《6 活荷载内力计算(屋面布活荷载).docx》由会员分享，可在线阅读，更多相关《6 活荷载内力计算(屋面布活荷载).docx（8页珍藏版）》请在taowenge.com淘文阁网|工程机械CAD图纸|机械工程制图|CAD装配图下载|SolidWorks_CaTia_CAD_UG_PROE_设计图分享下载上搜索。
1、六 活荷载内力计算(屋面布活荷载)(-)活荷载计算1 .屋面框架梁线荷载标准值q5AB=2.05.86-5.271.06-0.35-0.27-0.27-0.1710.4510.45-20.9025.5-8.25-8.25-9 2. 75M图如下（单位：kN-m）3. 48 2. 75 (7)/(6) 3. 48/ / /3）底层内力计算过程如下（单位：kN-m）3-63-13-44-34-24-74-50.320.3070.3730.3280.2480.2590.165-29.4629.46-3.529.439.0410.995.50-5.160.97-0.32-0.24-0.25-0.161
2、1.0810.62-21.7025.3-8.04-8.39-8.87M图见下页（单位：kN-m）5.不平衡弯矩分配计算过程如下（单位：kN-m）,方框内为原不平衡弯矩左梁上柱下柱M1.221.983.48-1.982.69-1.83-2.750.61-2.422.295.35-4.160.823.48-3.51-1.02-2.751.153.481.391.82-2.75-1.371.393.48-2.78-1.37-2.750.923.481.371.80-2.75-1.391.433.54-2.8-1.32-2.680.913.482.410.90-2.75-2.07-1.11-1.300
3、.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：kNm, 括号内为调幅后的弯矩值）18.0224.4111.2723.6811.8423. 7011.8823. 009. 9720. 557. 85 (6.67)8. 09 (6. 88)4. 95 (4. 46)2.71944)8. 08 (6.87)2. 709/(2.43) 8.41 (7. 15)3106 1 (2.75)10.51(8. 93)25.0627. 7919. 9027. 3231.0820. 5627. 3020. 5626. 204. 20zz(15.32)14. 30(30. 07)(2
4、3. 62)(20. 75)(23. 88)(23. 22)(24. 67)2. 44 g (2. 20)(20. 13)(23.21)(20. 15)(24. 67)(22. 27)(24. 66)(19. 55)M图（单位：kNm）6.跨中弯矩计算-118.02 + 24.81 ” Msar= 2= 22.78kNm5AB82M5BC2 -10.51 = -4.5kNm 121c 24 41 + 27 79M4AR2:= 44.19-26.10= 18.09kNm4AB 82M4BC1 72 -7.85 = 5.63-7.85 = 2.22kNm12M 3 AB0C 23.68 + 27.
5、32n= 44.19= 18.69kN - mM3RC =5.63-8.08 = 2.45kN mM 2AB23 7+27 3= 44.19 = 18.69kN mM9BC =5.63-8.09 = 2.46kN mM1ab = 44.19 23手2 = 19 59kN- mMibc =5.638.41=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.剪力计算顶层中跨端部剪力V5BC =6.0x= 4.5kN其他层中跨段部剪力Vbc =7.5x= 5.63kN各边跨段部剪力：“18.02-24.81 rc /rc 3.9、1 八 40.95V5AR=+ 7.8x
6、 (7.2)义一=-0.94 += 19.54kN5AB 7.2222V5BA =40.9519.54 = 6.87kN24 41-27 79 1V4AR =T + x 40.95 = 20.01 kN4AB 7.22V4BA =40.95- 20.01 = 20.94kN“23.68-27.32 1 彳八XTMar =+ -x 40.95 = 19.97kN1 .22V3BA =40.95-19 .97kN93 7 77 7 iV2AB- + -x40.95 = 19.98kN7 2V.BA =40.95-19.98 = 20.97kN, .23-26.21 7fA_ M CzM NTV1A
7、R =1- - x 40.95 = 20.04kN，AB 7.22V1RA =40.95-20.04 = 20.91kN1 fc)A8 .轴力计算Nsa =39.75 +19.54 = 59.29kNN4A =59.29 + 39.75 +20.01 = 119.05kNN3A = 119.05 + 39.75 +19.97 = 178.77kN3/AN2A =17&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 +
8、 67.09 + 20.94 =18L19kNN3R =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）VN9 .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将调幅后的弯矩值表于框架弯矩图的O内10 .梁端柱边剪力与弯矩V(kN)M(kNm)19.36-21.23 4.32-9.5114.72-7.6319.83-20.765.41-14.817.39-5.0519.79-20.85.41-14.1916.98-5.2519.80-20.795.41-14.2116.97-5.2619.83-20.75.37-13.1115.54-5.40