震作用。1.墻體及門窗計(jì)算（1）每一層的重力荷載代表值屋蓋：屋面恒荷載：6.41kN/m2雪荷載：0.35kN/m2女兒墻重量：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每層樓板面積：42.4×18.6+6.5×24.6=948.54m2（2）第六層山墻：[（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橫墻：[（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外縱墻：[（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內(nèi)縱墻：[（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樓面活載：（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門：（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、二層山墻：[（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橫墻：[（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外縱墻:[（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內(nèi)縱墻：[（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樓面活載：（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樓面恒載：4.94kN/m2門：（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第一層山墻：[（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橫墻：[（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外縱墻:[（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內(nèi)縱墻：[（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門：（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.梁柱計(jì)算第六層梁：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、一層梁同第六層梁，為1782.295kN柱：9.642×4.0×23＋9.648×4×11=1311.576kN第五、四、三、二層柱：9.642×3.9×23＋9.648×3.9×11=1278.787kN第一層柱：9.642×5.4×23＋9.648×5.4×11=1770.628kN3.各層重力荷載代表值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總重力荷載代表值：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）計(jì)算結(jié)構(gòu)等效重力荷載代表值GeqGeq=0.85i=1（2）計(jì)算水平地震影響系數(shù)α1[9]抗震設(shè)防烈度為7度，多遇地震，二類場(chǎng)地，設(shè)計(jì)地震分組為第二組，查《工程結(jié)構(gòu)抗震設(shè)計(jì)》知水平地震影響系數(shù)最大值αmax=0.08，特征周期值Tg=0.40s，由于ξ=0.05，則γ=0.9，η1=0.02，η2=1.0?；局芷冢篢由于0.1<T1<Tg，所以α1=η2αmax=1.0×0.08=0.08（3）結(jié)構(gòu)總水平地震作用FEK=α1Geq=0.08×536989.134=42959.131kN（4）計(jì)算各樓層水平地震作用標(biāo)準(zhǔn)值因?yàn)門1≤1.4Tg，0.35＜Tg＜0.55，頂部附加地震作用系數(shù)δn不考慮，為0。所以頂部附加集中力△Fn=δnFEK=0。水平地震作用標(biāo)準(zhǔn)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）計(jì)算各層層間剪力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各樓層的最小剪力值驗(yàn)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滿足要求。計(jì)算出的水平地震作用是每個(gè)結(jié)構(gòu)層所承受的總荷載，在進(jìn)行框架計(jì)算時(shí)需要按照各框架的抗側(cè)移剛度D將各層間水平地震作用分配到每榀框架上去。一榀框架每層的分配系數(shù)：注：i為層號(hào)，m為本榀框架柱的數(shù)目，n為本層所有柱的數(shù)目。第eq\o\ac(○,11)號(hào)軸線橫向框架各層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地震作用下的位移計(jì)算表2-10橫向水平地震作用下的側(cè)移驗(yàn)算層次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