NFyN47010400
8m8m题2图
Ix792.4?106?2??3.17?106mm3；ix?2解 Wx?h/2500Ix792.4?106??217.8mm；A16700?x?L0x16000??73.5 ix217.8iy?IyLoy8000160?106??81.7查表?y?0.677 ??97.9mm；?y?iy97.9A16700fyM81.72?b?1.07???1.07???0.918；?tx?0.65?0.352?0.65
M14400023544000235?2yfyN??txMx900?1030.65?400?10622 ????168.9N/mm?f?215Nmm6?yA?bWx0.677?167000.918?3.17?10
3、试验算图示压弯构件弯矩作用平面外的整体稳定性，钢材为Q235，F?900kN，（设计值），偏
?2fyM2y心距e1?150mm，e2?100mm，?tx?0.65?0.35，?b?1.07???1.0，跨中翼缘
M144000235上有一侧向支撑，E?206?103Nmm2，f?215Nmm2，对x轴和y轴均为b类截面（υ值见附表）。（13分）
12题3图
21
1515x
3解 Mx?Fe1?900?0.15?135kN?m；A?65?1?32?1.2?2?141.8cm
2Ix?11?(32?67.43?31?653)?107037cm3；Iy??1.2?323?2?6554cm3 1212W1x?Ix107037?2??3176.17cm3；iy?h/267.4IyA?6554?6.80cm
141.8?y?Loyiy?400?58.82查表?y?0.814 6.8058.822235?b?1.07???1.07???0.991
4400023544000235?2yfy?tx?0.65?0.35M2112.5?0.65?0.35??0.942 M1135??txMxN900?1030.942?135?106????118.4N/mm223?yA?bW1x0.814?141.8?100.991?3176.17?10
?f?215Nmm2
4、试验算图示压弯构件弯矩作用平面内的整体稳定性，钢材为Q235，F?900kN，（设计值），偏心距e1?150mm，e2?100mm，?mx?2fyM2y，?b?1.07??0.65?0.35??1.0，跨中有一M144000235侧向支撑，E?206?103Nmm2，f?215Nmm2，对x轴和y轴均为b类截面。（13分）
12
题4图
4解：Mx?Fe1?900?0.15?135kN?m
22
A?65?1?32?1.2?2?141.8cm2 Ix?1?(32?67.43?31?653)?107037cm3 121Iy??1.2?323?2?6554cm3
12W1x?Ix107037?2??3176.17cm3 h/267.4ix?Ix107037??27.47cm A141.8Lox800??29.12查表?x?0.9386 ix27.47M290?0.65?0.35??0.883 M1135?x??mx?0.65?0.35N'Ex?2EA?2?206000?141.8?102???30876.45KN 221.1?x1.1?29.12?mxMx?xW1x(1?0.8N)'NEx0.883?135?106
N??xA900?103??20.9386?141.8?109001.05?3176.17?103(1?0.8)30876.45?104.2N/mm2?f?215Nmm2
23