发布时间 : 2024/5/16 7:54:09 星期四 文章某六层框架宿舍楼毕业设计-计算说明书 - 图文更新完毕开始阅读379b27bba26925c52cc5bfee

XX大学毕业设计

?l05.02??10.04?15?取?2?1.0h0.502211?l0??5020???1????1?????1.0?1.0?1.494??121400ei/h0?h?1400?51.123/465?500?h500?as?1.494?51.123??30?291.401mm22N-ξbα1fcbh0ξ=+δb2Ne-0.43α1fcbh0+α1fcbh0`(β1-δb)(h0-as)e??ei??0.796??b?0.799取??0.799

2Ne-α1fcbh0ξ(1-0.5ξ) As=A='fy'(h0-as)'s

2366.423?103?291.401?14.3?500?4652?0.799?(1?0.5?0.799)??0300?(465?35) 按构造配筋，总最小配筋率?min?0.6%，

'As,mi?nAs,min2?0.6%?500?/2mm7520

每侧实配318（As=A’s=764mm2）,满足构造要求．

4、裂缝宽度验算

e0/h0?31.123/465?0.067?0.55 可不验算裂缝宽度。

（二）框架梁截面配筋设计 1、正截面受弯承载力计算

梁AB(300mm?700mm); 梁BC(300mm?450mm);混凝土C30; HRB335钢筋. 梁AB和梁BC各截面的正截面受弯承载力配筋计算见下列表：

第33页 共68页

XX大学毕业设计

一、二层框架粱正截面配筋计算 表7-1

层计算公式M(kN.m)梁AB支座左截面-143.4890.0760.079751.25450.45跨中截面68.3680.0360.037351.85450.45218(509)74.2120.0390.040380.38450.45218(509)支座右截面-106.9780.0560.058551.55450.45318(763)-95.4430.0500.051475.48450.45218(509)支座左截面32.2880.0370.038225.51289.58312(339)41.190.0470.048284.86289.58312(339)梁BC跨中截面6.5320.0080.00847.48289.58312(339)-6.9340.0080.00847.48289.58312(339)支座右截面-26.3170.0300.031183.97289.58312(339)-35.4740.0410.042249.25289.58312(339)?s?rREMM?1fcbh02??1?1?2?s2As??1fcbh0?fy(mm2)As,min(mm2)M(kN.m)2实配钢筋(mm)318(763)131.5010.0690.072484.68450.45?s?rREMM?1fcbh02??1?1?2?s1As??1fcbh0?fy(mm2)As,min(mm2)2实配钢筋(mm)318(763)

第34页 共68页

XX大学毕业设计

三、四层框架梁正截面配筋计算 表7-2

层计算公式M(kN.m)梁AB支座左截面-151.9240.0800.084789.80450.45跨中截面66.9130.0350.036342.34450.45316(603)67.5190.0360.037351.85450316(603)支座右截面-59.0970.0310.032304.30450.45316(603)-94.0960.0500.052494.49450316(603)支座左截面10.1260.0120.01271.21289.58312(339)20.8620.0240.025148.36338312(339)梁BC跨中截面-2.90.0030.00317.80289.58312(339)4.490.0050.00529.67338312(339)支座右截面-14.110.0160.01694.95289.58312(339)-19.8050.0230.023142.43338312(339)rREMM?s??1fcbh024??1?1?2?sAs??1fcbh0?fy(mm2)As,min(mm2)M(kN.m)2实配钢筋(mm)416(804)-148.5210.0780.081770.27450?s?rREMM?1fcbh02??1?1?2?s3As??1fcbh0?fy(mm2)As,min(mm2)2实配钢筋(mm2)416(804)

第35页 共68页

XX大学毕业设计

五、六层框架粱正截面配筋计算 表7-3

梁AB支座左截面-156.090.0820.086817.55450跨中截面105.14-0.055-0.054-363.34450支座右截面-127.490.0670.070468.78450218(509)-74.4520.0390.040380.82450.45218(509)支座左截面-99.070.0520.054297.35338312(339)-8.3750.0100.01095.58289.58312(339)梁BC跨中截面-14.190.0070.00841.60338312(339)6.2330.0070.00766.80289.58312(339)支座右截面-99.070.0520.054297.35338312(339)6.8230.0080.00876.38289.58312(339)层计算公式M(kN.m)?s?rREMM?1fcbh026??1?1?2?sAs??1fcbh0?fy(mm2)As,min(mm2)M(kN.m)2实配钢筋(mm)418(1018)218(509)-155.7940.0820.087827.33450.4564.1920.0340.035332.83450.45?s?rREMM?1fcbh02??1?1?2?s5As??1fcbh0?fy(mm2)As,min(mm2)2实配钢筋(mm2)418(1018)218(509)2、斜截面受剪承载力计算

梁AB和梁BC各截面的斜截面受剪承载力配筋计算见下列表：

框架梁斜截面配筋计算 表7-4

梁AB层六119.41713.21一107.207713.21六17.359445.09梁BC一45.782445.09Vb(kN)0.25?cfcbh0(kN)(?Vb)< 0(?Vb)< 0(?Vb)< 0(?Vb)< 0V?0.7ftbh0?Asv??bS1.25fvyh0非加密区实配箍筋8@2008@2008@2008@200 3、裂缝宽度验算

第36页 共68页