钢结构—课程设计计算书学位论文.doc

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1、钢结构课程设计一、荷载计算永久荷载：3130N/m2雪荷载：350N/m2活荷载：600N/m2恒载设计值：g=1.35×3130=4225.5N/m2活载设计值：q=1.4×0.7×600=588N/m2节点荷载：P1=6×3g=76059N=76.059kNP2=6×3q=10584N=10.584kN二、荷载组合采用全跨永久荷载+全跨可变荷载三、内力计算内力系数如任务书上图所示杆件内力系数单项荷载内力内力组合（恒+全）恒载活载上弦杆O10000O2-7.013-533.40-74.23-607.63O3-7.013-533.40-74.23-607.63O4-7.851-

2、597.14-83.09-680.23下弦杆U14.433337.1746.92384.09U27.991607.7984.58692.3719腹杆V1-0.500-38.03-5.29-43.32V2-1.000-76.06-10.58-86.64V30.30423.123.2226.34D1-5.648-429.58-59.78-489.36D23.195243.0133.82276.83D3-1.358-103.29-14.37-117.66D4-0.225-17.11-2.38-19.49四、杆件截面设计1、下弦杆截面设计下弦杆需要的截面积为：A=NU2f=692.37

3、×103215×102=32.20cm2选用2∟90×10角钢，查得：A=2×17.2=34.4cm2ix=2.74cm,a=12mm,iy=4.20cmσ=NU2A=692.37×10334.4×102=201.27N/mm2

4、x=λyz，则iy/ix>1，选用两不等肢角钢短肢相并设λ=110，双角钢截面属于轴心压杆的b类，查上册附表A-17得：φ=0.493A=ND1φf=489.36×1030.493×215×102=46.17cm2ix=l0xλ=363.1110=3.30cm，iy应大于l0yλ=363.1110=3.30cm选用2∟160×100×10（R=14）并由短肢相并构成压杆，查得：A=2×28.4=56.8cm2,ix=3.13cm,a=12mm,iy=8.71cm用实际截面验算λy=l0yiy=363.18.71=41.69<λx=l0xix=363.13.13=116.01<1

5、50b1t=16010=16>0.56l0yb1=0.56×3631160=12.71λyz=3.7b1t1+l0y2t252.7b14=3.7×16010×1+36312×10252.7×1604=61.46maxλx,λyz=116.01，φ=0.458ND1φA=489.36×1030.458×56.8×102=188.11N/mm2

6、.83cm19σ=ND2A=276.83×10316.74×102=165.37N/mm21，选用两不等肢角钢短肢相并设λ=110，查上册附表A-17得：φ=0.493A=ND3φf=117.66×1030.493×215×102=11.10cm2ix=l0xλ=407.0110=3.7cm，iy应大于l0yλ=407.0110=3.7cm选用

7、与D1杆相同截面，用实际截面验算A=2×28.4=56.8cm2,ix=3.13cm,a=12mm,iy=8.71cmλy=l0yiy=407.08.71=46.73<λx=l0xix=407.03.13=130.03<150b1t=16010=16>0.56l0yb1=0.56×4070160=14.25λyz=3.7b1t1+l0y2t252.7b14=3.7×16×1+40702×10252.7×1604=62.04maxλx,λyz=130.03，φ=0.387ND3φA=117.6