单塔信息周期位移

---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------结构总体信息构嵌固端所在层号(层顶嵌固003300否否否1计算控制信息2010《混凝土规范》取值计算控制信息2010《混凝土规范》取值是是是是否是否考虑P-刚性楼板假定:6计算效应否否否否否风荷载信息地面粗糙程度(kN/m2):结构X向基本周期（秒）:结构Y向基本周期（秒）:风荷载计算用阻尼比:舒适度验算用基本风压否是舒适度验算用阻尼比1是分段号最高层号-舒适度验算用阻尼比1是分段号最高层号-1地震信息4级:Y向偶然偏心值三7ⅡWYD-否222是是是是0否否性能设计信息否设计信息5.2.5调整楼层地震力:否设计信息5.2.5调整楼层地震力:底部嵌固楼层刚度比执行《高规》3.5.2-M、V不调整0.2V0调整分段数是否是是是0否00.2V0调整时楼层剪力最小倍数0.2V0调整时各层框架剪力最大值的倍数0.2V0调整上限否活荷载信息是12-4-6-9-20构件设计信息矩形混凝土梁按T形梁配筋:矩形混凝土梁按T形梁配筋:X向钢柱计算长度是否按有侧移计算Y向钢柱计算长度是否按有侧移计算:按《钢规》5.3.3-2自动判断强弱支撑:框架柱的轴压比限值按框架结构采用:梁保护层厚度(mm):柱保护层厚度否是否是是是7.2.16-边缘构件合并距离短肢边缘构件合并距离(mm):边缘构件尺寸取整模数(mm):7.2.16是否是否300《高规》JGJ3-包络设计否鉴定加固否材料信息混凝土容重砌体容重钢材容重轻骨料混凝土容重梁箍筋间距(mm):墙水平分布筋最大间距墙竖向分布筋最小配筋率墙水平分布筋最大间距墙竖向分布筋最小配筋率0钢筋强度HRB400钢筋强度设计值地下室信息回填土容重室外地平标高地下水位标高室外地面附加荷载0--荷载组合否是11111无987654321111111111321塔号构X向基本周期（秒）:Y向基本周期（秒）:1分段号最高层号987654321111111111321塔号构X向基本周期（秒）:Y向基本周期（秒）:1分段号最高层号-100.2V0调整时楼层剪力最小倍数0.2V0调整时各层框架剪力最大值的倍数质心质心质心不1111198765432111111111987654321111111111---合计活载质量=活荷载重力荷载代表值系数*总质量=恒载质量+活载质量+层高98111111100000000000000765432111111110000000000765432111111110000000000000---------------------------------------------------------98765432111111111111111---------------------------------------------------------------------------------(混凝土/主筋(混凝土/主筋(混凝土/主筋(混凝土/主筋987661111111111------------------------------------------5544322111111111------------------5544322111111111-------------------------------------------------------------------------------------(箍筋(箍筋(箍筋(水平/竖向(箍筋98765432111111111111111----------------------------------------------------XYY91111118765432111111111各楼层等效尺寸(单位98765432118765432111111111各楼层等效尺寸(单位98765432111111111111111各楼层质量、单位面积质量分布(单位层号塔号楼层质量单位面积质量单位面积质量比987各楼层质量、单位面积质量分布(单位层号塔号楼层质量单位面积质量单位面积质量比98765432111111111111111FloorNoTowerNo::刚心的X，Y:Xmass，Ymass:X，Y::X，Y:X，Y方向本层塔侧移刚度与下一层相应塔侧移刚度的比值(剪切刚度Ratx1，Raty1X，Y70%的比值或上三层平均侧移刚度80%的比值中之较小者比值。110%指当本层层高大于相邻上层层高1.5倍时，150%RJX1，RJY1，RJZ1:结构总体坐标系中塔的侧移刚度和扭转刚度(剪切刚度RJX3，RJY3，RJZ3:结构总体坐标系中塔的侧移刚度和扭转刚度(地震剪力与地震层间位FloorNo.TowerNo. =Gmass(重力荷载代表值Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=1.2206E+007(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷载代表值Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=1.2206E+007(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷载代表值Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=4.6269E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷载代表值Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=1.0566E+007(kN/m)RJZ3=---------------------------------------------------------FloorNo.4TowerNo. =Gmass(重力荷载代表值1162.2343(Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=2.3289E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.5TowerNo. =Gmass(重力荷载代表值Ratx= RatyRJX1=RJX3=RJY1= RJZ1=RJY3=2.3289E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.5TowerNo. =Gmass(重力荷载代表值Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=2.5816E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.6TowerNo. =Gmass(重力荷载代表值Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=2.2245E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷载代表值Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=1.9790E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷载代表值Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=1.8096E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=1.8096E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷载代表值Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=1.6686E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷载代表值Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=1.5264E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷载代表值Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=1.3648E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷载代表值Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷载代表值Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=1.1647E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷载代表值Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=8.9464E+005(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷载代表值Ratx= Raty薄弱层地震剪力放大系数=RJX1=RJX3=RJY1= RJZ1=RJY3=5.1696E+005(kN/m)RJZ3=---------------------------------------------------------X方向最小刚度比 0.7273(2层1塔Y方向最小刚度比0.7539(21塔转换层所在层号：塔号：X方向下部刚度=3.8625E+006Y方向下部刚度=2.5247E+00614X39方向上部刚度X方向刚度比Y方向上部刚度转换层所在层号：塔号：X方向下部刚度=3.8625E+006Y方向下部刚度=2.5247E+00614X39方向上部刚度X方向刚度比Y方向上部刚度Y方向刚度比按层间剪力与层间位移之比方式验算侧向刚度比：X方向刚度比4.4521Y度比X向风Y向风X地震Y地震XEJd/GH**2=Y向刚重比该结构刚重比EJd/GH**21.4，能够通过《高规》5.4.4EJd/GH**22.7，满足《高规》5.4.1XY3121X向顺风向顶点最大加速度(m/s2)=0.028X向横风向顶点最大加速度(m/s2)=0.007Y向顺风向顶点最大加速度21X向顺风向顶点最大加速度(m/s2)=0.028X向横风向顶点最大加速度(m/s2)=0.007Y向顺风向顶点最大加速度(m/s2)=Y向横风向顶点最大加速度(m/s2)=JX向顺风向顶点最大加速度(m/s2)0.030X向横风向顶点最大加速度(m/s2)=0.040Y向顺风向顶点最大加速度(m/s2)=Y向横风向顶点最大加速度(m/s2)=---------------------------------------------------------9811111117654321111111176543211111111---------------------------------------------------------XXYY98765432111111111111111XY9876511111111114321111 14321111 1考虑扭转耦联时的振动周期(秒)、X,Y扭转系数(Z)(强制刚性楼板模型1234567896789=123456789(Z向扭转质量系数只在强制刚性板下有意义，对于非强制刚性板下的计算结果仅供参考X向平动质量系数Y向平动质量系数Z向扭转质量系12345678936.80(0.01(0.57(48.68(0.13(0.13(0.61(0.00(0.01(9.63(1.31( 34.90(0.42(0.01(31.51(19.74(0.00(0.49(0.18(0.00(0.03(17.72(0.00(6.22(8.27(0.03(0.13(0.02(0.67(2.65(3.54(6.37(1.28(0.00(0.32(0.10(3.54(6.37(1.28(0.00(0.32(0.10(0.00(1.16(34.06(21.89(0.27(0.12(X向平动振型参与质量系数总计Y向平动振型参与质量系数总计1扭转周期(0.8304)/1平动周期(1.1356)=地震作用最大的方向=123456789X向地震作用时的地震力(采用非强制刚性楼板假定模型计算结果)Floor:层号Tower:::F-x-t:X方向的分量Y振型1------------------------------------------------------F-x-F-x-F-x-1119876543211111111111987654321111111111112------------------------------------------------------F-x-F-x---------------F-x----987654321111111111111113------------------------------------------------------F-x-F-x-F-x-(kN------------987654111111111113211114---------------------------------------------------------F-x-3211114---------------------------------------------------------F-x-F-x---------F-x-(kN-----------987654321111111111111115------------------------------------------------------F-x-------F-x------F-x-(kN-------987654321111111111111116------------------------------------------------------F-x--F-x-F-x-1987654321111111198765432111111111111117---------------------------------------------------------------------------F-x---------F-x---------F-x--------987654321111111111111118------------------------------------------------------F-x-------F-x-----F-x-------987611111111154321111119-----54321111119-------------------------------------------------------------F-x---------F-x---------F-x-(kN-------98765432111111111111111------------------------------------------------------F-x--------F-x--------F-x-(kN-----98765432111111111111111------------------------------------------------------F-x-F-x-F-x--------------------------(kN--------9876543211111111111111112------------------------------------------------------F-x-------F-x------F-x-(kN------9876543211111111111111113------------------------------------------------------F-x---F-x----F-x------9811111117654321111111114--7654321111111114---------------------------------------------------------------------F-x--------F-x--------F-x-(kN-------98765432111111111111111------------------------------------------------------F-x-------F-x--------F-x--------98765432111111111111111X------------------------------------------------------ 123456789------------------------------------------------------ 1234567891剪力:::X:X:XStatic静力法X---------------------------------------------------------------------Vx分塔剪重比)5610.93(5918.51(6100.53(6189.30(6223.54(6254.37(16257.47(24163.26(27311.07(Static98765432111111111111111抗震规范(5.2.5)XY向地震作用时的地震力(采用非强制刚性楼板假定模型计算结果)Floor:层号Tower::抗震规范(5.2.5)XY向地震作用时的地震力(采用非强制刚性楼板假定模型计算结果)Floor:层号Tower:::F-y-t:X方向的分量Y振型1------------------------------------------------------F-y-F-y-F-y-987654321111111111111112------------------------------------------------------F-y-------------F-y-F-y-(kN------------987654311111111111121113--------------------------------------------------------F-y-21113--------------------------------------------------------F-y-F-y-F-y-(kN---------------987654321111111111111114------------------------------------------------------F-y---------------F-y-------F-y-----987654321111111111111115------------------------------------------------------F-y---F-y---F-y-(kN---119876543211111111119876543211111111111116-----------------------------------------------------------------F-y---------F-y------F-y-(kN--------987654321111111111111117------------------------------------------------------F-y--------F-y--------F-y--------987651111111111432111118--------------------------------------------------------432111118--------------------------------------------------------F-y-------F-y--------F-y-(kN-------987654321111111111111119------------------------------------------------------F-y---------F-y---------F-y-(kN-------98765432111111111111111------------------------------------------------------F-y-F-y-F-y-(kN-98765432111111119876543211111111111111111------------------------------------------------------------------------------F-y-------F-y------F-y--------98765432111111111111111------------------------------------------------------F-y---F-y-----F-y-(kN---9871111111165432111111113----65432111111113--------------------------------------------------------------F-y---------F-y------F-y-(kN-----98765432111111111111111------------------------------------------------------F-y--------F-y--------F-y-(kN-------9876543211111111111111115------------------------------------------------------F-y-----F-y-------F-y--------F-y--------98765432111111111111111Y------------------------------------------------------11234567891:::Y:Y:YStaticY-----------------------------------------------------------------------------------------Vy分塔剪重比Vy分塔剪重比)4500.12(4969.16(5297.65(5500.03(5612.99(5675.99(5727.44(13811.05(19962.18(22737.04(Static98765432111111111111111抗震规范(5.2.5)YZ向地震力(规范简化算法: :F-z-z:Z方向的地震力分------------------------------------------------------F-z---------------98765432111111111111111==========各楼层地震剪力系数调整情况[抗震规范(5.2.5)验算XXY12345678911111111111111:::::Max-(Z):Zh:Max-(X)，Max-:X,YMax-Dx，Max-DyAve-Dx，Ave-DyRatio-Dx,Ratio-:X,Y:X,Y:X,Y方向的平均层间位移:Max-Dx/h，Max-Dy/h:X,Y:X,Y :===18===XMax-Max-Ave-Ave- Max-Dx，Max-DyAve-Dx，Ave-DyRatio-Dx,Ratio-:X,Y:X,Y:X,Y方向的平均层间位移:Max-Dx/h，Max-Dy/h:X,Y:X,Y :===18===XMax-Max-Ave-Ave- hMax-1/1/1/1/1/1/11111918171615141312111X向最大层间位移角：(111塔===19===X Max-Max-Ave-Ave-hMax-1X向最大层间位移角：(111塔===19===X Max-Max-Ave-Ave-hMax-11/1/1/1/1/1/1111918171615141312111X向最大层间位移角：(111塔===12===X+ Max-Ave-hMax-Ave-Max-1Max-Ave-Max-11/1/1/1/1111918171615141312111X向最大层间位移角：(111塔===13===X-偶然偏心地震作用下的楼层最大位 Max-Max-Ave-Ave-hMax-11/1/111/1/1/1/11/1/1/1/1/1/11918171615141312111X向最大层间位移角：(111塔===20===Y Max-Max-Ave-Ave-hMax-11/1/1111911/1/817161511/1/8171615141312111Y向最大层间位移角：(91塔===21===YMax-Max-Ave-Ave- hMax-11/1/1/1/1111918171615141312111Y向最大层间位移角：(91塔===14===Y+ Max-Max-Ave-5141312111Y向最大层间位移角：(91塔===14===Y+ Max-Max-Ave-Ave-hMax-1/1/1/1/11111918171615141312111Y向最大层间位移角：(91塔===15===Y-偶然偏心地震作用下的楼层最大位 Max-Max-Ave-Ave-hMax-11Y向最大层间位移角：(91塔===15===Y-偶然偏心地震作用下的楼层最大位 Max-Max-Ave-Ave-hMax-1/1/1/1/11111918171615141312111Y向最大层间位移角：(91塔===22===90 Max-Max-Ave-Ave-hMax-1 Max-Max-Ave-Ave-hMax-11/1/1/1/1111918171615141312111Y向最大层间位移角：(91塔===23===180 Max-Max-Ave-Ave-hMax-11/11/1/1/1/11/1/1/1/1/111918171615141312111X向最大层间位移角：(111塔===2===+XMax-Max-Ave-Ave-hMax-111119181716151413111918171615141312111X向最大层间位移角：(101塔X方向最