[原创]：高层混凝土结构薄弱层承载力与纵筋强度有关？

WoodAnts

12层50米的高层工业建筑：纯框架结构
平面不规则，经常开洞超过50%，洞口边的板宽没有，只有梁
竖向不规则，7层以上平面缩进50%
扭转不规则，比值大于1.2，到还小于1.5
楼层刚度质心不重合，有的到0.9
t1=1.547 t2=1.2xxx t3=1.00( t3是扭转周期）

验算下来，薄弱层在1，8层

奇怪的是：奇怪的是：奇怪的是：奇怪的是：奇怪的是：奇怪的是：
钢筋设计强度取300的时候，位移角满足要求 <1/50，屈服强度系数也大于0.50
而钢筋设计强度取360的时候，位移角不满足要求,上面几层屈服强度系数全小于.50
除了钢筋强度，其他参数都没动过
请看下面的结果文件

问题：我想破了头也没想明白，降低了钢筋强度，怎么能提高实配抗剪强度呢？
另外，我认为这种结构用TAT必用SATWE合理。TAT算下来的t1=1.654，想这种结构，周期是应该长才对的。

300300300300300300300300300300300300300300300300300300300300300300300300 =============================================================================
                 Output of Weak-Storey-Analysis of Frame Structure
                   Displacements of Floors under earthquake load
=============================================================================

     Vx, Vy ----- The Shear Force of Floors
     VxV, VyV ----- The Bearing Shear Force of Floors
---------------------------------------------------------------------------
   Floor Tower Vx Vy VxV VyV
                      (kN) (kN) (kN) (kN)
---------------------------------------------------------------------------
    12 1 629.84 727.22 1053.00 1118.85
    11 1 2916.92 3409.79 1709.49 1791.54
    10 1 5166.76 5883.17 2740.34 2831.51
     9 1 7369.05 8212.04 3568.40 3696.11
     8 1 9505.77 10408.90 3515.23 4891.57
     7 1 12368.68 13205.14 5931.04 6548.25
     6 1 15010.76 15919.12 10973.77 11484.54
     5 1 16124.43 17128.37 14558.82 15330.24
     4 1 17650.76 18783.62 16985.50 17663.37
     3 1 19628.24 20926.00 18736.24 19406.52
     2 1 20681.42 22102.86 19684.07 20375.40
     1 1 22276.45 23897.84 13696.08 16554.88

         The Yield Coefficients of Floor
  --------------------------------------------------
   Floor Tower Gsx Gsy
  --------------------------------------------------
    12 1 1.6718 1.5385
    11 1 0.5861 0.5254
    10 1 0.5304 0.4813
     9 1 0.4842 0.4501
     8 1 0.3698 0.4699
     7 1 0.4795 0.4959
     6 1 0.7311 0.7214
     5 1 0.9029 0.8950
     4 1 0.9623 0.9404
     3 1 0.9546 0.9274
     2 1 0.9518 0.9218
     1 1 0.6148 0.6927

  The Elastic-Plastic Displacement of Floor in X-Direction
---------------------------------------------------------------------------
   Floor Tower Dx Dxs Atpx Dxsp Dxsp/h h
                    (mm) (mm) (mm) (m)
---------------------------------------------------------------------------
   12 1 311.64432 2.45750 1.80 4.42350 1/ 678 3.00
   11 1 309.18683 17.49492 2.60 45.54384 1/ 109 5.00
   10 1 291.69189 17.89263 1.80 32.20673 1/ 124 4.00
    9 1 273.79926 21.61437 1.80 38.90587 1/ 97 3.80
    8 1 252.18489 46.00874 2.11 97.01588 1/ 51 5.00
    7 1 206.17616 50.89814 1.50 76.34720 1/ 81 6.20
    6 1 155.27803 25.11252 1.50 37.66879 1/ 106 4.00
    5 1 130.16550 14.46024 1.50 21.69035 1/ 147 3.20
    4 1 115.70527 14.79174 1.30 19.22926 1/ 156 3.00
    3 1 100.91353 15.72256 1.30 20.43933 1/ 146 3.00
    2 1 85.19096 18.13139 1.30 23.57081 1/ 127 3.00
    1 1 67.05958 67.05958 1.33 89.36926 1/ 81 7.25

  The Elastic-Plastic Displacement of Floor in Y-Direction
---------------------------------------------------------------------------
   Floor Tower Dy Dys Atpy Dysp Dysp/h h
                    (mm) (mm) (mm) (m)
---------------------------------------------------------------------------
   12 1 315.69287 7.85762 1.80 14.14372 1/ 212 3.00
   11 1 307.83527 23.65169 2.64 62.42237 1/ 80 5.00
   10 1 284.18356 20.43390 1.80 36.78102 1/ 108 4.00
    9 1 263.74966 23.52047 1.80 42.33685 1/ 89 3.80
    8 1 240.22919 35.19934 1.80 63.35882 1/ 78 5.00
    7 1 205.02985 33.11698 1.50 49.67547 1/ 124 6.20
    6 1 171.91286 26.05335 1.50 39.08003 1/ 102 4.00
    5 1 145.85951 15.84531 1.50 23.76797 1/ 134 3.20
    4 1 130.01419 16.72361 1.30 21.74069 1/ 137 3.00
    3 1 113.29059 17.52272 1.30 22.77954 1/ 131 3.00
    2 1 95.76786 20.25978 1.30 26.33772 1/ 113 3.00
    1 1 75.50808 75.50808 1.30 98.16050 1/ 73 7.25


360360360360360360360360360360360360360360360360360360360360360
=============================================================================
                 Output of Weak-Storey-Analysis of Frame Structure
                   Displacements of Floors under earthquake load
=============================================================================

     Vx, Vy ----- The Shear Force of Floors
     VxV, VyV ----- The Bearing Shear Force of Floors
---------------------------------------------------------------------------
   Floor Tower Vx Vy VxV VyV
                      (kN) (kN) (kN) (kN)
---------------------------------------------------------------------------
    12 1 629.84 727.22 182.64 182.64
    11 1 2916.92 3409.79 554.77 554.77
    10 1 5166.76 5883.17 1288.65 1288.65
     9 1 7369.05 8212.04 1989.50 1989.50
     8 1 9505.77 10408.90 1984.34 1984.34
     7 1 12368.68 13205.14 3323.37 3323.37
     6 1 15010.76 15919.12 6828.82 6828.82
     5 1 16124.43 17128.37 9479.41 9479.41
     4 1 17650.76 18783.62 11442.25 11442.25
     3 1 19628.24 20926.00 13182.17 13182.17
     2 1 20681.42 22102.86 14150.39 14150.39
     1 1 22276.45 23897.84 6794.82 6794.82

         The Yield Coefficients of Floor
  --------------------------------------------------
   Floor Tower Gsx Gsy
  --------------------------------------------------
    12 1 0.2900 0.2511
    11 1 0.1902 0.1627
    10 1 0.2494 0.2190
     9 1 0.2700 0.2423
     8 1 0.2088 0.1906
     7 1 0.2687 0.2517
     6 1 0.4549 0.4290
     5 1 0.5879 0.5534
     4 1 0.6483 0.6092
     3 1 0.6716 0.6299
     2 1 0.6842 0.6402
     1 1 0.3050 0.2843

  The Elastic-Plastic Displacement of Floor in X-Direction
---------------------------------------------------------------------------
   Floor Tower Dx Dxs Atpx Dxsp Dxsp/h h
                    (mm) (mm) (mm) (m)
---------------------------------------------------------------------------
   12 1 311.64432 2.45750 2.20 5.40650 1/ 554 3.00
   11 1 309.18683 17.49492 3.24 56.72424 1/ 88 5.00
   10 1 291.69189 17.89263 2.20 39.36378 1/ 101 4.00
    9 1 273.79926 21.61437 2.20 47.55162 1/ 79 3.80
    8 1 252.18489 46.00874 2.29 105.42704 1/ 47 5.00
    7 1 206.17616 50.89814 1.80 91.61664 1/ 67 6.20
    6 1 155.27803 25.11252 1.50 37.66879 1/ 106 4.00
    5 1 130.16550 14.46024 1.50 21.69035 1/ 147 3.20
    4 1 115.70527 14.79174 1.30 19.22926 1/ 156 3.00
    3 1 100.91353 15.72256 1.30 20.43933 1/ 146 3.00
    2 1 85.19096 18.13139 1.30 23.57081 1/ 127 3.00
    1 1 67.05958 67.05958 2.09 140.07648 1/ 51 7.25

  The Elastic-Plastic Displacement of Floor in Y-Direction
---------------------------------------------------------------------------
   Floor Tower Dy Dys Atpy Dysp Dysp/h h
                    (mm) (mm) (mm) (m)
---------------------------------------------------------------------------
   12 1 315.69287 7.85762 2.20 17.28677 1/ 173 3.00
   11 1 307.83527 23.65169 3.30 78.13765 1/ 63 5.00
   10 1 284.18356 20.43390 2.20 44.95459 1/ 88 4.00
    9 1 263.74966 23.52047 2.20 51.74503 1/ 73 3.80
    8 1 240.22919 35.19934 2.93 103.17195 1/ 48 5.00
    7 1 205.02985 33.11698 1.80 59.61057 1/ 104 6.20
    6 1 171.91286 26.05335 1.50 39.08003 1/ 102 4.00
    5 1 145.85951 15.84531 1.50 23.76797 1/ 134 3.20
    4 1 130.01419 16.72361 1.30 21.74069 1/ 137 3.00
    3 1 113.29059 17.52272 1.30 22.77954 1/ 131 3.00
    2 1 95.76786 20.25978 1.30 26.33772 1/ 113 3.00
    1 1 75.50808 75.50808 2.62 197.56128 1/ 36 7.25

--------------------------------------------------------------------------------


另外：
fy=360的楼层实配抗剪承载力在X,Y两个方向相等，而
fy=300的楼层实配抗剪承载力在X,Y方向不相等。

我理解楼层的抗剪强度应该跟钢筋的强度关系很小才对: 只与混凝土和箍筋有关