梯形钢屋架钢33米课程设计计算书

1、实用标准文案钢结构课程设计、设计资料1、条件：梯形钢屋架跨度33m长度120m柱距6m屋架较接于混凝土柱上,屋面采用单层彩色钢板波形瓦,屋面坡度i=1/10.屋面活荷载标准值为0.7kN/m2,屋架较支在钢筋混凝土柱上,上柱截面为400mnX400mm混凝土标号为C2Q钢材采用Q345Ea,焊条采用E50型.2、屋架计算跨度：Lo=332X0.15=32.7m,3、跨中及端部高度：端部高度：h=1900mm轴线处,h=1915mnt计算跨度处.屋架的中间高度h=3400mm屋架跨中起拱按Lo/500考虑,取60mm二、结构形式与布置屋架形式及几何尺寸见图1所示,支撑布置见图2所示图1屋架形式及

2、几何尺寸精彩文档实用标准文案符号说明：GWJ-钢屋架；SC-上弦支撑：XC-下弦支撑；CC-垂直支撑；GG-刚性系杆；LG-柔性系杆图2屋架支撑布置图三、荷载与内力计算1 .荷载计算荷载与雪荷载不会同时出现,故取两者较大的活荷载计算.永久荷载标准值钢屋架和支撑自重0.12+0.011X30=0.45kN/m2单层彩色钢板波形瓦0.12kN/m2总计0.57kN/m2可变荷载标准值屋面活荷载0.70kN/itf总计0.7kN/m2永久荷载设计值1.2X0.57=0.684kN/m2可变荷载设计值1.4X0.7=0.98kN/m22 .荷载组合设计屋架时,应考虑以下三种组合：全跨永久荷载+全跨可变

3、荷载全跨节点永久荷载及可变荷载：F=0.684+0.98X1.5X6=14.97kN全跨永久荷载+半跨可变荷载全跨节点永久荷载：F1=0.684X1.5X6=6.156kN*L一LG4LJIL门口3精彩文档实用标准文案半跨节点可变荷载：F2=0.98X1.5X6=8.82kN全跨屋架及支撑自重+屋面板重+半跨屋面活荷载全跨节点屋架及支撑自重：F3=0.45X1.2X1.5X6=4.86kN半跨大型屋面板重及活荷载：F4=1.4X0.12+0.7X1.4X1.5X6=10.33kN3 .内力计算本设计采用程序计算杆件在单位节点力作用下各杆件的内力系数,见表1.杆件名称内力系数F=1第一种组合F*

4、第二种组合第三种组合计算杆内力1全跨左半跨 右半跨F1*+F2*F1*+F2F3+F4F3+F4上弦AB00P-0.010.00；0.00-0.160.00-0.26-0.BCCD-11.35-8.49-3.45-631.39-584.54-501.99-281.38-151.20-631.DEEF-18.19-13.08-6.25-1011.89-928.19-816.31-437.36-260.94-1011.FGGH-21.53-14.62-8.46-1197.69-1084.51-983.61-495.40-336.29-1197.HJ-22.36-13.98-10.25-1243.8

5、6-1106.60-1045.50-483.41-387.07-1243.IJJK-22.73-14.3910.2-1264.45-1127.84-725.05-496.03139.13-1264.下弦ab6.334.941.83352.13329.36278.42162.2381.89352bc15.3611.34.98854.46787.96684.44375.90212.65854cd20.2114.14P7.431124.2611024.84914.93475.78302.471124de22.1214.449.391230.51,1104.721022.00493.98363.541

6、230ef21.2311.6811.681181.001024.571024.57417.82417.821181斜腹杆aB-11.34-8.66-3.27-630.831-586.93-498.65-285.72-146.49-630.Bb8.816.472.87490.09451.76392.79215.31122.32490bD-7.55-5.23-2.84-420.00-382.00-342.85-176.39-114.66-420.Dc5.393.3912.44299.841267.08251.52117.0592.51299cF-4.23-2.25-2.43-235.31-202.

7、88-205.83-81.26-85.91-235.Fd2.620.882.13145.75117.25137.7237.0669.35145dH-1.510.22-2.12-84.00-55.66-93.99-2.58-63.02-93.He0.29-1.251.8916.13-9.0942.34-30.7050.4150-27.eg1.533.4-2.2885.11115.7422.7096.19-50.25115-50.gK2.164.07-2.32120.16151.4446.78116.94-48.11151-48.gI0.490.54-0.0627.2628.0818.2516.6

8、31.1328竖杆Aa-0.55-0.54P0-30.60-30.43-21.59-16.96-3.01-30.Cb-1-0.990-55.63-55.47-39.25-31.04-5.47-55.精彩文档实用标准文案EcGd-0.98-0.98P0-54.52-54.52-38.46-30.67-5.36-54.Jg-0.85-0.90-47.28-48.10-33.36-27.90-4.65-48.Ie-1.42-1.430-78.99J-79.16-55.73-44.70-7.77-79.Kf0.02001.110.780.780.110.111四、杆件截面设计腹杆最大内力,N=-630

9、.83KN,由屋架节点板厚度参考可知：支座节点板刚度取14mm其余节点板与垫板厚度取12mm1.上弦杆整个上弦杆采用相同一截面,按最大内力计算,N=-1264.45KN计算长度：屋架平面内取节间轴线长度lOx=1507mm屋架平面外根据支撑,考虑到大型屋面板能起一定的支撑作用,取上弦横向水平支撑的节间长度：10y=4521mm根据屋架平面外上弦杆的计算长度,故截面直选用两个不等肢角钢,且短肢相并,见图3图3上弦截面r.(D设二60,查轴心受力稳定系数表,=0.807*N2需要截面积A=N-=1246.45*10=7287.7mmf按所选角钢进行验算:精彩文档需要回转半径i：=以=理=25.1m

10、m60*.iy一4.524=75.4mm60q*根据需要的A*、ix、iy查角钢型钢表,初选2L18011014,2A=7793mm,ix=308mm,iy=88mmox1507308=48.96入=150实用标准文案10y4524-=51.41lox,故用不等肢角钢,短肢相并,见图4.iy图4下弦截面2A=6742mm,ix=31mmiy=87.4mm300096.77=35031八2ii-A=4452.2mm,ix=44.7mmy=87.4mm截面刚度和稳定验算：*计算需要净截面面积A=N1230510f2152、,一=5723.30mm,选用2L180父110M12,oxyjioy148

11、50169.91Kx只需求中y,查表得中y=0.764=185.46MPa215MPa所选截面满足要求.4.再分腹杆eg-gK此杆在g节点处不断开,采用通长杆件拉力：Ngk151.44KNNeg=115.74kN计算长度：屋架平面内取节点间轴线长度lOx=0.8x2250=0.8x2250=1800mm屋架平面外根据支撑布置取：选用2L6355,见图5lox2456ix-44.7=54.94=15010yiy24563765.661=150630.831030.7644452.2压力:Neq=-50.52kN,egNak=-48.11KNgk10y=X(0.75+0.25M)=450XN2(0

12、.75+0.25811)=4446.3mm50.522一一A=1228.6mm,ix=19.4mmiy=30.4mm180019.4=92.78=53.9=150iy4446.3146.254只需求唧,查表得%=0.32,那么精彩文档图5再分腹杆egK图6中竖杆Kfixy_10y实用标准文案拉应力：N=151,4410=123.26MPa215MPa所选截面满足要求A1228.65,竖杆IeN=-79.16KN,l0 x=0.8l=0.8父3052=2442mm10y=l=3052mm由于杆件内力较小,按九=九=150选择,需要的回转半lox244.2loy305.2ix=1.63cmiy=2

13、.03cm150150查型钢表,选用2L63X5,其几何特性为2一一A=1228.6mmix=19.4mmiv=30.4mmxy少=3052=100.39cm：150iy3.04由于鼠 A 九y只需求中x,查表得邛x=0,406,那么79,161030.4061228.6=158.7MPa:二215MPa其余各杆件截面选择过程不一一列出,计算结果见表2精彩文档NA50,521030.321228.6=128,5MPa215MPaox244.21.94=125.88cm150实用标准文案名称杆件编号内力KN计算长度cm截面规格截回卸积cm2回转半径cm长细比容3生K幺用稳定系数中计算应力Mpal

14、0 xl0yixiy.x&y比九中x中y上弦IJJK-1264.45150.8452.42L180X110X1477.933.088.848.9651.411500.847191.59下弦de1230.5130014852L180X110X1267.423.18.7496.77169.91350182.51腹杆Aa-30.61991992L63X512.2861.943.04102.665.51500.53846.29aB-630.83253.4253.42L140X90X1044.5224.473.7456.7167.781500.764185.46Bb490.09208.6260.

15、82L100X623.8643.14.5167.2957.83350205.37Cb-55.63183.22292L50X59.6061.532.53119.790.51500.493131.92bD-420229.52872L100X727.5923.094.5374.363.31500.724210.25Dc299.84228.7285.82L70X616.322.153.33106.3785.83350183.73Ec-55.63207.22592L50X59.6061.532.53135.4102.41500.363159.54cF-235.31250.8312.62L90X621.2

16、742.794.1389.8975.693500.621178.12Fd145.75249.5311.82L50X59.6061.532.53167123.3350151.73Gd-54.52231.22892L50X59.6061.532.53151.1114.21500.304186.67dH-93.99271.6339.52L70X616.322.153.33151.1101.951500.304189.45He50.41-27.55270.8338.42L63X512.2861.943.04139.59111.321500.34764.62Ie-79.16255.2319.12L63X

17、512.2861.943.04131.5104.91500.381169.11eg115.74-44.78230.1453.732L63X512.2861.943.04118.6149.251500.31117.54gk151.44-42.26230.1453.732L63X512.2861.943.04118.6149.251500.31110.96Kf1.12314.1314.12L63X512.2862.452.45128.2128.22000gi28.08165.9207.42L50X59.6061.532.53108.782.235029.23Jg-48.1127.6158.92L5

18、0X59.6061.532.5383.4631500.66575.3屋架杆件截面选择表精彩文档五、节点设计用E50焊条时,角焊缝的抗拉、抗压和抗剪强度设计值f：=160MPa各杆件内力由表1查得1.下弦节点b(1)斜杆Bb与节点的连接焊缝计算：设肢背与肢尖的焊角尺寸分别为8m浒口6mm所需焊缝长度为：肢背：1W=07=0.7父4900.=182.33+16=198.33mm取l：=200mm2heffw20.781600.3N0.3490090cc肢尖：iw=109.4+12=121.4mm,取1w=120mm2heffw20.76160(2)斜才fDb与节点的连接焊缝计算：设肢背与肢尖的焊角

19、尺寸分别为8mnffi6mm所需焊缝长度为：肢背：1W=0.7父420000=164.06+16=180.06mm,取1w=180mm20.78160肢尖：1W:0.3父420000=93.75+12=105.75mm取1W=110mm20.76160(3)竖杆Cb与节点板连接焊缝计算：因其内力很小,焊缝尺寸可按构造确定,取焊脚尺寸hf=5mm根据上面求得的焊缝长度,并考虑杆件之间应有的间隙及制作和装配等误差,按比例绘出接点详图,从而确定节点板尺寸为457mme340mm(4)下弦杆与节点板连接焊缝验算：焊缝受力为左右下弦杆的内力差N=854.16-352.13=502.33KN,设肢尖与肢背

20、的焊脚尺寸为6mm所需焊缝长度为457mm受力较大的肢背处的焊缝应力07550233103_502.3310100.79MPa160MPa20.76(457-12)(5)节点板尺寸：根据以上求得的焊缝长度,并考虑杆件之间应有的间隙和制作装配等误差,按比列作出构造详图,从而定出节点尺寸.如图7所示精彩文档实用标准文案为:实用标准文案图7节点板b尺寸2.上弦节点B(1)斜杆Bb与节点板连接焊缝计算,与下弦节点b中Bb杆计算相同(2)斜杆Ba与节点板连接焊缝计算设肢背与与肢尖的焊脚尺寸分别为10mnffi6mm所需焊缝长度为0.3N0.3630830b肢尖：1W=.=164.28+12=176.48

21、mm,取lW=180mm2heffw20.76160(3)上弦杆与节点板连接焊缝计算：为了便于在上弦上搁置大型屋面板,上弦节点板的上边缘可缩进上弦肢背8mm用槽焊缝将上弦角钢和节点板连接起来.槽焊缝可按两条焊缝计算,计算时可略去屋架上弦坡度的影响,而假定集中荷载P与上弦垂直.上弦肢背槽焊缝内的应力由下面计算得11.hf=一父下点板厚度=-x12=6mm,hf=10mm22上弦与节点板间焊缝长度为470mm那么肢背：lw0.7N0.76308302heffw20.710160183+20=203mm,取lW=210mmP20.7hf1w15562920.76470=14MPa0.8：fffw=1

22、56MPa上弦杆尖焊缝受力为左右上弦杆的内力差N=631.39-0.26=631.13KN偏心距e=110-25.9=84.1mm设需焊缝长度为470mm那么2heXlw63113020.710(470-20)=100.18MPa6：M663113084.120.7hfl：2-20.710(470-20)2=112.33MPa喘i)2=1123322.()2100.182=140.62MPa160MPa,1.22精彩文档实用标准文案图8节点板B尺寸3.屋脊节点K(1)弦杆与拼接角钢连接焊缝计算：弦杆一般用与上弦杆同号角钢进行拼接,为使拼接角钢与弦杆之间能够密合,并便于施焊,需将拼接角钢进行切肢

23、、 切棱.拼接角钢的这局部削弱可以靠节点板来补偿.拼接一侧的焊缝长度可按弦杆内力计算.设肢尖、肢背焊脚尺寸为10mm那么需焊缝长度为拼接角钢长度取2*300+20)+24=664mm(2)斜杆与节点板连接焊缝的计算：设肢背与肢尖的焊角尺寸分别为6mnffi5mm所需焊缝长度为:0.7151440lw-20.76160一.03151440肢尖：iw=+10=50mm,取焊缝长度lw=60mm20.75160根据上面求得的焊缝长度,并考虑杆件之间应有的间隙及制作和装配等误差,按比例绘出接点详图,从而确定节点板尺寸为500mme240mm(3)弦杆与节点板的连接焊缝计算：取节点板的长度为500mm那

24、么节点一侧弦杆焊缝的计算长度为500/2-10-20=220mm.上弦肢背与节点板用槽焊缝,假定承受节点荷载N40.7hfffw126445040.710160=282.24+20=302.24mm,取lw=300mm肢背:+12=90.88mm,取lw=100mmP20.7hflw5562920.710220=18.06MPa:二0.8fffw=156.16MPa上弦肢尖与节点板用角焊缝,按上弦杆内力的15刈算,并考虑此力产生的弯矩设焊脚尺寸为10mm0.15N2helw12644500.1520.710220=61.58MPa6M2helw601220.71022

25、02=141.24MPa二f22141.2422Y()+(h)=J()+61.58=131.13MPa160MPa1.221.22(4)中竖杆与节点板的连接焊缝计算此杆内力很小,焊缝尺寸可按构造确定,取焊脚尺寸hf=5mm(5)节点板尺寸：方法同前,如图9所示精彩文档拼接角钢长度2420+20=860mm(2)弦杆与节点板连接焊缝计算按下弦杆内力的15科算,设肢背、 月J尖焊脚尺寸为6mm弦杆一侧需焊缝长度为0.711810000.15肢目：lw=+12=104.27mm,取lw=110mm20.761600.311810000.15寸肢尖lw=+12=51.54mm,取lw=60mm20.7

26、6160(3)节点板尺寸：方法同前,如图10所示5.端部支座节点a实用标准文案8mm那么需焊缝长度为Afl,=40.7hfffw江处空=404mm,40.78160取lw=404+16=420mm图9节点板K尺寸4.下弦跨中节点f(1)弦杆与拼接角钢连接焊缝计算拼接角钢与下弦杆截面相同,设肢尖、肢背焊脚尺寸为图10节点板f尺寸精彩文档实用标准文案图11支座节点a为便于施焊,下弦角钢水平肢的底面与支座底板的距离一般不小于下弦伸出肢的宽度,故可取为180mm在节点中央线上设置加劲肋,加劲肋的高度与节点板的高度相同,厚度同端部节点板为14mm(1)支座底板计算支座反力R-5562910-556290

27、N取加劲肋的宽度为110mm考虑底板上开孔,锚栓直径取d=25mm锚栓孔直径为60mm,那么所需底板面积：R一.55629022.一、A之一+锚栓孔缺口面积=+3.14父60/4=47329.2mm按构造要求取底fc12.5板尺寸为280mm400mm偏平安地取有加劲肋部份的底板承受支座反力,那么承压面积：Ac=280(211014)=65520mm2R556290验算柱顶混凝土的抗压强度：仃-556290=8.49MPafc=12.5MPa满足An65520底板的厚度按支座反力作用下的弯矩计算,节点板和加劲肋将底板分为四块,每块板为两边支承而另两块相邻边自由的板,每块板的单位宽度的最大弯矩为M-：22式中仃底板下的平均应力,0r=8.49MPa4两边支承对角线长,a2=(140-14/2)2+1102=