毕业设计竖向荷载计算

等效均布 恒荷载
33.000 35.336 35.336 35.336 34.149 34.149 4.538 4.538 4.538 4.538 4.538 4.538 24.750 27.086 27.680 27.680 25.899 25.899
表23 横向2轴框架梁柱节点处由纵向框架传来的竖向荷载取值（kN）
左梁 上柱 下柱 右梁
0.4014
0.2089 0.3897
136.61 -50.40 44.93 -23.19 107.95
-26.23 -11.63 -12.07 -49.93
-11.04 -48.93 24.47 -22.51 -58.02
0.5044 0.1728 0.1728 0.3223
-5.24 0.00 -1.86 -7.10
-0.82 -13.82
6.91 -4.89 -12.62
1 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.5044 0.1728 0.1728 0.3223
41.47 -20.50 10.16 -4.79 26.33
-7.02 -3.51 -1.64 -12.18
-7.02 -3.70 -1.64 -12.36
-0.82 -13.10
6.55 -3.06 -10.43
2 0.2760 0.1940 0.5300
5 0.2550 0.2550 0.4900
10.57 1.77 0.81 13.16
10.57 5.29 0.81 16.68
-41.47 20.32 -10.25 1.56 -29.84
4 0.2550 0.2550 0.4900
10.57 5.29 -0.08 15.78
10.57 5.29 -0.08 15.78
-0.82 -13.10
6.55 -3.93 -11.30
0.5044 0.1728 0.1728 0.3223
41.47 -20.50 10.16 -4.89 26.24
-7.02 -3.51 -1.67 -12.21
-7.02 -3.51 -1.67 -12.21
-0.82 -13.10
6.55 -3.12 -10.49
2.3148E+05 0.3368 0.3888
恒载标
准值作
上柱 下柱 右梁
6
0.3422 0.6578
46.75 18.31 2.36 67.42
-136.61 89.86 -25.20 4.53 -67.42
5 0.2550 0.2550 0.4900
36.63 23.37 -1.97 58.03
36.63 18.31 -1.97 52.97
-143.63 70.38 -33.95 -3.79 -110.99
4 0.2550 0.2550 0.4900
36.63 18.31 -0.68 54.26
36.63 18.31 -0.68 54.26
-143.63 70.38 -33.95 -1.31 -108.51
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
表24 恒载标准值作用下梁剪力计算
层号
5
4
3
2
1
0
AB跨 l=
左端弯矩 右M端A弯B矩
-67.42
-110.99 -108.51 -109.25
-23.26 -12.25 -5.70 -41.22
-9.01 -43.39 21.69 -10.64 -41.34
0.3490 0.1820 0.1290 0.3400
143.63
-9.01
-46.98 -24.50 -17.37 -45.77
38.06 -11.63 0.00 22.89
1.43 1.00 2.74 59.38 28.87 -88.25
1 0.0000 0.0000 0.0000
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
活载标
准值作
用下弯
上柱 下柱 右梁
6
0.3422 0.6578
3.55 5.29 -1.15 7.68
-10.37 6.82 -1.92 -2.22 -7.68
0.00
V M=
2.7 (M DB-
0.00
0.00
0.00
0.00
0.00
0.00
MBD )/l
V Gb
24.54
20.02
20.02
20.02
20.02
0.00
V 左= -V M + V Gb(kN)
24.54
20.02
20.02
20.02
20.02
0.00
V右= VM + V Gb(kN)
24.54
D
7.7955E+04
9.0000E+04
1.6795E+05 0.4641
A
9.0000E+04 9.0000E+04 7.7955E+04 2.5795E+05
0.3489
B
7.7955E+04 9.0000E+04 9.0000E+04 8.3188E+04 3.4114E+05 0.2285 0.2638
3 0.2550 0.2550 0.4900
36.63 18.31 -1.07 53.87
36.63 19.82 -1.07 55.38
-143.63 70.38 -33.95 -2.05 -109.25
2 0.2760 0.1940 0.5300
39.64 18.31
-143.63 27.86 76.12 0.00 -23.49
-1.99 -3.51 -0.37 -5.87
-0.82 -3.72 1.86 -0.69 -3.37
0.5044 0.1728 0.1728 0.3223
41.47 -20.50 10.16 -6.15 24.97
-7.02 -1.00 -2.11 -10.13
-7.02 -3.51 -2.11 -12.64
115.63
0.00
层号
层高 上端弯矩
下端M弯t 矩
A轴
V
Mb =(M
t+
上M端b)弯/h矩
下端M弯t 矩
B轴
V
Mb =(M
t+
上M端b)弯/h矩
下端M弯t 矩
节点
左梁
上柱
构件线刚度 下柱
右梁
合计
左梁
分配系数 上柱
A
9.0000E+04 7.7955E+04 1.6795E+05
B
7.7955E+04
9.0000E+04 8.3188E+04 2.5114E+05 0.3104
C
8.3188E+04
9.0000E+04 7.7955E+04 2.5114E+05 0.3312
C
8.3188E+04 9.0000E+04 9.0000E+04 7.7955E+04 3.4114E+05 0.2439 0.2638
D
7.7955E+04 9.0000E+04 9.0000E+04
2.5795E+05 0.3022 0.3489
A
9.0000E+04 6.3529E+04 7.7955E+04 2.3148E+05
143.63 -67.90 35.19 -16.21 94.71
-23.26 -13.12 -5.55 -41.93
-23.26 -11.63 -5.55 -40.45
-9.01 -43.39 21.69 -10.36 -41.06
0.5044 0.1728 0.1728 0.3223
143.63 -67.90 35.19 -16.96 93.96
-88.25
0.00
MBA
-107.95 -94.71 -93.96 -94.27 -117.50
0.00
7.2 V M=(MB
5.63
-2.26
-2.02
-2.08
4.06
0.00
A-
V Gb
113.84 119.69 119.69 119.96 119.69
0.00
V 左=- V M + V Gb(kN)
-23.26 -11.63 -5.81 -40.70
-23.26 -11.63 -5.81 -40.70
-9.01 -43.39 21.69 -10.84 -41.54
0.5044 0.1728 0.1728 0.3223
143.63 -67.90 35.19 -16.65 94.27
-23.26 -11.63 -5.70 -40.60
20.02
20.02
20.02
20.02
0.00
CD跨
左端弯矩 MBD
-107.95
-94.71
-93.96
-94.27 -117.50
0.00
l=
右端弯矩
MDB
-67.42 -110.99 -108.51 -108.51 -88.25
0.00
V M=
7.2 (M DB-
-5.63
2.26
2.02
1.98
108.21
121.95
121.71
122.04
115.63
0.00
V 右= V M + V Gb(kN)
119.47
117.43
117.67
117.88
123.75
0.00
BC跨
左端弯矩 MBD
-58.02
-41.06
-41.54
-41.34
-48.66
0.00
l=
右端弯矩
MDB
-58.02 -41.06 -41.54 -41.34 -48.66
0.0000 0.0000 0.0000 0.0000
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
左梁 上柱 下柱 右梁
0.4014
0.2089 0.3897
10.37 -3.83 3.41 -0.71 9.24
-41.47 20.32 -10.25 -0.16 -31.56
3 0.2550 0.2550 0.4900
10.57 5.29 -0.19 15.67
10.57 5.72 -0.19 16.10
-41.47 20.32 -10.25 -0.37 -31.77
-17.21 -8.98 -6.36 -16.77 117.50 -45.11 -23.73 -48.66
0
0
4.5375
0
0
4.5375
0
0
4.5375
0
0
4.5375
0
0
4.95 19.8
1.8
4.95 16.2
7.2
4.95 16.2
7Fra Baidu bibliotek2
4.95 16.2
7.2
4.95 16.2
7.2
4.95 16.2
7.2
墙自重
0.000 5.936 5.936 5.936 4.749 4.749 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.936 6.530 6.530 4.749 4.749
纵向 层号 每根柱自重
6
34.65
A柱
恒载G
活载Q
132.25
45.63
B柱
恒载G
活载Q
165.10
55.81
2~5层
34.65
123.36
61.30
223.80
73.20
1
49.50
118.75
37.72
159.63
46.39
C柱
恒载G 165.1 223.80 159.63
层
6 2～5
1
各节点的弯矩分配系数计算
0.3888
B
7.7955E+04 9.0000E+04 6.3529E+04 8.3188E+04 3.1467E+05 0.2477 0.2860
1
C
8.3188E+04 9.0000E+04 6.3529E+04 7.7955E+04 3.1467E+05 0.2644 0.2860
D
7.7955E+04 9.0000E+04 6.3529E+04
-4.06
0.00
MBD )/l
V Gb
113.84 119.69 119.69 119.69 119.69
0.00
V 左= -V M + V Gb(kN)
119.47
117.43
117.67
117.71
123.75
0.00
V右= VM + V Gb(kN)
108.21
121.95
121.71
121.67
层号
6
5
AB跨
4 3
2
1
6
5
BC跨
4 3
2
1
6
5
CD跨
4 3
2
1
横向4轴框架梁竖向荷载取值
均布荷载(kN/m)
主梁自重 板恒载p 板活载q
13.2 19.8
1.8
13.2 16.2
7.2
13.2 16.2
7.2
13.2 16.2
7.2
13.2 16.2
7.2
13.2 16.2
7.2
4.5375
0
0
4.5375
11.45 5.29 0.50 17.23
8.05 0.00 0.35 8.40
-41.47 21.98 -7.09 0.96 -25.63
0.3490 0.1820 0.1290 0.3400
41.47 -14.19 10.99 -5.02 33.25
-7.40 -3.51 -2.62 -13.53