钢结构课程设计计算书.docxVIP

钢结构课程设计2014-2015学年第1学期班 级：土木11学 号：2110702025姓 名：郑伟伟指导教师：岳焱超成 绩： 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=1.353130=4225.5N/m2活载设计值： q=1.40.7600=588N/m2节点荷载：P1=63g=76059N=76.059kN P2=63q=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O10000O2-7.013-533.40-74.23-607.63O3-7.013-533.40-74.23-607.63O4-7.851-597.14-83.09-680.23下弦杆U14.433337.1746.92384.09U27.991607.7984.58692.37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=692.37103215102=32.20cm2 选用29010角钢，查得：A=217.2=34.4cm2 ix=2.74cm,a=12mm,iy=4.20cm =NU2A=692.3710334.4102=201.27N/mm2f=215N/mm2 受拉弦杆竖向平面内的容许长细比为350，水平面内的容许长细比为250 x=l0xix=6002.74=218.98350，y=l0yiy=6004.20=142.861，选用两不等肢角钢短肢相并 设=110，双角钢截面属于轴心压杆的b类，查上册附表A-17得：=0.493 A=ND1f=489.361030.493215102=46.17cm2 ix=l0x=363.1110=3.30cm，iy应大于l0y=363.1110=3.30cm 选用216010010（R=14）并由短肢相并构成压杆，查得： A=228.4=56.8cm2,ix=3.13cm,a=12mm,iy=8.71cm 用实际截面验算 y=l0yiy=363.18.71=41.69x=l0xix=363.13.13=116.010.56l0yb1=0.563631160=12.71 yz=3.7b1t1+l0y2t252.7b14=3.7160101+3631210252.71604=61.46 maxx,yz=116.01，=0.458 ND1A=489.361030.45856.8102=188.11N/mm2f=215N/mm2 所选截面合适D2杆截面设计 D2杆需要的截面积为： A=ND2f=276.83103215102=12.88cm2 选用2568角钢，查得：A=28.37=16.74cm2 ix=1.68cm,a=12mm,iy=2.83cm =ND2A=276.8310316.74102=165.37N/mm2f=215N/mm2 x=l0xix=3751.68=223.211，选用两不等肢角钢短肢相并设=110，查上册附表A-17得：=0.493 A=ND3f=117.661030.493215102=11.10cm2 ix=l0x=407.0110=3.7cm，iy应大于l0y=407.0110=3.7cm 选用与D1杆相同截面，用实际截面验算 A=228.4=56.8cm2,ix=3.13cm,a=12mm,iy=8.71cm y=l0yiy=407.08.71=46.73x=l0xix=407.03.13=130.030.56l0yb1=0.564070160=14.25 yz=3.7b1t1+l0y2t252.7b14=3.7161+4070210252.71604=62.04 maxx,yz=130.03，=0.387 ND3A=117.661030.38756.8102=53.53N/mm2f=215N/mm2 所选截面合适D4杆截面设计 平面内计算长度l0x=407.0cm平面外计算长度l0y=407.0cm选用与D1杆相同截面，用实际截面验算 A=228.4=56.8cm2,ix=3.13cm,a=12mm,iy=8.71cm y=l0yiy=407.08.71=46.73x=l0xix=407.03.13=130.030.56l0yb1=0.564070160=14.25 yz=3.7b1t1+l0y2t252.7b14=3.7161+4070210252.71604=62.04 maxx,yz=130.03，=0.387 ND3A=19.491030.38756.8102=8.87N/mm21，选用两不等肢角钢短肢相并 设=110，查上册附表A-17得：=0.493 A=NV1f=43.321030.493215102=4.09cm2 ix=l0x=200110=1.82cm，iy应大于l0y=200110=1.82cm 选用21006310并由短肢相并构成压杆，查得： A=215.5=31cm2,ix=1.74cm,a=12mm,iy=5.09cm 用实际截面验算 y=l0yiy=2005.09=39.29x=l0xix=2001.74=114.94150 b1t=10010=100.56l0yb1=0.562000100=11.2 yz=y=39.29 maxx,yz=114.94，=0.464 NV1A=43.321030.46431102=30.12N/mm2f=215N/mm2 所选截面合适V2杆截面设计 平面内计算长度l0x=250.0cm平面外计算长度l0y=250.0cm选用与V1杆相同截面，用实际截面验算 A=215.5=31cm2,ix=1.74cm,a=12mm,iy=5.09cm y=l0yiy=2505.09=49.12x=l0xix=2501.74=143.68150 b1t=10010=100.56l0yb1=0.562500100=14 yz=y=49.12 maxx,yz=143.68，=0.330 NV2A=86.641030.33031102=84.69N/mm2f=215N/mm2 所选截面合适V3杆截面设计 平面内计算长度l0x=300.0cm平面外计算长度l0y=300.0cm选用与D2杆相同截面，用实际截面验算 A=28.37=16.74cm2,ix=1.68cm,a=12mm,iy=2.83cm =NV3A=26.3410316.74102=15.73N/mm2f=215N/mm2 x=l0xix=3001.68=178.57350 所选截面合适3、上弦杆截面设计 O4杆内力最大，选取O4杆进行截面设计 M0=186g+ql0xcos2=1864225.5+58832 =32.49kNm 节间和节点处弯矩为Mx=0.6M0=0.632.49=19.49kNm 选用220012510并由长肢相并 A=237.9=75.8cm2 W1x=215716.54=480.43cm3，W2x=2157120-6.54=233.43cm3 ix=6.44cm,a=12mm,iy=4.95cm x1=1.05 x2=1.2 x=l0xix=3016.44=46.74150，查得：x=0.871 NEx=2EA1.1x2=22.0610575.81021.146.742=6413.07kN(1)强度验算 NAn+Mxx2W2x=680.2310375.8102+19.491061.2233.43103=159.32N/mm2 f=215N/mm2 强度足够(2)平面内稳定性验算 端弯矩和横向荷载同时作用，使构件产生反向曲率，mx=0.85 用正弯矩 NxA+mxMxx1W1x(1-0.8NNEx) =680.231030.87175.8102+0.8519.491061.05480.43103(1-0.8680.236413.07) =138.92N/mm2f=215N/mm2 NA-mxMxx2W2x(1-1.25NNEx) =680.2310375.8102-0.8519.491061.2233.43103(1-1.25680.236413.07) =21.56N/mm2f=215N/mm2 用负弯矩 NxA+mxMxx2W2x(1-0.8NNEx) =680.231030.87175.8102+0.8519.491061.2233.43103(1-0.8680.236413.07) =167.66N/mm2f=215N/mm2 平面内的稳定性可以得到保证(3)平面外稳定性计算 loy=300cm，y=loyiy=3004.95=60.610.48l0yb2=0.483000125=11.52 yz=5.1b2t1+l0y2t217.4b24=5.112.51+3000210217.41254=77.26 查得：y=0.705 =1.0，tx=0.85 正弯矩作用下，b=1-0.0017yfy/235=0.897 负弯矩作用下，b=1-0.0005yfy/235=0.970 用正弯矩： NyA+txMxbW1x=680.231030.70575.8102+1.00.8519.491060.897480.43103 =165.73N/mm2f=215N/mm2 用负弯矩： NyA+txMxbW2x=680.231030.70575.8102+1.00.8519.491060.970223.43103 =203.73N/mm2f=215N/mm2平面外的稳定性可以得到保证所选截面合适五、节点设计 上弦杆、下弦杆分别在4、3点断开，其他地方通长。 焊条采用E43型，手工焊。钢材采用Q235钢，厚度小于16mm， ftw=160N/mm2。肢背hf=10mm，肢尖hf=8mm。(1)1号节点设计 V1杆所需的焊缝长度为： 肢背：lw=0.75N2heftw=0.7543.3210320.710160=14.50mm 按构造要求取为100mm 肢尖：lw=0.25N2heftw=0.2543.3210320.78160=6.04mm 按构造要求取为80mm D1杆所需的焊缝长度为： 肢背：lw=0.75N2heftw=0.75489.3610320.710160=163.85mm 取为190mm 肢尖：lw=0.25N2heftw=0.25489.3610320.78160=68.27mm 取为90mm U1杆所需的焊缝长度为： 肢背：lw=0.7N2heftw=0.7384.0910320.710160=120.03mm 取为150mm 肢尖：lw=0.3N2heftw=0.3384.0910320.78160=64.30mm 取为90mm(2)2号节点设计 V2杆所需的焊缝长度为： 肢背：lw=0.75N2heftw=0.7586.6410320.710160=29.01mm 取为100mm 肢尖：lw=0.25N2heftw=0.2586.6410320.78160=12.09mm 取为80mm D2杆所需的焊缝长度为： 肢背：lw=0.7N2heftw=0.7276.8310320.710160=86.51mm 取为100mm 肢尖：lw=0.3N2heftw=0.3276.8310320.78160=46.34mm 取为80mm D3杆所需的焊缝长度为： 肢背：lw=0.75N2heftw=0.75117.6610320.710160=39.40mm 取为100mm 肢尖：lw=0.25N2heftw=0.25117.6610320.78160=16.41mm 取为80mm 节点板尺寸取为545mm295mm 下弦与节点板连接的焊缝长度为54.5cm，肢背处hf=10mm lw=l-102-2hf=545-102-210=247.5mm 肢背焊缝验算 ft=0.7308.281032helw=0.7308.2810320.710247.5=62.28N/mm2 ftw=160N/mm2 焊缝强度满足要求(3)3号节点设计 V3杆所需的焊缝长度为： 肢背：lw=0.7N2heftw=0.726.3410320.710160=8.23mm 取为100mm 肢尖：lw=0.3N2heftw=0.326.3410320.78160=4.41mm 取为80mm D4杆所需的焊缝长度为： 肢背：lw=0.75N2heftw=0.7519.4910320.710160=6.53mm 取为100mm 肢尖：lw=0.25N2heftw=0.2519.4910320.78160=2.72mm 取为80mm U2杆所需的焊缝长度为： 肢背：lw=0.7N2heftw=0.7692.3710320.710160=216.36mm 取为240mm 肢尖：lw=0.3N2heftw=0.3692.3710320.78160=115.91mm 取为140mm(4)4号节点设计 V3杆所需的焊缝长度为：肢背： 100mm；肢尖： 80mm 初步确定节点板尺寸如下图所示 O4杆焊缝强度验算： 形心距肢尖的距离为： x=0.710280203.5-0.782842.80.710280+0.78284=111.09mm J=1120.7102803+1120.782843 +1122800.7103+0.71028092.412 +1122840.783+0.78284113.892 =6087.37cm4 AT=19.49106113.896087.37104=36.46N/mm2 AT=19.491061426087.37104=42.25N/mm2 AN=0.35680.2310320.78284=74.85N/mm2 ATf2+AT+AN2=42.251.222+36.46+74.852 =116.57N/mm2ftw=160N/mm2 BT=19.4910692.416087.37104=29.59N/mm2 BT=19.491061406087.37104=44.82N/mm2 BN=0.65680.2310320.710280=112.79N/mm2 BTf2+BN-BT2=44.821.222+112.79-29.592 =90.95N/mm2ftw=160N/mm2 焊缝强度足够(5)5号节点设计 根据D3、D4杆所需焊缝长度初步确定节点板尺寸如下图所示