6活荷载内力计算屋面布活荷载

1、乌海大学毕业设计六 活荷载内力计算(屋面布活荷载)(一)活荷载计算.屋面框架梁线荷载标准值q5AB=2.0 &9=7.8kN/mq5BC=2.0 3.0=6.0kN/m.楼面框架梁线荷载标准值qAB=2.0 &9=7.8kN/mqBC=2.5 3.0=7.5kN/m.屋面框架节点集中荷载标准值边节点：纵向框架梁传来的活荷载 3.922.0/2=15.21kN次梁传来的雪荷载 (1-2 0.272+0.273) )2.0 3.9 7.2/2=24.54kN则 Q5A=39.75kN中节点：纵向框架梁传来的雪荷载 15.21+(1-2 0a92+0.193) )2.0 7.8 3/2=37.08k

2、N则 Q5B=37.08+24.54=61.62kN.楼面框架节点集中荷载标准值边节点：纵向框架梁传来的活荷载3.922.0/2=15.21kN次梁传来的活荷载 (1-2 0.272+0.273) )2.0 3.9 7.2/2=24.54kN则 QA=39.75kN中节点：纵向框架梁传来的雪荷载15.21+(1-2 0192+0.193) )2.0 7.8 3/2=42.55kN则 Q5B=42.55+24.54=67.09kN(二)活荷载作用下内力计算.计算简图见下页.荷载等效3.9=0.272 7.2-42 -乌海大学毕业设计DD顶层边跨 q5 边=(12父0.272 +0.273)M7.

3、8 = 6.82kN/m一一，5顶层中跨 q5中=5 6.0 =3.75kN/m8中间层边跨 q5边=(1 -2 0.272 0.273) 7.8 = 6.82kN / m中间层中跨 q5中=5 7.5=4.69kN/m8荷载等效后的计算简图如下：-43 -乌海大学毕业设计.周端弯矩计算顶层边跨 M 5AB = 6.82 7.22 = 29.46kN m 121顶层中跨 M 5BC = 3.75 1.52 =2.82kN m31c中间层边跨 M AB - 1 6.82 7.22 =29.46kN m 121c中间层中跨 M5BC =14.69 1.52 =3.52kN m 3.分层计算弯矩1）

4、顶层内力计算过程如下（单位：kN?n）1-40.4311-20.5692-10.4422-50.3352-30.223-29.4629.46-2.8212.7016.76一8.38-7.742.20-0.97-0.74-0.4916.04-16.0423.59-12.47-11.12M图如下（单位：kN?n）16.0416.04（1）23.59, 11.12J3）（2） 12.47（4） 5.354.16（5）/ ZZ2）中间层内力计算过程见下页（单位：kN?m-44 -乌海大学毕业设计3-60.3013-10.3013-40.3984-30.3314-20.2514-70.2514-50.1

5、67-29.4629.46-3.528.878.8711.725.86-5.271.06-0.35-0.27-0.27-0.1710.4510.45-20.9025.5-8.25-8.25-9M图如下（单位：kN?n）(2) 27520.910.4525.5 9.0 一G8.25 8.25 (6) 3.482.75 (7)3）底层内力计算过程如下（单位：kN?n）3-63-13-44-34-24-74-50.320.3070.3730.3280.2480.2590.165-29.4629.46-3.529.439.0410.995.50-5.160.97-0.32-0.24-0.25-0.16

6、11.0810.62-21.7025.3-8.04-8.39-8.87M图见下页（单位：kN?n）-45 -乌海大学毕业设计J J3.5411)(2)p.6821.7025.3011.0810.628.87(5)8.39(6)5.544.20.不平衡弯矩分配计算过程如下（单位：kN?n）,方框内为原不平衡弯矩左梁上柱下柱右梁1.221.983.48-1.982.69-1.83-2.750.61-2.422.295.35-4.160.823.48-3.51-1.02-2.751.153.481.391.82-2.75-1.371.393.48-2.78-1.37-2.750.923.481.37

7、1.80-2.75-1.391.433.54-2.8-1.32-2.680.913.482.410.90-2.75-2.07-1.11-1.300.710.46不平衡弯矩调整之后即可得出活荷载作用下框架弯矩图，见下页（单位： kN?n, 括号内为调幅后的弯矩值）-46 -13.0224.8110.51(8.93)(21.09)(15.32)25.0627.794.951(4.46)7.85 (6.67) 一F(30(23.62)V1.07)J/(20.75)13.14 一 1一 J10.6719.9027.32w/2.449(2.20)/8.08 (6.87)- nzz.27(23.88)(2

8、3.22)/J/ (20.13)L11.8419.6220.5627.30v)2.709(2.43)! 8.09 (6.88)1.62(24(23.21).67)J(20.15)11.82|9.6420.5626.20V jy2.719(2.44) J JI8.41 (7.15) 一一 1.5/(24.67)(22.27)K/J1(19.55)1111 !13.03- -|-10.1120.551_31.084.20 _3.06 丁7 (2.75) f I 1 68(24I11.66)1 J J f1J r f i i i乌海大学毕业设计18.0224.4111.2723.6811.8423.

9、7011.8823.009.97M图（单位：kN?m）.跨中弯矩计算12M sab 6.82 7.2 818.02 24.812= 22.78kN m12M 5BC 6.0 3.02 10.51 =-4.5kN m121o 24.41 27.79M 4AB 6.82 7.22 - =44.19-26.10 = 18.09kN m822M 4BC 7.5 3.0 -7.85 =5.63-7.85 =-2.22kN m 1223.68 27.32M 3ab =44.19 =18.69kN m2M 3BC =5.63-8.08 =2.45kN m 3BC23 7 27 3M 2AB =44.19 -

10、=18.69kN m2-47 -乌海大学毕业设计M 2BC =5.63-8.09 = -2.46kN mM iab= 44.19 23 26.2= 19.59kNM1BC =5.63-8.41 =2.78kN m因为楼面活载是按满布计算的，故跨中弯矩应乘以1.1进行放大7.剪力计算一_ _1 5顶层中跨端部男力V5bc =6.0=4.5kN25 一其他层中跨段部剪力Vbc =7.5 15=5.63kN2各边跨段部剪力：V 5AB18.02-24.817.23.917.8 (7.2 -)2240.95=-0.94+=19.54kN2V5BA -40.95 -19.54-6.87kN24.41-2

11、7.79 1V 4AB = 40.95 =20.01kN TOC o 1-5 h z 7.22V4ba =40.95 -20.01 =20.94kNV3AB = 23.68-27.32/40.95 =19.97kN7.22V3BA = 40.95-19.97kN23.7-27.3 1V2AB = 40.95 -19.98kN7.22V2ba -40.95-19.98-20.97kN23-26.2 1V1ab = 40.95 = 20.04kN7.22Viba =40.95 -20.04 = 20.91kN8.轴力计算N5A =39.75 19.54 =59.29kNN4A =59.29 39.

12、75 20.01 =119.05kNN3A =119.05 39.75 19.97 =178.77kN-48 -乌海大学毕业设计N2A =178.77 39.75 19.98 = 238.5kNN1A = 238.5 39.75 20.04 = 298.29kNN5B =61.62 4.5 21.41 =87.53kNN4B -87.53 5.63 67.09 20.94 = 181.19kNN3B =181.19 72.72 20.98 =274.89kNN2B =274.89 72.72 20.97 = 368.58kNN1B =368.58 72.72 20.91 =462.21kN框架结构的剪力图和轴力图如下（单位：kN）19.544.5021.4120.015.6387.5759.2020.9419.975.63181.19119.0520.9819.985.63274.89178.7720.9720.045.63368.58238.5020.91 462.21298.29VNV, N图（单位：kN）-49 -乌海大学毕业设计.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