檩条设计

C型冷弯热镀锌规格及截面特性资料来源1)上海宝钢彩钢建筑新技术公司灰色橄榄绿Tel(021)5660227956698585Fax[phone])未知蓝色Tel未知Fax未知说明：(1)钢材最小降伏强度3510kg/cm2或4585kg/cm2(2)符合ASTMA446GRADED或GRADED-E(3)钢材为连续热浸镀锌而成，镀锌符合ASTMA525G90之规定，标称镀锌量为278g/m2截面积每米重HBbCtcm2kg/mIxIyWxWyC6012602020101.21.441.1780.82.670.62C6016602020101.61.921.5610.71.13.570.88C60206020201022.41.9513.31.44.431.03C100121005050101.22.882.3442.498.442.67C100161005050101.63.843.12571211.183.52C100161005050151.63.422.7454.311.810.873.57C1002010050501024.83.970.41513.84.45C1002010050501524.243.3866.614.313.324.33C120161205050101.64.163.3882.91714.065.48C1202012050501025.24.23103.6819.717.286.16C120251205050102.56.55.28129.624.2121.67.56C150161507575201.64.764.13169.126.922.546C150161506565151.65.124.16170.825.322.185.75C1502015075752025.915.1208.532.927.87.32C1502015065651526.45.2211.931.627.817.31C150231507575202.36.775.84237.337.131.648.28C150251506565152.586.5261.939.631.169.11C150251507575202.57.336.34256.239.934.168.89截面抵抗矩(cm3)截面尺寸截面惯性矩(cm4)C200162007575201.65.984.8368.944.636.898.37C2002020075752027.445.94456.154.645.6110.26C2002020075752027.66.18473.555.846.6511.31C200232007575202.38.526.8520.361.952.0311.63C200252007575202.59.237.37562.566.656.2512.51C200252007575202.59.57.72587.37057.8514.03C20030200757520311.49.26710.383.77117C2502025075752028.436.7477158.461.6810.49C2502025070702028.46.838045364.310.4C250232507575202.39.677.72880.366.270.4311.89C250252507070202.510.58.53100566.380.413.3C250252507575202.510.58.36952.371.276.1812.8C25030250707020312.610.3120679.596.516.2RxRy2.360.752.360.762.350.763.831.774.071.873.991.864.051.873.971.844.932.014.912.014.92.115.962.386.022.315.942.365.992.315.922.345.962.325.912.33回转半径(cm)7.862.737.832.717.952.737.822.77.812.697.412.719.892.719.562.639.782.519.542.629.782.519.532.619.782.51Z型冷弯热镀锌规格及截面特性资料来源1)上海宝钢彩钢建筑新技术公司灰色橄榄绿Tel(021)5660227956698585Fax[phone])未知蓝色Tel未知Fax未知说明：(1)钢材最小降伏强度3510kg/cm2或4585kg/cm2(2)符合ASTMA446GRADED或GRADED-E(3)钢材为连续热浸镀锌而成，镀锌符合ASTMA525G90之规定，标称镀锌量为278g/m2Purlin选型Girt选型截面积每米重HBbCtcm2kg/mIxIyWxWyZ100161005247151.63.422.7453.920.210.794.09Z1002010053471524.243.3866.625.213.325.04Z150161507872201.64.764.13168.243.822.426.79Z1502015078722025.915.1208.554.527.88.39Z150231507872202.36.775.84238.662.831.819.59Z150251507872202.57.336.34257.567.434.3410.29Z200162007772201.65.984.8367.369.636.739.35Z2002020078722027.445.94456.186.745.6111.56Z200232007972202.38.526.8522.399.952.2613.23Z200252007972202.59.237.37565107.456.514.23Z2502025078722028.436.7477186.761.6811.56Z250232507972202.39.677.72883.899.970.7113.23Z250252507972202.510.58.36956.1107.476.4914.23截面抵抗矩(cm3)Z15020Z15020截面尺寸截面惯性矩(cm4)RxRy3.982.443.972.445.953.045.943.045.933.045.923.037.853.427.833.427.823.427.813.419.563.219.553.219.543.2回转半径(cm)C形简支Purlin设计已知：跨度l=8m檩距s=2m屋面坡度i=1/######则屋面坡度角a=1E-14即5.73E-13度水平檩距s=2一、初选檩条截面试选C25025(即第44行数据)查表得:A=10.5cm2=1050mm2Ix=1005cm4=10050000mm4Iy=66.3cm4=663000mm4Wx=80.4cm4=80400mm4最小Wy2=13.3cm3=13300mm3最大Wy1=32.903cm3=32902.6119mm3h=250mmkg/mb=70mmkg/m2t=2.5mm二、荷载计算1.屋面均布荷载恒载0.15(KN/m2)活载0.55(KN/m2)2.作用于檩条的线荷载标准值qk=1.4(KN/m)设计值q=1.9(KN/m)三、内力计算qx=2E-14(KN/m)qy=1.9(KN/m)Mx=######qyl2=15.2(KNm)跨中设2道拉条My=######qxl2=3.8E-14(KNm)四、有效截面计算1.上翼缘一边支承、一边卷边、均匀受压(忽略My的影响)o1=o2=Mx/Wx=189.05(N/mm2)8.534.265设计结果报告强度:变形:OK!OK!下一行上一行还原实际宽厚比＝b/t=28查《冷弯》P47页表得：bef/t=28xy102.下翼缘受拉，全有效1103.腹板两边支承、纯弯曲220o1=189.05(N/mm2)1.515o1=-189.1(N/mm2)alf=2实际宽厚比＝h/t=100查《冷弯》P45页表得：bef/t=100xy104.有效截面特性计算(近似取下翼缘有效宽度同上翼缘)110Ixef=mm4220在此未计及拉条孔引起的截面削弱1.515五、考虑冷弯效应的强度设计值f'已知：成型方式系数y=1因为材料为：Q235故y=1.58f=205(N/mm2)l=420f'=(N/mm2)六、强度计算不验算檩条侧向失稳和扭转，且忽略拉条孔的影响189.05(N/mm2)1E-12(N/mm2)3E-12(N/mm2)o1=189.05(N/mm2)o2=189.05(N/mm2)o3=-189.1(N/mm2)o4=-189.1(N/mm2)七、挠度计算垂直于屋面方向的檩条跨中挠度36.0656mm[v]=l/150=vmax[v]八、拉条计算因为跨中设2道拉条故拉条反力＝5.6E-14(KN)189.1=f'=OK!10050000215.9333333Mx/Wx=My/Wy1=My/Wy2=|o|max=拉条截面A=N/f=2.7287E-13(mm2)拉条选：D8(按构造)A=若选D8可承受2E+14根此类檩条的侧向拉力；若选D12可承受4E+14根此类檩条的侧向拉力；材料Q235|o|max=189.055f'=215.933vmax=36.0656[v]=53.3333还原Q235登记入选型表20182018403630272018201840363027(N/mm2)53.3333mmOK!50.2655(mm2)C形简支Girt设计已知：跨度l=6m檩距s=1.5m一、初选檩条截面试选###(即第#REF!行数据)线元法查表得:A=#REF!cm2=#REF!mm2A=#REF!Ix=#REF!cm4=#REF!mm4Ix=#REF!Iy=#REF!cm4=#REF!mm4Iy=#REF!Wx=#REF!cm4=#REF!mm3It=#REF!最小Wy2=#REF!cm3=#REF!mm3Iw=#REF!最大Wy1=#REF!cm3=#REF!mm3x0=#REF!h=#REF!mmc=#REF!Uy=#REF!b=#REF!mmd=#REF!t=#REF!mme=#REF!二、荷载计算1.屋面均布荷载恒载0(KN/m2)活载0.605(KN/m2)2.作用于檩条的线荷载标准值qk=0(KN/m)设计值q=0(KN/m)三、内力计算qx=0(KN/m)qy=0(KN/m)Mx=######qyl2=0(KNm)跨中设0道拉条My=######qxl2=0(KNm)四、有效截面计算1.上翼缘一边支承、一边卷边、均匀受压(忽略My的影响)o1=o2=Mx/Wx=#REF!(N/mm2)截面特性近似计算考虑折角影响#REF!#REF!#REF!#REF!#REF!#REF!#REF!实际宽厚比＝b/t=#REF!查《冷弯》P47页表得：bef/t=27xy102.下翼缘受拉，全有效1103.腹板两边支承、纯弯曲220o1=#REF!(N/mm2)1.515o1=#REF!(N/mm2)alf=2实际宽厚比＝h/t=#REF!查《冷弯》P45页表得：bef/t=27xy104.有效截面特性计算(近似取下翼缘有效宽度同上翼缘)110Ixef=mm4220在此未计及拉条孔引起的截面削弱1.515五、考虑冷弯效应的强度设计值f'已知：成型方式系数y=1因为材料为：16mn故y=1.48f=300(N/mm2)l=#REF!f'=(N/mm2)六、强度计算不验算檩条侧向失稳和扭转，且忽略拉条孔的影响#REF!(N/mm2)#REF!(N/mm2)#REF!(N/mm2)o1=#REF!(N/mm2)o2=#REF!(N/mm2)o3=#REF!(N/mm2)o4=#REF!(N/mm2)七、挠度计算垂直于屋面方向的檩条跨中vmax=#REF!mm[