單塔信息周期位移

---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------結(jié)構(gòu)總體信息構(gòu)嵌固端所在層號(hào)(層頂嵌固003300否否否1計(jì)算控制信息2010《混凝土規(guī)范》取值計(jì)算控制信息2010《混凝土規(guī)范》取值是是是是否是否考慮P-剛性樓板假定:6計(jì)算效應(yīng)否否否否否風(fēng)荷載信息地面粗糙程度(kN/m2):結(jié)構(gòu)X向基本周期（秒）:結(jié)構(gòu)Y向基本周期（秒）:風(fēng)荷載計(jì)算用阻尼比:舒適度驗(yàn)算用基本風(fēng)壓否是舒適度驗(yàn)算用阻尼比1是分段號(hào)最高層號(hào)-舒適度驗(yàn)算用阻尼比1是分段號(hào)最高層號(hào)-1地震信息4級(jí):Y向偶然偏心值三7ⅡWYD-否222是是是是0否否性能設(shè)計(jì)信息否設(shè)計(jì)信息5.2.5調(diào)整樓層地震力:否設(shè)計(jì)信息5.2.5調(diào)整樓層地震力:底部嵌固樓層剛度比執(zhí)行《高規(guī)》3.5.2-M、V不調(diào)整0.2V0調(diào)整分段數(shù)是否是是是0否00.2V0調(diào)整時(shí)樓層剪力最小倍數(shù)0.2V0調(diào)整時(shí)各層框架剪力最大值的倍數(shù)0.2V0調(diào)整上限否活荷載信息是12-4-6-9-20構(gòu)件設(shè)計(jì)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向鋼柱計(jì)算長(zhǎng)度是否按有側(cè)移計(jì)算Y向鋼柱計(jì)算長(zhǎng)度是否按有側(cè)移計(jì)算:按《鋼規(guī)》5.3.3-2自動(dòng)判斷強(qiáng)弱支撐:框架柱的軸壓比限值按框架結(jié)構(gòu)采用:梁保護(hù)層厚度(mm):柱保護(hù)層厚度否是否是是是7.2.16-邊緣構(gòu)件合并距離短肢邊緣構(gòu)件合并距離(mm):邊緣構(gòu)件尺寸取整模數(shù)(mm):7.2.16是否是否300《高規(guī)》JGJ3-包絡(luò)設(shè)計(jì)否鑒定加固否材料信息混凝土容重砌體容重鋼材容重輕骨料混凝土容重梁箍筋間距(mm):墻水平分布筋最大間距墻豎向分布筋最小配筋率墻水平分布筋最大間距墻豎向分布筋最小配筋率0鋼筋強(qiáng)度HRB400鋼筋強(qiáng)度設(shè)計(jì)值地下室信息回填土容重室外地平標(biāo)高地下水位標(biāo)高室外地面附加荷載0--荷載組合否是11111無(wú)987654321111111111321塔號(hào)構(gòu)X向基本周期（秒）:Y向基本周期（秒）:1分段號(hào)最高層號(hào)987654321111111111321塔號(hào)構(gòu)X向基本周期（秒）:Y向基本周期（秒）:1分段號(hào)最高層號(hào)-100.2V0調(diào)整時(shí)樓層剪力最小倍數(shù)0.2V0調(diào)整時(shí)各層框架剪力最大值的倍數(shù)質(zhì)心質(zhì)心質(zhì)心不1111198765432111111111987654321111111111---合計(jì)活載質(zhì)量=活荷載重力荷載代表值系數(shù)*總質(zhì)量=恒載質(zhì)量+活載質(zhì)量+層高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/豎向(箍筋98765432111111111111111----------------------------------------------------XYY91111118765432111111111各樓層等效尺寸(單位98765432118765432111111111各樓層等效尺寸(單位98765432111111111111111各樓層質(zhì)量、單位面積質(zhì)量分布(單位層號(hào)塔號(hào)樓層質(zhì)量單位面積質(zhì)量單位面積質(zhì)量比987各樓層質(zhì)量、單位面積質(zhì)量分布(單位層號(hào)塔號(hào)樓層質(zhì)量單位面積質(zhì)量單位面積質(zhì)量比98765432111111111111111FloorNoTowerNo::剛心的X，Y:Xmass，Ymass:X，Y::X，Y: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，Raty1X，Y70%的比值或上三層平均側(cè)移剛度80%的比值中之較小者比值。110%指當(dāng)本層層高大于相鄰上層層高1.5倍時(shí)，150%RJX1，RJY1，RJZ1:結(jié)構(gòu)總體坐標(biāo)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(biāo)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FloorNo.TowerNo. =Gmass(重力荷載代表值Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=1.2206E+007(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷載代表值Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=1.2206E+007(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷載代表值Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=4.6269E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷載代表值Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=1.0566E+007(kN/m)RJZ3=---------------------------------------------------------FloorNo.4TowerNo. =Gmass(重力荷載代表值1162.2343(Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=2.3289E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.5TowerNo. =Gmass(重力荷載代表值Ratx= RatyRJX1=RJX3=RJY1= RJZ1=RJY3=2.3289E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.5TowerNo. =Gmass(重力荷載代表值Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=2.5816E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.6TowerNo. =Gmass(重力荷載代表值Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=2.2245E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷載代表值Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=1.9790E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷載代表值Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=1.8096E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=1.8096E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷載代表值Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=1.6686E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷載代表值Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=1.5264E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷載代表值Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=1.3648E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷載代表值Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷載代表值Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=1.1647E+006(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷載代表值Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=8.9464E+005(kN/m)RJZ3=---------------------------------------------------------FloorNo.TowerNo. =Gmass(重力荷載代表值Ratx= Raty薄弱層地震剪力放大系數(shù)=RJX1=RJX3=RJY1= RJZ1=RJY3=5.1696E+005(kN/m)RJZ3=---------------------------------------------------------X方向最小剛度比 0.7273(2層1塔Y方向最小剛度比0.7539(21塔轉(zhuǎn)換層所在層號(hào)：塔號(hào)：X方向下部剛度=3.8625E+006Y方向下部剛度=2.5247E+00614X39方向上部剛度X方向剛度比Y方向上部剛度轉(zhuǎn)換層所在層號(hào)：塔號(hào)：X方向下部剛度=3.8625E+006Y方向下部剛度=2.5247E+00614X39方向上部剛度X方向剛度比Y方向上部剛度Y方向剛度比按層間剪力與層間位移之比方式驗(yàn)算側(cè)向剛度比：X方向剛度比4.4521Y度比X向風(fēng)Y向風(fēng)X地震Y地震XEJd/GH**2=Y向剛重比該結(jié)構(gòu)剛重比EJd/GH**21.4，能夠通過《高規(guī)》5.4.4EJd/GH**22.7，滿足《高規(guī)》5.4.1XY3121X向順風(fēng)向頂點(diǎn)最大加速度(m/s2)=0.028X向橫風(fēng)向頂點(diǎn)最大加速度(m/s2)=0.007Y向順風(fēng)向頂點(diǎn)最大加速度21X向順風(fēng)向頂點(diǎn)最大加速度(m/s2)=0.028X向橫風(fēng)向頂點(diǎn)最大加速度(m/s2)=0.007Y向順風(fēng)向頂點(diǎn)最大加速度(m/s2)=Y向橫風(fēng)向頂點(diǎn)最大加速度(m/s2)=JX向順風(fēng)向頂點(diǎn)最大加速度(m/s2)0.030X向橫風(fēng)向頂點(diǎn)最大加速度(m/s2)=0.040Y向順風(fēng)向頂點(diǎn)最大加速度(m/s2)=Y向橫風(fēng)向頂點(diǎn)最大加速度(m/s2)=---------------------------------------------------------9811111117654321111111176543211111111---------------------------------------------------------XXYY98765432111111111111111XY9876511111111114321111 14321111 1考慮扭轉(zhuǎn)耦聯(lián)時(shí)的振動(dòng)周期(秒)、X,Y扭轉(zhuǎn)系數(shù)(Z)(強(qiáng)制剛性樓板模型1234567896789=123456789(Z向扭轉(zhuǎn)質(zhì)量系數(shù)只在強(qiáng)制剛性板下有意義，對(duì)于非強(qiáng)制剛性板下的計(jì)算結(jié)果僅供參考X向平動(dòng)質(zhì)量系數(shù)Y向平動(dòng)質(zhì)量系數(shù)Z向扭轉(zhuǎn)質(zhì)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向平動(dòng)振型參與質(zhì)量系數(shù)總計(jì)Y向平動(dòng)振型參與質(zhì)量系數(shù)總計(jì)1扭轉(zhuǎn)周期(0.8304)/1平動(dòng)周期(1.1356)=地震作用最大的方向=123456789X向地震作用時(shí)的地震力(采用非強(qiáng)制剛性樓板假定模型計(jì)算結(jié)果)Floor:層號(hào)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靜力法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抗震規(guī)范(5.2.5)XY向地震作用時(shí)的地震力(采用非強(qiáng)制剛性樓板假定模型計(jì)算結(jié)果)Floor:層號(hào)Tower::抗震規(guī)范(5.2.5)XY向地震作用時(shí)的地震力(采用非強(qiáng)制剛性樓板假定模型計(jì)算結(jié)果)Floor:層號(hào)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抗震規(guī)范(5.2.5)YZ向地震力(規(guī)范簡(jiǎn)化算法: :F-z-z:Z方向的地震力分------------------------------------------------------F-z---------------98765432111111111111111==========各樓層地震剪力系數(shù)調(diào)整情況[抗震規(guī)范(5.2.5)驗(yàn)算XXY12345678911111111111111:::::Max-(Z):Zh:Max-(X)，Max-:X,YMax-Dx，Max-DyAve-Dx，Ave-DyRatio-Dx,Ratio-:X,Y:X,Y:X,Y方向的平均層間位移: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方向的平均層間位移:Max-Dx/h，Max-Dy/h:X,Y:X,Y :===18===XMax-Max-Ave-Ave- hMax-1/1/1/1/1/1/11111918171615141312111X向最大層間位移角：(111塔===19===X Max-Max-Ave-Ave-hMax-1X向最大層間位移角：(111塔===19===X Max-Max-Ave-Ave-hMax-11/1/1/1/1/1/1111918171615141312111X向最大層間位移角：(111塔===12===X+ Max-Ave-hMax-Ave-Max-1Max-Ave-Max-11/1/1/1/1111918171615141312111X向最大層間位移角：(111塔===13===X-偶然偏心地震作用下的樓層最大位 Max-Max-Ave-Ave-hMax-11/1/111/1/1/1/11/1/1/1/1/1/11918171615141312111X向最大層間位移角：(111塔===20===Y Max-Max-Ave-Ave-hMax-11/1/1111911/1/817161511/1/8171615141312111Y向最大層間位移角：(91塔===21===YMax-Max-Ave-Ave- hMax-11/1/1/1/1111918171615141312111Y向最大層間位移角：(91塔===14===Y+ Max-Max-Ave-5141312111Y向最大層間位移角：(91塔===14===Y+ Max-Max-Ave-Ave-hMax-1/1/1/1/11111918171615141312111Y向最大層間位移角：(91塔===15===Y-偶然偏心地震作用下的樓層最大位 Max-Max-Ave-Ave-hMax-11Y向最大層間位移角：(91塔===15===Y-偶然偏心地震作用下的樓層最大位 Max-Max-Ave-Ave-hMax-1/1/1/1/11111918171615141312111Y向最大層間位移角：(91塔===22===90 Max-Max-Ave-Ave-hMax-1 Max-Max-Ave-Ave-hMax-11/1/1/1/1111918171615141312111Y向最大層間位移角：(91塔===23===180 Max-Max-Ave-Ave-hMax-11/11/1/1/1/11/1/1/1/1/111918171615141312111X向最大層間位移角：(111塔===2===+XMax-Max-Ave-Ave-hMax-111119181716151413111918171615141312111X向最大層間位移角：(101塔X方向最