《水平地震作用下的框架位移計(jì)算案例綜述》2100字

水平地震作用下的框架位移計(jì)算案例綜述1.1橫向框架的線剛度計(jì)算1.1.1梁線剛度計(jì)算查詢相關(guān)資料可知，截面慣性矩計(jì)算公式：I0=b綜上所述，匯總結(jié)果于下表5-1：表STYLEREF1\s5SEQ表\*ARABIC\s11主梁的線剛度型號(hào)Ec/(N/mm)b×h/(mm×mm)Ib/(mm4)l/(mm）ib/(N?mm)主梁一3.0×104400×8003.41×1010900011.37×10103.41×1010850012.05×1010邊跨2.56×101085009.04×1010主梁二3.0×104300×3001.35×10930001.35×10101.35×10924001.69×10101.35×10912503.24×1010邊跨1.0125×10924001.27×10101.1.2柱線剛度計(jì)算同理，柱的慣性矩計(jì)算公式：Ic=bc?bc3/12，線剛度計(jì)算公式ic表STYLEREF1\s5SEQ表\*ARABIC\s12框架柱線剛度圖STYLEREF1\s5SEQ圖\*ARABIC\s11第8軸框架線剛度簡(jiǎn)圖1.1.3框架結(jié)構(gòu)側(cè)移剛度計(jì)算D=12αcic/h2（5-1）底層：K=(i1+一般層：K=(i1+計(jì)算說(shuō)明對(duì)象：圖5-1中第二層C柱，省略其余側(cè)移剛度計(jì)算過(guò)程。第二層C柱的側(cè)移剛度計(jì)算：K=iαc可求得，柱的側(cè)移剛度為D=同理可得，其余柱以及整體框架的側(cè)移剛度計(jì)算結(jié)果詳見(jiàn)下表5-3、5-4、5-5。表STYLEREF1\s5SEQ表\*ARABIC\s13中框架（共9榀）柱側(cè)移剛度（單位：Nmm）層次A軸B軸C軸D軸總和114121146791467914121576002-61990220982209821990281768表STYLEREF1\s5SEQ表\*ARABIC\s14邊框架（共2榀）柱側(cè)移剛度D（單位：Nmm）層次A軸B軸C軸D軸總和1129041345513455129004527192-61746418583185831746472094表STYLEREF1\s5SEQ表\*ARABIC\s15橫向框架整體側(cè)移剛度（單位：Nmm）層次123456?Di623842880102880102880102880102880102由于層間側(cè)移剛度比?D11.2基本自振周期的計(jì)算《高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程》（JGJ3-2010）規(guī)定：對(duì)于剛度以及質(zhì)量沿高度分布相對(duì)比較均勻的框架結(jié)構(gòu)，可用假想位移法進(jìn)行計(jì)算其基本自振周期。根據(jù)下列公式：TiVGi=?Gk（5-5）ΔuμT注釋：Ti：結(jié)構(gòu)基本自震周期，μT：結(jié)構(gòu)頂點(diǎn)的水平位移，單位m。φT：考慮非承重磚墻時(shí)結(jié)構(gòu)基本自振周期的折減系數(shù)，對(duì)于框架結(jié)構(gòu)，φT綜上所述，將計(jì)算結(jié)果匯總成下表5-6：表STYLEREF1\s5SEQ表\*ARABIC\s16結(jié)構(gòu)頂點(diǎn)假想側(cè)移計(jì)算層次Gi（kN）VG（kN）?Di（N/mm）Δui(mm)ui(mm)120403.413014.68388010214.79446.5218011.7330896.56288010231.1431.7318011.7348879.83688010251.5396.6417976.4366902.40588010276.0341.0517871.0484924.97488010296.5261.0613011.38105130.088623842168.5168.5則T1.3樓層地震作用及地震剪力計(jì)算按照《建筑抗震設(shè)計(jì)規(guī)范》的相關(guān)規(guī)定，此房屋的高度為23.4m<40m，且層間側(cè)移剛度比值>0.7，即沿建筑高度質(zhì)量分布均勻，在地震運(yùn)動(dòng)下的變形以剪切變形為主，忽略扭轉(zhuǎn)效，其水平地震作用采用底部剪力法來(lái)進(jìn)行計(jì)算。GGT已知Tgα設(shè)阻尼比ζ=0.05，γ取0.9，故η2取1.0，水平α=F1.4由于1.4Tg=1.4×0.4s=0.56s<可求得δn水平地震作用計(jì)算公式：Fi?Fn水平地震作用下地震剪力分布如下REF_Ref71448361\h表57。表STYLEREF1\s5SEQ表\*ARABIC\s17各層地震作用及地震剪力層次Hi（m）Gi（kN）GiHi（kNm）?GiHi（kNm）Fi（kN）621.2013011.38327970.011553253.50753.62521.3017871.04380884.02871.20417.4017976.43312908.97719.00313.5018011.73243304.68559.0729.6018011.73173016.66397.5611.7020403.40115169.15264.646層水平地震作用標(biāo)準(zhǔn)值為282.06+839.43=1121.49kN。圖STYLEREF1\s5SEQ圖\*ARABIC\s12各樓層水平地震作用以及地震剪力1.4水平地震作用下層間位移計(jì)算查詢規(guī)范可得，框架結(jié)構(gòu)的層間位移?ui與頂點(diǎn)位移?uu=k=1n由規(guī)范可知，框架結(jié)構(gòu)最大彈性位移?ui應(yīng)小于計(jì)算結(jié)果見(jiàn)下表5-8。表STYLEREF1\s5SEQ表\*ARABIC\s18橫向水平地震作用的位移驗(yàn)算層次Vi（kN）?Di（N/mm）Δui(mm)ui(mm)hi(mm)θ6753.628801020.8618.1539002.2×10-451628.828801021.8517.3039004.74×10-442347.828801022.6711.4539006.84×10-432906.898801023.3012.7839008.47×10-423304.458801023.759.4839009.63×10-413569.096238421.721.72570010.04×10-4由表5-8可知，1.004×10-3<1.82×10-3=1/550，即最大的層間彈性位移角位于首層，滿足要求。1.5水平地震作用下的結(jié)構(gòu)內(nèi)力計(jì)算采用《結(jié)構(gòu)力學(xué)》[5]中D值法進(jìn)行內(nèi)力計(jì)算。計(jì)算說(shuō)明對(duì)象為第=8\*GB3⑧軸框架，其余框架計(jì)算過(guò)程相同，不詳細(xì)說(shuō)明。柱端剪力Vij、彎矩McijtVjkMcijtMcijby=Vi中=Vi(Di中/∑Di)（5-16）同理，每榀框架均應(yīng)進(jìn)行剪力分配，最后所得各層剪力計(jì)算結(jié)果如下：表STYLEREF1\s5SEQ表\*ARABIC\s19各層邊柱柱端彎矩（單位kN·m）及剪力（單位kN）層次HiVi中Di中DijVijA、D軸邊柱mkNN/mmN/mmkNKyMM63.970.02817681990217.042.780.43937.2829.1853.9151.33817681990236.832.780.4579.0164.6443.9218.13817681990253.092.780.489101.81101.2533.9270.07817681990261.732.780.5128.18128.1823.9307.01817681990274.722.780.5141.71141.7111.7329.54576001412180.791.960.554201.38251.11表STYLEREF1\s5SEQ表\*ARABIC\s110各層中柱端彎矩（單位kN·m）及剪力（單位kN）層次HiVi中Di中DijVijB、C軸中柱mkNN/mmN/mmkNKyMM63.970.02817681858311.913.160.4534.1327.9353.9151.33817681858334.393.160.45872.7061.4343.9218.13817681858349.573.160.596.6796.6733.9270.07817681858361.383.160.5119.69119.6923.9307.01817681858369.773.160.5136.06136.0611.7329.54576001345576.982.240.55197.45241.33梁端彎矩Mb、剪力Vb及柱軸力N（5-17）（5-18）（5-19）（5-20）各層梁端彎矩、剪力以及柱軸力的計(jì)算結(jié)果匯總成下表。表STYLEREF1\s5SEQ表\*ARABIC\s111梁端彎矩匯總（單位：kN·m）層次DC跨梁CB跨梁BA跨梁左端右端左端右端左端右端637.28-29.934.2-4.229.93-37.285108.18-88.2512.38-12.3888.25-108.184170.45-138.6519.45-19.45138.65-170.453229.43-189.7526.61-26.61189.75-229.432273.89-224.2931.46-31.46224.29-273.891351.09-292.4941.02-41.02292.49-351.09表STYLEREF1\s5SEQ表\*ARABIC\s112梁端剪力、柱軸力計(jì)算匯總（單位：kN）層次梁剪力柱軸力DC跨梁CB跨梁BA跨梁D軸C軸B軸A軸67.913.57.91-7.914.41-4.417.91523.1110.3223.11-31.0217.2-17.231.02436.3616.2136.36-67.3837.35-37.3567.38349.3222.1849.32-116.764.49-64.49116.7258.6126.2258.61-171.3196.88-96.88171.31171.7234.1871.72-251.03138.42-138.42251.03注意：彎矩以順時(shí)針