第九分册2商业办公楼座

1、一结构设计总信二周期、振型力计三结构位四各层平面简五各层荷载简六各层配一结构设计总信二周期、振型力计三结构位四各层平面简五各层荷载简六各层配筋简七超配筋信息及说八板配筋简=B =是3= C否力否=MANNEX 0=10=4=B =是3= C否力否=MANNEX 0=10=4=DMAX_S =否否否振型组合方法(CQC耦联;SRSS非耦联是否=从第 1 9=3=21=4是=D=2010是BK_TQL X向相对偶然偏心=从第 1 9=3=21=4是=D=2010是BK_TQL X向相对偶然偏心=Y向相对偶然偏心=是=否=否=50.2Vo 调整方式调整中Vo 的系数 =0.2Vo 调整分段数=1=1

2、 段起始和终止层号=4, = =0.2Vo 调整上限= IREGU_KZZB 0= =是RWHMIN CPCOEF91 CPCOEF91_W = 力1=钢柱计算长度计算原则(X向/Y向NWEAK 0P-Delt 效应是WEAKCOEF 0.2Vo 调整分段数=1=1 段起始和终止层号=4, = =0.2Vo 调整上限= IREGU_KZZB 0= =是RWHMIN CPCOEF91 CPCOEF91_W = 力1=钢柱计算长度计算原则(X向/Y向NWEAK 0P-Delt 效应是WEAKCOEF NSTREN 0否是=UcMinB = =是=否=是否=否MMSOIL 0=-= -=31=否=是

3、否=否MMSOIL 0=-= -=31=41=51=重力荷载代表值效应的吊车荷载组合值系数:CEA_C=CD_TDL 21 1131415161*(1tZ*19181(混凝土/主筋/箍筋(混凝土/主筋/箍筋(混凝土/主筋/水平筋/71筋6121 1131415161*(1tZ*19181(混凝土/主筋/箍筋(混凝土/主筋/箍筋(混凝土/主筋/水平筋/71筋611576(30/ 360/102(50/360/101(50/360/360/ 511393(30/ 360/68(50/360/ 92(50/360/ 360/ 411530(35/ 360/32(50/360/ 49(50/360/3

4、60/ 311374(35/ 360/30(50/360/ 50(50/360/360/ 111370(35/ 360/26(50/360/ 50(50/360/360/ 1370(35/ 360/26(50/360/ 50(50/360/360/ 1370(35/ 360/26(50/360/ 50(50/360/360/ 1370(35/ 360/26(50/360/ 50(50/360/360/ 1320(35/ 360/26(50/360/ 49(50/360/360/ 11167(35/ 360/ 48(40/360/ 22(40/360/360/ 2131415161*718191

5、剪力1191811374(35/ 360/30(50/360/ 50(50/360/360/ 111370(35/ 360/26(50/360/ 50(50/360/360/ 1370(35/ 360/26(50/360/ 50(50/360/360/ 1370(35/ 360/26(50/360/ 50(50/360/360/ 1370(35/ 360/26(50/360/ 50(50/360/360/ 1320(35/ 360/26(50/360/ 49(50/360/360/ 11167(35/ 360/ 48(40/360/ 22(40/360/360/ 2131415161*7181

6、91剪力1191817161形心等效宽等效高最大宽5141113121213141:5161:2015.3.71:8191:1:第一步11第二步2131第三步4151第四步6171第五步8191:2015.3.13141:5161:2015.3.71:8191:1:第一步11第二步2131第三步4151第四步6171第五步8191:2015.3.1:12:14:0:RJX1=RJY1=RJZ1=RJX3=RJY3=RJZ3=RJX3*H=RJY3*H=RJZ3*H=-Floor: Floor2Tower 1Tower : -:X，Y Gmass(活荷折减: 17131.8242( : X，Y

7、: RatxRaty 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(剪切刚度剪力放大系数= RJX1=RJY1=RJZ1=RJX3=RJY3=RJZ3=RJX3*H=RJY3*H=RJZ3*H=-Floor: Floor2Tower 1Tower : -:X，Y Gmass(活荷折减: 17131.8242( : X，Y : RatxRaty 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(剪切刚度剪力放大系数= RJX1=RJY1=RJZ1=RJX3=RJY3=RJZ3=RJX3*H=RJY3*H=RJZ3*H= -Floor3Tower 1RJX1，RJY

8、1，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层间位移的比Gmass(活荷折减Floor1Tower 1-RatxRaty Gmass(活荷折减剪力放大系数= RJX1=RJY1=RJZ1=RatxRaty RJX3=RJY3=RJZ3=RJX3*H=RJY3*H=RJZ3*H=剪力放大系数= Floor4Tower 1RatxRaty Gmass(活荷折减薄弱剪力放大系数=RJX1=RJY1=RJZ1=RatxRaty RJX3=RJY3=RJZ3=RJX3*H=RJY3*H=RJZ3*H=薄弱剪力放大系

9、数=RJX1=RJY1=RJZ1=Floor7Tower 1RJX3=RJY3=RJZ3=RJX3*H=RJY3*H=RJZ3*H=Gmass(活荷折减-Floor4Tower 1RatxRaty Gmass(活荷折减薄弱剪力放大系数=RJX1=RJY1=RJZ1=RatxRaty RJX3=RJY3=RJZ3=RJX3*H=RJY3*H=RJZ3*H=薄弱剪力放大系数=RJX1=RJY1=RJZ1=Floor7Tower 1RJX3=RJY3=RJZ3=RJX3*H=RJY3*H=RJZ3*H=Gmass(活荷折减-Floor5Tower 1RatxRaty Gmass(活荷折减剪力放大系数

10、= RJX1=RJY1=RJZ1=RatxRaty RJX3=RJY3=RJZ3=RJX3*H=RJY3*H=RJZ3*H=薄弱剪力放大系数=RJX1=RJY1=RJZ1=Floor8Tower 1RJX3=RJY3=RJZ3=RJX3*H=RJY3*H=RJZ3*H=Gmass(活荷折减-Floor6Tower 1RatxRaty Gmass(活荷折减剪力放大系数= RJX1=RJY1=RJZ1=X方向最小刚度比1.0000(第10层第1 塔RJX3=RJY3=RJZ3=Y方向最小刚度比1.0000(第10层第1 塔RJX3*H=RJY3*H=RJZ3*H=-Floor9Tower 1Gma

11、ss(活荷折减RatxRaty RJX1=RJY1=RJZ1=X方向最小刚度比1.0000(第10层第1 塔RJX3=RJY3=RJZ3=Y方向最小刚度比1.0000(第10层第1 塔RJX3*H=RJY3*H=RJZ3*H=-Floor9Tower 1Gmass(活荷折减RatxRaty 剪力放大系数= XRJX1=RJY1=RJZ1=YRJX3=RJY3=RJZ3=RJX3*H=RJY3*H=RJZ3*H=FloorTower 1Gmass(活荷折减按高钢规计算X向顺风向顶点最大加速度(m/s2)按高钢规计算X向横风向顶点最大加速度(m/s2)RatxRaty 按荷载规范计算X向顺风向顶点

12、最大加速度(m/s2)按荷载规范计算X向横风向顶点最大加速度(m/s2)剪力放大系数= 按高钢规计算Y向顺风向顶点最大加速度(m/s2)RJX1=RJY1=RJZ1=按高钢规计算Y向横风向顶点最大加速度(m/s2)RJX3=RJY3=RJZ3=按荷载规范计算Y向顺风向顶点最大加速度(m/s2)RJX3*H=RJY3*H=RJZ3*H=按荷载规范计算Y向横风向顶点最大加速度(m/s2)-312111X方向最小楼层抗剪承载力之比0.96 层号Y方向最小楼层抗剪承载力之比0.96 层号XY考虑扭转耦联时的振动周期(秒)、X,Y *11.00( 0.49+0.51 20.90( 0.45+0.45 3

13、0.10( 0.05+0.04 41.00( 0.47+0.53 Ratio_Bu: 50.84( 0.43+0.41 60.16(0.11+0.06-70.99( 0.48+0.51 80.92( 0.45+0.47312111X方向最小楼层抗剪承载力之比0.96 层号Y方向最小楼层抗剪承载力之比0.96 层号XY考虑扭转耦联时的振动周期(秒)、X,Y *11.00( 0.49+0.51 20.90( 0.45+0.45 30.10( 0.05+0.04 41.00( 0.47+0.53 Ratio_Bu: 50.84( 0.43+0.41 60.16(0.11+0.06-70.99( 0.

14、48+0.51 80.92( 0.45+0.47 -90.08( 0.07+0.02 10.65( 0.60+0.05 910.00( 0.00+0.00 810.03( 0.02+0.00 710.96( 0.23+0.73 610.01( 0.00+0.00 510.00( 0.00+0.00 410.90( 0.65+0.25 0.16( 0.14+0.02 510.25( 0.21+0.04 410.16( 0.14+0.03 31-0.37 ( 0.17+0.20 21-11-=39.866度2的力F-x-F-x-F-x-(kN-1-X 力91-Floor 层81-Tower : 7

15、1-F-x-x:X 61-F-x-y:Y 51-F-x-tX 41-31-1的力21-11-F-x-F-x-F-x-0.16( 0.14+0.02 510.25( 0.21+0.04 410.16( 0.14+0.03 31-0.37 ( 0.17+0.20 21-11-=39.866度2的力F-x-F-x-F-x-(kN-1-X 力91-Floor 层81-Tower : 71-F-x-x:X 61-F-x-y:Y 51-F-x-tX 41-31-1的力21-11-F-x-F-x-F-x-(kN-3的力191F-x-F-x-F-x-81(kN-711-6191-81-(kN-71-1-61-

16、91-51-81-41-71-31-61-21-51-11-41-31-21-4 力11-F-x-F-x-F-x-6 力(kN-1-91-F-x-F-x-F-x-81-(kN-711-6191-5181-4171-3181-(kN-71-1-61-91-51-81-41-71-31-61-21-51-11-41-31-21-4 力11-F-x-F-x-F-x-6 力(kN-1-91-F-x-F-x-F-x-81-(kN-711-6191-5181-4171-3161-21-51-11-41-31-21-5 力11-F-x-F-x-F-x-21-7 力11-F-x-F-x-F-x-9 (kN-力

17、1-91F-x-F-x-F-x-81-(kN-71-1-61-91-5181-4171-3161-21-51-1141-31-21-8 力11-F-x-F-x-F-x-10 (kN-力1-91-F-x-F-x-F-x-81-21-7 力11-F-x-F-x-F-x-9 (kN-力1-91F-x-F-x-F-x-81-(kN-71-1-61-91-5181-4171-3161-21-51-1141-31-21-8 力11-F-x-F-x-F-x-10 (kN-力1-91-F-x-F-x-F-x-81-(kN-71-1-61-91-51-8141-71-31-61-51-8141-71-31-61

18、-21-51-11-41312111 力11-F-x-F-x-F-x-(kN-13 力1-91F-x-F-x-F-x-81-(kN-71-1-6191-518141-7131-61-21-51-11-41312151-8141-71-31-61-21-51-11-41312111 力11-F-x-F-x-F-x-(kN-13 力1-91F-x-F-x-F-x-81-(kN-71-1-6191-518141-7131-61-21-51-11-413121-12 力11-F-x-F-x-F-x-(kN-14 力1-91-F-x-F-x-F-x-(kN-振型 16 力1-91F-x-F-x-F-x-

19、81-(kN-71-16191-5181-41-71-31-61-21-51-11-41-31-15 力21-11-F-x-F-x-F-x-(kN-17 力1-91F-x-F-x-F-x-81(kN-7116191-5181-(kN-振型 16 力1-91F-x-F-x-F-x-81-(kN-71-16191-5181-41-71-31-61-21-51-11-41-31-15 力21-11-F-x-F-x-F-x-(kN-17 力1-91F-x-F-x-F-x-81(kN-7116191-5181-4171-3161-2151-1141-31-21-51-11-41-31-振型 18 21-

20、力11-F-x-F-x-F-x-(kN-20 力1-91-F-x-F-x-F-x-81-(kN-71-1-61-91-51-81-41-71-31-61-21-51-11-41-31-21-19 力1121-51-11-41-31-振型 18 21-力11-F-x-F-x-F-x-(kN-20 力1-91-F-x-F-x-F-x-81-(kN-71-1-61-91-51-81-41-71-31-61-21-51-11-41-31-21-19 力11-F-x-F-x-F-x-(kN-1-91-剪力81-171-261-3475869789各层 方向的作用力: : XX -X X 1icX 力2-

21、3Vx475869789各层 方向的作用力: : XX -X X 1icX 力2-3Vx分塔剪重比整层剪重比ic4(kN-56(注意:下面分塔输出的剪重比不适合于上连多塔结构1 力1-F-y-F-y-F-y-912710.13( (kN-814049.78( (1715117.15(91615957.68( (81516762.70( (71417407.22( (61317973.41( (512115040.22( (411116266.51( (31-21-11-(注意:下面分塔输出的剪重比不适合于上连多塔结构1 力1-F-y-F-y-F-y-912710.13( (kN-814049.

22、78( (1715117.15(91615957.68( (81516762.70( (71417407.22( (61317973.41( (512115040.22( (411116266.51( (31-21-11-2的力X 方向的有效质量系数F-y-F-y-F-y-(kN-1-Y 力91-Floor 层81-Tower : 71-F-y-xY X 61-F-y-yY Y 51-F-y-tY 41-31-6121-5111-413121-3 力11-F-y-F-y-F-y-(kN-5 力1-91-F-y-F-y-F-y-81-(kN-71-1-61-91-51-81-41-71-31-6

23、1-21-51-11-41-31-21-4 力11-31-6121-5111-413121-3 力11-F-y-F-y-F-y-(kN-5 力1-91-F-y-F-y-F-y-81-(kN-71-1-61-91-51-81-41-71-31-61-21-51-11-41-31-21-4 力11-F-y-F-y-F-y-6 (kN-力1-91-F-y-F-y-F-y-81-(kN-711-91-F-y-F-y-F-y-81-(kN-71-1-61-91-51-81-41-71-31-61-21-51-11-41-31-21-7 力11-F-y-F-y-F-y-9 (kN-力1-91F-y-F-y

24、-F-y-81-(kN-71-1-61-91-5181-41791-F-y-F-y-F-y-81-(kN-71-1-61-91-51-81-41-71-31-61-21-51-11-41-31-21-7 力11-F-y-F-y-F-y-9 (kN-力1-91F-y-F-y-F-y-81-(kN-71-1-61-91-5181-4171-3161-21-51-1141-31-21-8 力11-31-21-振型 10 力11-F-y-F-y-F-y-(kN-12 力1-91-F-y-F-y-F-y-81-(kN-71-1-61-91-518141-71-31-61-21-51-11-4131211

25、1 力11-F-y-F-y-F-y-13 (kN-力1-91F-y-F-y-31-21-振型 10 力11-F-y-F-y-F-y-(kN-12 力1-91-F-y-F-y-F-y-81-(kN-71-1-61-91-518141-71-31-61-21-51-11-41312111 力11-F-y-F-y-F-y-13 (kN-力1-91F-y-F-y-F-y-81-(kN-71-1-6191-518141-7161-9151-814171316121-511141312114 力11-F-y-F-y-F-y-(kN-16 力1-91F-y-F-y-F-y-81-(kN-71-1-6191-

26、5181-41-71-31-61-21-51-11-41-61-9151-814171316121-511141312114 力11-F-y-F-y-F-y-(kN-16 力1-91F-y-F-y-F-y-81-(kN-71-1-6191-5181-41-71-31-61-21-51-11-41-31-21-15 力11-F-y-F-y-F-y-(kN-17 力1-F-y-F-y-F-y-(kN-振型 19 力1-91-F-y-F-y-F-y-81-(kN-71-1-61-91-51-81-41-71-31-61-21-51-11-41-31-18 力21-11-F-y-F-y-F-y-(kN

27、-20 力1-91-F-y-F-y-F-y-81-(kN-71-1-61-9F-y-F-y-F-y-(kN-振型 19 力1-91-F-y-F-y-F-y-81-(kN-71-1-61-91-51-81-41-71-31-61-21-51-11-41-31-18 力21-11-F-y-F-y-F-y-(kN-20 力1-91-F-y-F-y-F-y-81-(kN-71-1-61-91-51-81-41-71-31-61-21-51-11-41-31-21-Y11-Y 1-2314253647586978931-21-Y11-Y 1-23142536475869789Y 方向的作用力: : 抗震

28、规范(5.2.5)验算Y Y Y 11icY 力21-31Sic41(kN-5161(注意:下面分塔输出的剪重比不适合于上连多塔结构7181191912738.28( (1814056.73( (715135.67( (: 抗震规范(5.2.5)验算Y Y Y 11icY 力21-31Sic41(kN-5161(注意:下面分塔输出的剪重比不适合于上连多塔结构7181191912738.28( (1814056.73( (715135.67( ( 615951.64( (516779.31( (417400.16( (318012.85( (: 2110123.32( (: 1110526.13

29、( (: : Max-(Z) 节点的最大竖向位h: Max-(X)，Max-Y 方向的有效质量系数1/Ave-(X)，Ave-41Max-Dx ，Max-1/ 31Ratio-(X),Ratio-Ratio-Dx,Ratio-: 21Max-Dx/h，Max-Dy/h : X,Y 方向的最大层间位 11: X-Disp，Y-Disp，Z-Disp:X,Y,Z 方向的位X方向最大层间位移角1/ 951.(51 塔= 工况 1 = X = 工况 2 = X Max-Ave-hMax-Ave-hMax-Ave-Max-Max-Ave-Max-1191911/Ave-(X)，Ave-41Max-Dx

30、，Max-1/ 31Ratio-(X),Ratio-Ratio-Dx,Ratio-: 21Max-Dx/h，Max-Dy/h : X,Y 方向的最大层间位 11: X-Disp，Y-Disp，Z-Disp:X,Y,Z 方向的位X方向最大层间位移角1/ 951.(51 塔= 工况 1 = X = 工况 2 = X Max-Ave-hMax-Ave-hMax-Ave-Max-Max-Ave-Max-1191918181717161611/1/51511/1/41411/1/313121211111X方向最大层间位移角1/ 928.(51 塔X方向最大层间位移角1/ 892.(51 塔= 工况 3X

31、+ = 工况 4X- 偶然偏Max-Ave-hMax-Ave-hMax-Ave-Max-Max-Ave-Max-119191818171711/1/41411/1/313121211111X方向最大层间位移角1/ 928.(51 塔X方向最大层间位移角1/ 892.(51 塔= 工况 3X+ = 工况 4X- 偶然偏Max-Ave-hMax-Ave-hMax-Ave-Max-Max-Ave-Max-119191818171711/61611/1/51511/41411/313121211111X方向最大层间位移角1/ 964.(51 塔Y方向最大层间位移角1/ 998.(41 塔= 工况 5Y

32、 = 工况 6Y Max-Ave-hMax-Ave-hMax-Ave-Max-Max-Ave-Max-119191818171711/41411/313121211111X方向最大层间位移角1/ 964.(51 塔Y方向最大层间位移角1/ 998.(41 塔= 工况 5Y = 工况 6Y Max-Ave-hMax-Ave-hMax-Ave-Max-Max-Ave-Max-11919181817171616151511/41411/1/313121211111Y方向最大层间位移角1/ 997.(41 塔Y方向最大层间位移角1/ 987.(51 塔= 工况 7Y+ = 工况 8Y- 偶然偏Max-

33、Ave-hMax-Ave-hMax-Ave-Max-Max-Ave-Max-119191818171711/41411/1/313121211111Y方向最大层间位移角1/ 997.(41 塔Y方向最大层间位移角1/ 987.(51 塔= 工况 7Y+ = 工况 8Y- 偶然偏Max-Ave-hMax-Ave-hMax-Ave-Max-Max-Ave-Max-1191918181717161611/51511/51411/41313121211111Y方向最大层间位移角1/ 872.(41 塔X方向最大层间位移角1/9680.(51 塔= 工况 9X X方向最大位移与层平均位移的比值1.02(

34、第 31 塔X方向最大层间位移与平均层间位移的比值1.05(第10层1 塔Max-Ave-hMax-Ave-Max-= 10Y 1Max-Ave-hMax-Ave-Max-911811/51411/41313121211111Y方向最大层间位移角1/ 872.(41 塔X方向最大层间位移角1/9680.(51 塔= 工况 9X X方向最大位移与层平均位移的比值1.02(第 31 塔X方向最大层间位移与平均层间位移的比值1.05(第10层1 塔Max-Ave-hMax-Ave-Max-= 10Y 1Max-Ave-hMax-Ave-Max-91181917181617141-6131-21-5111-4112 = 31Max-1-2191-81-1171-61-51-Y方向最大层间位移角1/8494.(41 塔41-31-Y方向最大位移与层平均位移的比值31 塔21-Y方向最大层间位移与平均层间位移的比值101 塔11-= 11 = 13X Max-Max-Ave-41-6131-21-5111-4112 = 31Max-1-2191-81-11