恒荷载标准值作用计算结果

--- 柱内力 ---

柱号 M N V M N V

1 2 梁号 1 2 节点号. 1 2 -88.69 57.27 -24.65 -147.98 -46.59 88.69 57.27 24.65 147.98 -46.59 --- 梁内力 ---

M N V M N 147.98 29.17 43.91 101.99 -24.53 24.53 2.45 -147.98 -29.17 --- 恒荷载作用下的节点位移(mm) ---

X向位移 Y向位移

-2.9 0.2

2.9 0.2

24.65

V

2.45

43.91

-24.65

-101.99 3 0.0 30.8

--- 活荷载标准值作用下的节点位移(mm) ---

节点号. X向位移 Y向位移

1 2 3 节点号 δx ( 1) 10.9 ( 5) 0.0

柱号 -2.0 0.1

2.0 0.1

0.0 21.5

---- 左风荷载标准值作用 ----

--- 节点侧向（水平向）位移(mm) ---

节点号 δx 节点号 δx ( 2) 7.4 ( 3) 9.2 --- 柱内力 ---

N V M 节点号 ( 4) N δx

0.0

V

M 1 150.16 -30.70 43.36 115.00 30.70 -11.88

2 32.51 -23.42 7.31 -56.79 23.42 12.37

--- 梁内力 ---

梁号 M N V M 1 -115.00 -14.87 -29.37 -60.30 2 60.30 -14. -2.65 56.79 ---- 右风荷载标准值作用 ----

--- 节点侧向（水平向）位移(mm) ---

节点号 δx 节点号 δx 节点号 δx ( 1) -7.4 ( 2) -10.9 ( 3) -9.2 ( 5) 0.0

--- 柱内力 ---

柱号 M N V M N V

14.87 -0.30

-22.07

节点号 δx

( 4) 0.0

N V

14. 1 -32.51 -23.42 -7.31 56.79 23.42 -12.37

2 -150.16 -30.70 -43.36 -115.00 30.70 11.88

--- 梁内力 ---

梁号 M N V M N V

1 -56.79 -14. -22.07 -60.30 14. -2.65

2 60.30 -14.87 -0.30 115.00 14.87 -29.37

----- 荷载效应组合及强度、稳定、配筋计算 -----

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

钢 柱 1

截面类型= 16; 布置角度= 0; 计算长度：Lx= 15.86, Ly= 9.60; 长细比：λx= 62.9,λy= 141.9

构件长度= 9.60; 计算长度系数: Ux= 1.65 Uy= 1.00

截面参数: B1= 300, B2= 300, H= 600, Tw= 8, T1= 12, T2= 12

轴压截面分类:X轴:b类, Y轴:c类

验算规范: 门规CECS102:2002

柱 下 端 柱 上 端

组合号 M N V M N V

1 103.79 2 121.53 3 -151.94 4 -134.20 5 -106.43 6 -88.69 7 -119.74 8 -193.21 9 -175.47 10 -180.48 25.74 14.28 35.94 24.49 68.72 57.27 77.31 114.31 102.86 109.22 31.13 36.06 -39.82 -34. -29.58 -24.65 -33.28 -53.71 -48.77 -50.17 -16.57 13.02 -98.07 -68.48 -177.57 -199.77 -322.36 -292.76 -301.12 -12.92 -3.61 -23.13 -13.81 -55.91 -46.59 -62.90 -101.50 -92.18 -94.81 12.96

8.03

12.27

7.34

29.58

24.65

33.28

53.71

48.77

50.17

-147.98 11 -193.21 114.31 -53.71 -322.36 -101.50 53.71

12 -175.47 102.86 -48.77 -292.76 -92.18 48.77

13 -180.48 109.22 -50.17 -301.12 -94.81 50.17

14 -106.43 15 -88.69 16 -119.74 17 19.70 18 37.44 19 -133.74 20 -116.00 21 -67.08 22 -49.34 23 -220.52 68.72 57.27 77.31 42.93 31.48 49.05 37.60 88.52 77.06 94. -29.58 -24.65 -33.28 6.84 11.77 -35.72 -30.79 -17.28 -12.35 -59.85 -177.57 -199.77 -80.97 -51.38 -129.87 -100.28 -274.66 -55.91 -46.59 -62.90 -20.80 -36.24 -26.92 -75.70 -66.39 -81.83 29.58

24.65

33.28

19.61

14.68

19.19

14.26

43.73

38.80

43.32

-147.98 -30.12 -225.76 -196.16 24 -202.78 83.19 -54.92 -245.06 -72.51 38.38

25 -67.08 88.52 -17.28 -225.76 -75.70 43.73

26 -49.34 77.06 -12.35 -196.16 -66.39 38.80

27 -220.52 28 -202.78 29 19.70 30 37.44 31 -133.74 32 -116.00 33 103.79 34 121.53 35 -151.94 36 -134.20 94. 83.19 42.93 31.48 49.05 37.60 25.74 14.28 35.94 24.49 6.84 11.77 31.13 36.06 -274.66 -245.06 -80.97 -51.38 -129.87 -100.28 -16.57 13.02 -98.07 -68.48 -81.83 -72.51 -30.12 -20.80 -36.24 -26.92 -12.92 -3.61 -23.13 -13.81 43.32

38.38

19.61

14.68

19.19

14.26

12.96

8.03

12.27

7.34

-59.85 -54.92 -35.72 -30.79 -39.82 -34. 37 43.05 57.65 14.24 -117.92 -44.84 29.84

38 60.79 46.20 19.17 -88.33 -35.52 24.91

39 -212.69 67.85 -56.70 -199.42 -55.04 29.15

40 -194.95 41 43.05 42 60.79 43 -212.69 44 -194.95 45 103.79 46 121.53 47 -151.94 48 -134.20 49 -62.66 56.40 57.65 46.20 67.85 56.40 25.74 14.28 35.94 24.49 66.50 -51.77 14.24 19.17 -56.70 -51.77 31.13 36.06 -39.82 -34. -22.54 -169.83 -117.92 -88.33 -199.42 -169.83 -16.57 13.02 -98.07 -68.48 -45.72 -44.84 -35.52 -55.04 -45.72 -12.92 -3.61 -23.13 -13.81 -53.69 24.22

29.84

24.91

29.15

24.22

12.96

8.03

12.27

7.34

22.54

-153.77 50 -44.92 55.05 -17.61 -124.17 -44.37 17.61

51 -187.39 90.48 -46.96 -263.43 -77.66 46.96

52 -163.46 75.77 -40.31 -223.49 -65.09 40.31

53 -187.39 90.48 -46.96 -263.43 -77.66 46.96

54 -163.46 75.77 -40.31 -223.49 -65.09 40.31

55 -62.66 66.50 -22.54 -153.77 -53.69 22.54

56 -44.92 55.05 -17.61 -124.17 -44.37 17.61

考虑腹板屈曲后强度，强度计算控制组合号: 8, M= -193.21, N= M= -322.36, N= -101.50

考虑屈曲后强度强度计算应力比 = 0.735

抗剪强度计算控制组合号: 27, V= -59.85

抗剪强度计算应力比 = 0.107

平面内稳定计算最大应力 (N/mm*mm) = 141.74

平面内稳定计算最大应力比 = 0.659

114.31, 平面外稳定计算最大应力 (N/mm*mm) = 206.45

平面外稳定计算最大应力比 = 0.960

门规CECS102:2002腹板容许高厚比 [H0/TW] = 250.00

翼缘容许宽厚比 [B/T] = 15.00

考虑屈曲后强度强度计算应力比 = 0.735 < 1.0

抗剪强度计算应力比 = 0.107 < 1.0

平面内稳定计算最大应力 < f= 215.00

平面外稳定计算最大应力 < f= 215.00

腹板高厚比 H0/TW= 72.00 < [H0/TW]= 250.00

翼缘宽厚比 B/T = 12.17 < [B/T]= 15.00

压杆,平面内长细比 λ= 63. < [λ]= 500

压杆,平面外长细比 λ= 142. < [λ]= 500

钢 梁 1

截面类型= 16; 布置角度= 0;计算长度： Lx= 24.12, Ly= 3.00

构件长度= 12.06; 计算长度系数: Ux= 2.00 Uy= 0.25

截面参数: B1= 300, B2= 300, H= 600, Tw= 8, T1= 12, T2= 12

轴压截面分类:X轴:b类, Y轴:c类

验算规范: 门规CECS102:2002 组合号 M N 1 16.57 14.18 2 -13.02 8.34 3 98.07 14.51 4 68.48 8.67 5 322.36 63.54 6 292.76 57.70 7 301.12 59.35 V 11.57 2.79 21.79 95.65 86.87 .35 M 37.97 17.57 37.97 17.57 222.17 201.77 207.53 N -8.61 -3.71 -8.94 -4.04 -53.44 -48.53 -49.92 V

2.53

2.04

-0.77

5.34

4.85

4.99

13.01 -1.26

8 177.57 35.00 52.69 122.38 -29.44 2.94

9 147.98 29.17 43.91 101.99 -24.53 2.45

10 199.77 39.38 59.27 137.68 -33.12 3.31

11 225.76 12 196.16 13 274.66 14 245.06 15 80.97 16 51.38 17 129.87 18 100.28 19 117.92 20 88.33 51.04 45.21 51.24 45.41 22.51 16.67 22.70 16.87 34.15 28.32 70.98 62.20 77.11 68.33 28.02 19.24 34.15 25.37 41. 32.86 71.73 51.34 71.73 51.34 87.42 -40.95 -36.04 -41.14 -36.24 -16.94 -12.04 -17.14 -12.24 -25.42 -20.51 5.09

4.60

3.12

2.62

2.69

2.20

0.72

0.22

4.21

3.72

171.52 151.12 171.52 151.12 107.82 21 199.42 34.48 51.86 107.82 -25.75 0.91

22 169.83 28.65 43.08 87.42 -20.84 0.42

23 16.57 14.18 11.57 37.97 -8.61 2.53

24 -13.02 25 98.07 26 68.48 27 263.43 28 223.49 29 153.77 30 124.17 31 260.01 32 230.41 33 257.47 8.34 8.67 49.79 41.91 32.44 26.61 50.49 44.65 50.22 2.79 21.79 73.07 61.22 50.71 41.93 86.34 77.56 82.83 17.57 37.97 17.57 172.28 -3.71 -8.94 -4.04 2.04

-0.77

-1.26

2.00

1.34

4.92

4.43

14.65

14.16

11.51

14.51 13.01 165.15 -42.28 137.62 -35.66 122.38 -26.88 101.99 -21.98 -40.39 151.88 -35.48 172.61 -40.78 34 239.92 48.05 61.99 172.28 -42.49 -6.36

35 210.32 42.22 53.21 151.88 -37.58 -6.85

36 243.41 48.51 65.79 172.61 -42.25 -3.20

37 163.41 38 133.82 39 212.31 40 182.71 41 143.32 42 113.72 43 192.22 44 162.62 45 74.28 46 44.68 37.99 32.16 38.19 32.36 35.56 29.72 35.76 29.92 25.02 19.18 61.67 52. 67.80 59.02 37.32 28.54 43.46 34.68 35.13 26.35 72. 52.50 -27. -22.99 -28.09 -23.19 -29.99 -25.09 -30.19 -25.29 -16.28 -11.37 14.40

13.91

12.42

11.93

-6.61

-7.10

-8.59

-9.08

121.63 101.23 121.63 101.23 121.63 101.23 121.63 101.23 10.72

10.23

47 155.78 25.35 45.35 72. -16.61 7.42

48 126.18 19.51 36.57 52.50 -11.70 6.93

49 60.22 23.31 18.09 72. -17.75 -3.99

50 51 52 53 54 55 56 梁下部受拉:

截面 1 30.62 141.71 112.12 1.10 153.61 228.10 194.05 2 9.30 52.50 23. 28.31 72. 17.81 19.52 52.50 39.08 65.14 143.77 32.14 53.95 119.80 43.15 58.65 143.77 36.38 49.20 119.80 --- 梁的弯矩包络 ---

3 4 5 -12.84 -18.08 -13.17 -31.57 -25. -37.59 -31.75 6 -7.29

-7.78

9.94

8.61

-3.02

-2.84

7

17.48 -4.48

弯矩 -13.02 -2.15 -36.72 -108.38 -163.51 -184.81 -222.17

梁上部受拉:

截面 1 2 3 4 5 6 7

弯矩 322.36 124.63 42.01 12.10 0.00 0.00 考虑屈曲后强度强度计算应力比 = 0.724

抗剪强度计算应力比 = 0.171

平面外稳定最大应力(N/mm*mm) = 135.61

平面外稳定计算最大应力比 = 0.631

考虑屈曲后强度计算应力比 = 0.724 < 1.0

抗剪强度计算应力比 = 0.171 < 1.0

平面外稳定最大应力 < f= 215.00

腹板高厚比 H0/TW= 72.00 < [H0/TW]= 250.00 (CECS102:2002)

翼缘宽厚比 B/T = 12.17 < [B/T] = 15.00

0.00

--- (恒+活)梁的相对挠度 (mm) ---

截面 1 2 3 4 5 6 7

挠度值 0.00 1.09 4.44 7.51 8.44 6.10 0.00

最大挠度值 = 8.44 最大挠度/梁跨度 = 斜梁坡度初始值: 1/ 10.00

变形后斜梁坡度最小值: 1/ 10.65

变形后斜梁坡度改变率 = 0.061 < 1/3

1/ 1428.