多层钢筋混凝土框架设计6活荷载内力计算(屋面布活荷载)

--42-〔屋面布活荷载〕〔一〕活荷载计算q5AB=2.0×3.9=7.8kN/mq5BC=2.0×3.0=6.0kN/mqAB=2.0×3.9=7.8kN/mqBC=2.5×3.0=7.5kN/m边节点：3.92×2.0/2=15.21kN(1-2×0.272+0.273)×2.0×3.9×7.2/2=24.54kN中节点：15.21+(1-2×0.192+0.193)×2.0×7.8×3/2=37.08kNQ5B=37.08+24.54=61.62kN边节点：3.92×2.0/2=15.21kN(1-2×0.272+0.273)×2.0×3.9×7.2/2=24.54kN中节点：15.21+(1-2×0.192+0.193)×2.0×7.8×3/2=42.55kNQ5B=42.55+24.54=67.09kN〔二〕活荷载作用下内力计算见下页荷载等效 3.91 7.2

0.27Q qAB Q q Q Q5A 5B 5BC 5C 5DQqAB QQA

qQQ5BCQQC D顶层边跨q”5边

(120.2720.273)7.86.82kN/m顶层中跨q” 5中

56.03.75kN/m8中间层边跨q”5边

(120.2720.273)7.86.82kN/m中间层中跨q” 5中

57.54.69kN/m8荷载等效后的计算简图如下：q”q”5边q”5中q”边q”中固端弯矩计算1顶层边跨M

5AB

121

6.827.2229.46kNm顶层中跨M

5BC

33.751.522.82kNm中间层边跨M中间层中跨M

AB5BC

1126.827.2229.46kNm134.691.523.52kNm分层计算弯矩顶层内力计算过程如下〔单位：kN∙m〕1-41-22-12-52-30.4310.5690.4420.3350.223-29.4629.46-2.8212.7016.76→8.38-7.74←-15.48-11.73-7.813.344.40→2.20-0.97-0.74-0.4916.04-16.0423.59-12.47-11.12M图如下〔单位：kN∙m〕16.0416.04

23.5911.12

(3)(1)

(2)12.47(4)5.35 4.16(5)中间层内力计算过程见下页〔单位：kN∙m〕3-63-13-44-34-24-74-50.3010.3010.3980.3310.2510.2510.167-29.4629.46-3.528.878.8711.72→5.86-5.27←-10.53-7.98-7.98-5.311.581.582.11→1.06-0.35-0.27-0.27-0.1710.4510.45-20.9025.5-8.25-8.25-9M图如下〔单位：kN∙m〕3.48(1) (2)2.7520.9(3)10.4510.45

25.5(4)9.08.258.25

(5)(6)3.48 2.75(7)底层内力计算过程如下〔单位：kN∙m〕3-63-13-44-34-24-74-50.320.3070.3730.3280.2480.2590.165-29.4629.46-3.529.439.0410.99→5.50-5.16←-10.31-7.80-8.14-5.191.651.581.93→0.97-0.32-0.24-0.25-0.1611.0810.62-21.7025.3-8.04-8.39-8.87M图见下页〔单位：kN∙m〕3.54(1) (2)2.6821.70(3)11.0810.62(6)5.54

25.308.87(4) (5)8.048.394.20(7)不平衡弯矩安排计算过程如下〔单位：k∙m，方框内为原不平衡弯矩左梁上柱下柱右梁1.221.983.48-1.98-1.83-2.750.615.352.692.29-4.16-2.420.823.48-3.51-1.02-2.751.153.481.391.82-2.75-1.371.393.48-2.78-1.37-2.750.923.481.371.80-2.75-1.391.433.54-2.8-1.32-2.680.913.482.410.90-2.75-2.07-1.11-1.300.710.46括号内为调幅后的弯矩值〕18.02

18.02

25.06

24.81 (21.09)10.51(8.93)4.95 14.30(4.46)

(30.07)

(15.32)24.41

27.79

7.85(6.67)

(23.62)

(20.75)11.2713.1423.68

19.90

10.67 2.44 9.27(2.20)27.32 (23.22)8.08(6.87)

(23.88)

(20.13)11.84 11.8423.7011.88 11.8223.00

20.5620.56

9.6227.309.6426.20

2.70 9.62(2.43)(23.21)8.09(6.88)2.71 9.57(2.44)(22.27)8.41(7.15)

(24.67)(24.67)

(20.15)(19.55)9.97

13.03

20.55

10.11 3.06 7.68(2.75) (24.66)31.08 4.20M图〔单位：kNm〕跨中弯矩计算1 18.0224.81M5AB

6.827.22 22.78kNm8 21M5BC126.03.0210.514.5kNm1 24.4127.79M4ABM4BC

6.827.22 44.19-26.1018.09kNm8 21 7.53.027.855.637.852.22kNm12M3AB

44.1923.6827.322

18.69kNmM 5.638.082.45kNm3BCM 44.1923.727.318.69kNm2AB 2M 5.638.092.46kNm2BCM1AB

44.192326.219.59kNm2M 5.638.412.78kNm1BC由于楼面活载是按满布计算的，故跨中弯矩应乘以1.1进展放大。剪力计算顶层中跨端部剪力V5BC

6.01.54.5kN2其他层中跨段部剪力VBC

7.51.52

5.63kN各边跨段部剪力：V 18.02-24.817.8(7.23.9)1

0.94

40.95

19.54kN5ABV5BAV4AB

7.2 2 2 240.9519.546.87kN24.41-27.79140.9520.01kN7.2 2V 20.0120.94kN4BAV3ABV3BAV2AB

23.68-27.32140.9519.97kN7.2 240.9519.97kN23.7-27.3140.9519.98kN7.2 2V 40.9519.9820.97kN2BAV1ABV1BA

23-26.2140.9520.04kN7.2 220.0420.91kN轴力计算N5A39.7519.5459.29kNN4A59.2939.7520.01119.05kNN3A119.0539.7519.97178.77kNN 178.7739.7519.98238.5kN2AN 238.539.7520.04298.29kN1AN 61.624.521.4187.53kN5BN 87.535.6367.0920.94181.19kN4BN 72.7220.98274.89kN3BN 274.8972.7220.97368.58kN2BN 368.5872.7220.91462.21kN1B框架构造的剪力图和轴力图如下〔单位：kN〕19.544.5020.0119.97

21.4120.94

5.635.63

87.57 59.20181.19 119.0519.98

20.98

5.63

274.89

178.7720.04

20.97

5.63

368.58

238.5020.91462.21 298.29V NV，N图〔单位：kN〕弯矩调幅边跨：端部弯矩值乘以0.85，跨中弯矩值乘以1.2中跨：端部弯矩值乘以0.85，跨中弯矩值乘以0.9