【文章內容簡介】 1 4 1 5 1 6 1 =====================================================================計算信息=====================================================================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: 計算桿件內力結束日期 : 2013. 3. 6時間 : 13:10:23總用時 : 0: 0:26=====================================================================各層剛心、偏心率、相鄰層側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Alf : 層剛性主軸的方向Xmass，Ymass : 質心的 X，Y 坐標值Gmass : 總質量Eex，Eey : X，Y 方向的偏心率Ratx，Raty : X，Y 方向本層塔側移剛度與下一層相應塔側移剛度的比值(剪切剛度)Ratx1，Raty1 : X，Y 方向本層塔側移剛度與上一層相應塔側移剛度70%的比值或上三層平均側移剛度80%的比值中之較小者RJX1，RJY1，RJZ1: 結構總體坐標系中塔的側移剛度和扭轉剛度(剪切剛度)RJX3，RJY3，RJZ3: 結構總體坐標系中塔的側移剛度和扭轉剛度(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= 薄弱層地震剪力放大系數(shù)= RJX1 = +06(kN/m) RJY1 = +06(kN/m) RJZ1 = +00(kN/m)RJX3 = +05(kN/m) RJY3 = +05(kN/m) RJZ3 = +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= 薄弱層地震剪力放大系數(shù)= RJX1 = +06(kN/m) RJY1 = +06(kN/m) RJZ1 = +00(kN/m)RJX3 = +05(kN/m) RJY3 = +05(kN/m) RJZ3 = +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= 薄弱層地震剪力放大系數(shù)= RJX1 = +06(kN/m) RJY1 = +06(kN/m) RJZ1 = +00(kN/m)RJX3 = +05(kN/m) RJY3 = +05(kN/m) RJZ3 = +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= 薄弱層地震剪力放大系數(shù)= RJX1 = +06(kN/m) RJY1 = +06(kN/m) RJZ1 = +00(kN/m)RJX3 = +05(kN/m) RJY3 = +05(kN/m) RJZ3 = +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= 薄弱層地震剪力放大系數(shù)= RJX1 = +06(kN/m) RJY1 = +06(kN/m) RJZ1 = +00(kN/m)RJX3 = +05(kN/m) RJY3 = +05(kN/m) RJZ3 = +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= 薄弱層地震剪力放大系數(shù)= RJX1 = +06(kN/m) RJY1 = +06(kN/m) RJZ1 = +00(kN/m)RJX3 = +05(kN/m) RJY3 = +05(kN/m) RJZ3 = +00(kN/m)X方向最小剛度比: (第 1層第 1塔)Y方向最小剛度比: (第 6層第 1塔)===================================================================== 結構整體抗傾覆驗算結果=====================================================================抗傾覆力矩Mr 傾覆力矩Mov 比值Mr/Mov 零應力區(qū)(%)X風荷載 Y風荷載 X 地 震 Y 地 震 ===================================================================== 結構舒適性驗算結果(僅當滿足規(guī)范適用條件時結果有效)=====================================================================按高鋼規(guī)計算X向順風向頂點最大加速度(m/s2) = 按高鋼規(guī)計算X向橫風向頂點最大加速度(m/s2) = 按荷載規(guī)范計算X向順風向頂點最大加速度(m/s2) = 按荷載規(guī)范計算X向橫風向頂點最大加速度(m/s2) = 按高鋼規(guī)計算Y向順風向頂點最大加速度(m/s2) = 按高鋼規(guī)計算Y向橫風向頂點最大加速度(m/s2) = 按荷載規(guī)范計算Y向順風向頂點最大加速度(m/s2) = 按荷載規(guī)范計算Y向橫風向頂點最大加速度(m/s2) = =====================================================================結構整體穩(wěn)定驗算結果=====================================================================層號 X向剛度 Y向剛度 層高 上部重量 X剛重比 Y剛重比1 +06 +06 112038. 2 +06 +06 89061. 3 +06 +06 67137. 4 +06 +06 45214. 5 +06 +06 23164. 6 +06 +06 1989. 該結構剛重比Di*Hi/Gi大于10,能夠通過高規(guī)()的整體穩(wěn)定驗算該結構剛重比Di*Hi/Gi大于20,可以不考慮重力二階效應*********************************************************************** 樓層抗剪承載力、及承載力比值 **********************************************************************Ratio_Bu: 表示本層與上一層的承載力之比層號 塔號 X向承載力 Y向承載力 Ratio_Bu:X,Y6 1 +03 +04 5 1 +04 +04 4 1 +04 +04 3 1 +04 +05 2 1 +05 +05 1 1 +04 +04 X方向最小樓層抗剪承載力之比: 層號: 1 塔號: 1Y方向最小樓層抗剪承載力之比: 層號: 1 塔號: 1 周期、地震力與振型輸出文件周期、地震力與振型輸出文件(VSS求解器)=====================================================================考慮扭轉耦聯(lián)時的振動周期(秒)、X,Y 方向的平動系數(shù)、扭轉系數(shù)振型號 周 期 轉 角 平動系數(shù) (X+Y)