【正文】 1 343(35/ 300) 28(35/ 300) 14(35/ 300) 5( 3) 1 343(35/ 300) 28(35/ 300) 14(35/ 300) 6( 3) 1 343(35/ 300) 28(35/ 300) 14(35/ 300) 7( 4) 1 343(35/ 300) 28(35/ 300) 14(35/ 300) ****************************************************************** 風荷載信息 ******************************************************************層號 塔號 風荷載X 剪力X 傾覆彎矩X 風荷載Y 剪力Y 傾覆彎矩Y7 1 6 1 5 1 4 1 3 1 2 1 1 1 ============================================================= 各樓層等效尺寸(單位:m,m2)=============================================================層號 塔號 面積 形心X 形心Y 等效寬B 等效高H 最大寬BMAX 最小寬BMIN1 1 2 1 3 1 4 1 5 1 6 1 7 1 ============================================================= 各樓層的單位面積質(zhì)量分布(單位:kg/m2)============================================================= 層號 塔號 單位面積質(zhì)量 g[i] 質(zhì)量比 max(g[i]/g[i1],g[i]/g[i+1]) 1 1 2 1 3 1 4 1 5 1 6 1 7 1 =============================================================計算信息============================================================= 計算日期: 2013. 開始時間: 17:12: 53 可用內(nèi)存: 第一步: 數(shù)據(jù)預處理 第二步: 計算每層剛度中心、自由度、質(zhì)量等信息 第三步: 地震作用分析第四步: 風及豎向荷載分析第五步: 計算桿件內(nèi)力 結(jié)束日期 : 2013. 時間 : 17:14:30總用時: 0: 1:37=============================================================各層剛心、偏心率、相鄰層側(cè)移剛度比等計算信息Floor No: 層號Tower No : 塔號Xstif，Ystif: 剛心的 X，Y 坐標值A(chǔ)lf: 層剛性主軸的方向Xmass，Ymass: 質(zhì)心的 X，Y 坐標值Gmass : 總質(zhì)量Eex，Eey : X，Y 方向的偏心率Ratx，Raty: X，Y 方向本層塔側(cè)移剛度與下一層相應(yīng)塔側(cè)移剛度的比值(剪切剛度)Ratx1，Raty1: X，Y 方向本層塔側(cè)移剛度與上一層相應(yīng)塔側(cè)移剛度70%的比值或上三層平均側(cè)移剛度80%的比值中之較小者RJX1，RJY1，RJZ1: 結(jié)構(gòu)總體坐標系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度(剪切剛度)RJX3，RJY3，RJZ3: 結(jié)構(gòu)總體坐標系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度(地震剪力與地震層間位移的比)=============================================================Floor No. 1 Tower No. 1Xstif = (m) Ystif = (m) Alf = (Degree)Xmass = (m) Ymass = (m) Gmass(活荷折減)= ( )(t)Eex = Eey =Ratx = Raty =Ratx1= Raty1= Ratx2= Raty2= 薄弱層地震剪力放大系數(shù)= RJX1 = +07(kN/m)RJY1 = +07(kN/m) RJZ1 = +00(kN/m)RJX3 = +06(kN/m)RJY3 = +06(kN/m) RJZ3 = +00(kN/m)RJX3/H = +05(kN/m) RJY3/H = +05(kN/m) RJZ3/H = +00(kN/m) Floor No. 2 Tower No. 1Xstif= (m) Ystif= (m) Alf = (Degree)Xmass= (m) Ymass= (m)Gmass(活荷折減)= ( )(t)Eex = Eey = Ratx = Raty = Ratx1= Raty1= Ratx2= Raty2=薄弱層地震剪力放大系數(shù)= RJX1 = +07(kN/m) RJY1 = +07(kN/m) RJZ1 = +00(kN/m)RJX3 = +06(kN/m) RJY3 = +06(kN/m) RJZ3 = +00(kN/m)RJX3/H = +05(kN/m) RJY3/H = +05(kN/m) RJZ3/H = +00(kN/m) Floor No. 3 Tower No. 1Xstif= (m) Ystif= (m) Alf = (Degree)Xmass= (m) Ymass= (m) Gmass(活荷折減)= ( )(t)Eex = Eey =Ratx = Raty = Ratx1= Raty1=Ratx2= Raty2=薄弱層地震剪力放大系數(shù)= RJX1 = +07(kN/m) RJY1 = +07(kN/m) RJZ1 = +00(kN/m) RJX3 = +06(kN/m) RJY3 = +06(kN/m) RJZ3 =+00(kN/m)RJX3/H = +05(kN/m) RJY3/H = +05(kN/m) RJZ3/H = +00(kN/m) Floor No. 4 Tower No. 1Xstif= (m) Ystif= (m) Alf =(Degree)Xmass= (m) Ymass=(m) Gmass(活荷折減)= ( )(t)Eex = Eey =Ratx = Raty =Ratx1= Raty1= Ratx2= Raty2=薄弱層地震剪力放大系數(shù)= RJX1 = +07(kN/m) RJY1 = +07(kN/m) RJZ1 = +00(kN/m)RJX3 = +06(kN/m) RJY3 = +06(kN/m) RJZ3 = +00(kN/m)RJX3/H = +05(kN/m) RJY3/H = +05(kN/m) RJZ3/H = +00(kN/m) Floor No. 5 Tower No. 1Xstif= (m) Ystif=(m) Alf = (Degree)Xmass= (m) Ymass=(m) Gmass(活荷折減)= ()(t)Eex = Eey = Ratx = Raty =Ratx1= Raty1= Ratx2= Raty2= 薄弱層地震剪力放大系數(shù)= RJX1 = +07(kN/m) RJY1 = +07(kN/m) RJZ1 = +00(kN/m)RJX3 = +06(kN/m) RJY3 = +06(kN/m) RJZ3 = +00(kN/m)RJX3/H = +05(kN/m) RJY3/H = +05(kN/m) RJZ3/H = +00(kN/m)Floor No. 6 Tower No. 1Xstif=(m) Ystif=(m) Alf =(Degree)Xmass=(m) Ymass= (m) Gmass(活荷折減)= ( )(t)Eex = Eey = Ratx = Raty = Ratx1= Raty1= Ratx2= Raty2= 薄弱層地震剪力放大系數(shù)= RJX1 = +07(kN/m) RJY1 = +07(kN/m) RJZ1 = +00(kN/m)RJX3 = +06(kN/m) RJY3 = +06(kN/m) RJZ3 = +00(kN/m)RJX3/H = +05(kN/m) RJY3/H = +05(kN/m) RJZ3/H = +00(kN/m)Floor No. 7 Tower No. 1Xstif= (m) Ystif= (m) Alf。（1）考慮柱、墻設(shè)計時活荷載折減；（2）考慮傳給基礎(chǔ)的活荷載不折減；（3）設(shè)計使用年限為50年，；（4）其余參數(shù)按默認值考慮。《高層規(guī)程》，“當非承重墻體為砌體墻時，高層建筑結(jié)構(gòu)的計算自振周期折減可按下列規(guī)定取值：，”，本結(jié)構(gòu)為框剪結(jié)構(gòu)，考慮到隔墻采用陶?？招钠鰤K，不作折減。（1）結(jié)構(gòu)規(guī)則性信息：《抗震規(guī)范》，“規(guī)則結(jié)構(gòu)不進行扭轉(zhuǎn)耦聯(lián)計算時，平行于地震作用方向的兩個邊榀各構(gòu)件，其地震作用效應(yīng)應(yīng)乘以增大系數(shù)”，考慮到新版的PKPM軟件去除了原