土木工程学院钢结构课程设计

1、一、设计题目许昌学院理工楼结构大厅钢屋架设计二、设计根本资料：1.工程概况图1柱网布置图图1为许昌学院理工综合楼结构大厅柱网布置图,跨度为19.8m,长度为51.45m,结构大厅纵向两排柱子为牛腿柱,设置吊车梁,故需考虑振动荷载.采 用1.8m><7.2m预应力混凝土大型屋面板,15cm厚泡沫混凝土保温层和卷材屋面. 雪荷载及积灰荷载根据规定采用,雪荷载0.7 KN/mm2,屋面积灰荷载 0.07KN/mm2.屋架支撑丁钢筋混凝土柱上,按皎接点计算.钢材选用 Q235-B, 焊条选用E43,手工焊.屋架形式及几何尺寸如下列图梯形钢屋架支撑布置如下列图:'I I3 .何载计算

2、屋面活荷载0.7KN/m 2进行计算.荷载计算表荷载名称标准值KN/m2设计值KN/m2预应力混凝土大型屋面板自重1.41.4X 1.35 = 1.89屋架及支撑自重0.450.15X 1.35 = 0.608屋面防水层0.40.4 X 1.35 = 0.54找平层0.40.4 X 1.35 = 0.54永久荷载总和2.653.578屋面检修荷载0.50.5X 1.4= 0.7可变何载总和0.50.7荷载组合方法：1、全跨永久荷载F1+全跨可变荷载F22、全跨永久荷载Fi +半跨可变荷载F23、 全跨屋架包括支撑自重F3+半跨屋面板自重 F4+半跨屋面活荷载 F24、内力计算计算简图如下a)b

3、)2 F/2FF7(c)屋架构件内力组合表杆件杆件单位荷F= 1载静载作用KN/m2活载(KN/m2) 0.7杆件内力计算 内力名编在在全全部屋架大型屋面板1.89在在全组合组合组合称号左右跨恒载3.578支撑0.608在左在右全部左右部一二三上AB0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00弦BC-4.69-2.16-6.23-22.28-3.79-8.86-4.09-11.77-3.28-1.51-4.36-143.84-138.02-86.01-143.84杆CD-4.68-2.16-6.22-22.25-3.7

4、8-8.85-4.08-11.75-3.28-1.51-4.35-143.63-137.83-85.89-143.63DE-6.21-3.93-9.00-32.19-5.47-11.73-7.42-17.01-4.34-2.75-6.30-207.85-197.30-116.34-207.85EF-6.20-3.92-8.99-32.17-5.47-11.72-7.42-16.99-4.34-2.75-6.29-207.70-197.15-116.26-207.70FG-5.32-5.32-9.10-32.57-5.54-10.06-10.06-17.21-3.73-3.73-6.37-210

5、.32-196.02-104.32-210.32下ab-1.21-2.82-3.49-12.49-2.12-2.29-5.34-6.60-0.85-1.98-2.44-80.62-72.00-28.38-80.62弦bc1.87-0.831.013.600.613.53-1.571.901.31-0.580.7023.2526.5129.4429.44杆cd2.070.722.318.261.403.911.364.361.450.511.6253.3352.4336.5253.33斜aB-5.06-2.05-6.51-23.31-3.96-9.56-3.87-12.31-3.54-1.43-

6、4.56-150.49-144.99-92.14-150.49腹Bb3.381.834.6816.762.856.393.468.852.371.283.28108.19103.2862.69108.19杆bD-2.15-1.79-3.42-12.25-2.08-4.06-3.39-6.47-1.51-1.25-2.40-79.09-74.28-41.31-79.09Dc0.731.551.836.551.111.382.933.460.511.081.2842.2738.1116.2142.27Cf0.38-1.54-0.71-2.54-0.430.72-2.90-1.340.27-1.07

7、-0.50-16.41-12.292.99-16.41Fd-1.451.36-0.48-1.73-0.29-2.732.56-0.91-1.010.95-0.34-11.16-14.81-21.82-21.82竖Aa-0.500.00-0.50-1.79-0.30-0.950.00-0.95-0.350.00-0.35-11.55-11.55-8.63-11.55杆Cb-0.930.03-0.91-3.27-0.56-1.770.06-1.73-0.650.02-0.64-21.10-21.18-16.07-21.18Ec-0.950.03-0.93-3.34-0.57-1.800.05-1.

8、77-0.670.02-0.65-21.58-21.66-16.42-21.66Gd0.080.080.853.030.520.150.151.600.060.060.5919.5816.683.9019.585. 杆件设计1、上弦杆整个上弦采用等截面,按FG杆件的最大设计内力设计,即 N= 210.32KN上弦杆计算长度：在屋架平面内：lox lo 1.508m , loy 2 X1.508 3.016m上弦截面选用两个不等肢角钢,短肢相并.腹杆最大内力N= - 115.16 KN ,中间节点板厚度选用6mm,支座节点板厚度选用. N210.32X10328mm 设入=60,力=0.807,

9、截面积为 A1327.4mm4 f0.807X215lx需要回转半径：iyl°x 1.508=m = 25.1mm603.016_m=50.3mm60入l0y查表选用2q厂110X 70X 6yx6xrxI .y 110X 70X6上弦截面验算. l ox 1508Xx =m = 75.0mmIx20.1.l0y 3016入 y =m = 85.2mmIy 35.4满足长细比要求,入y入x查表4 y= 0.655210.32 X103NA 0.655X2120= 151.5MPa<215MPa满足要求屋架杆件截面选择表0杆 件 编 号内力(KN)计算长度cm截面规格截面面积(c

10、m2)回转半径(cm长细比容许长细比入稳定系数计算应力N4 yA(N/mnS)l 0xl0yixiy入x入y巾X巾y上弦FG-210.32150.830.162" 110X 70 X 621.22.013.5475.085.2150.000.7200.655151.55下弦ab-80.623008852厂 100X 80 X 1034.402.534.63118.58191.14150.000.4470.204-114.88斜腹aB-150.492532532" 100X 63 X 1031.001.744.86145.4052.06150.000.3220.847-150

11、.76Bb108.19209.04261.32 " 90 X 56 X 514.421.594.32131.4760.49350.000.3830.807195.89bD-79.09229.12286.42厂 90 X 56 X 514.421.594.32144.1066.30150.000.3290.774-166.71Dc42.27229.12286.42厂 70 X 45 X 511.221.283.14179.0091.21350.000.2270.614165.96Cf-16.41249.92312.42" 100 X 63 X 619.241.794.7813

12、9.6265.36150.000.3490.780-24.44Fd-21.82249.92312.42" 100 X 63 X 619.241.794.78139.6265.36150.000.3490.780-32.50竖杆Aa-11.55159.21992 " 63 X 40 X 58.121.143.09139.6564.40150.000.3490.786-40.76Cb-21.18183.22292厂 70X 45 X 511.221.283.41143.1367.16150.000.3330.769-56.69Ec-21.66207.22592厂 75 X 50

13、 X 1023.601.383.72150.1469.62150.000.3080.757-29.80Gd19.58231.22892厂 70 X 45 X 511.221.283.14180.6392.04350.000.2250.60877.56抗剪强度设计值f：1、节点设计 下弦节点 用E43型焊条角焊缝的抗拉和抗压、160MPa.N=29.44KN041 63Knr90X 56X5a.下弦节点“ b,设“ Bb杆的肢背和肢尖焊缝为hf = 6mm.所需的焊缝长度为肢背：lw0.75N2f0.75X081902>0.7>6 X60=60.37mm,取 70mm.肢尖：l w0

14、.25N2heffw0.25X081902为.7><6 X6020.12mm,取 50mm.设“bD杆的肢背和肢尖焊缝为 hf = 6mm.所需的焊缝长度为肢背:0.75N2heffw0.75 X90902>0.7>6 花0=44.13mm,取 50mm.肢尖:''l w0.25Nw2heff0.25*90902>0.7><6 X6014.71mm,取 50mm."Cb杆内力很小,取 hf = 6mm.综合取节点板尺寸 300mm x 230mm下弦与节点板连接的焊缝长度为30.0cm , hf= 6mm.焊缝所受的力为左右两

15、下弦杆的内力差 N = 110.06KN ,受力较大处的肢背出的焊缝应力为34.1MPa <160MPa0.75X10060Tf 2 >0.7>300 12焊缝强度满足要求1.上弦节点“ B"Bb杆与节点板的焊缝尺寸同上.175 14511.*N=0KNN=143.84KN2 r 110X 70X666 57°2100X 63X 10*290X 56X5N=150. 49KNN=108. 19KN上弦节点"B"设"aB杆的肢背和肢尖焊缝 hf = 8mm和6mm,所需焊缝长度为肢背：l w0.75N2heffw0.75X504

16、90、/ 、/ = 62.98mm,取 70mm 2>0.7><8 X60肢关：l w0.25Nw2heff0.25X50490-、/ 、/ = 27.99mm,取 50mm 2>0.7>6 X60节点板上边缘缩进上弦肢背8mm.用槽焊缝把上弦角钢和节点板连接起来.槽焊缝作为两条焊缝计算,需在强度设计值乘以 0.8的折减系数.假定集中荷载P与上 弦垂直,上弦肢背槽焊缝内的应力计算如下：hf =6mm , hf = 8mm上弦与节点板焊缝长度为 290mm,那么2 P223101 2g 宫(q = J(075X43840)(q2>0.7hflw2>0.7

17、>6 浓90 12)=53.49MPa <0.8f1w = 128MPa上弦肢尖角焊缝的切应力为2 Pk2(N1 疆)2 -) 2X.222>0.7hfl'w(0.25X43840)2 (冬.1 )2 2X.222 >0.7 >6 >(290 12)= 53.49MPaV0.8ffw = 128MPa2.上弦节点“ C设"Cb杆的肢背和肢尖焊缝为 hf = 6mm.所需的焊缝长度为肢背：l w0.75N . - w2heff0.75>21180口、/ 、/= 11.8mm,取 50mm.2>0.7 >6 滞0肢尖：l w0

18、.25N . - w2heff0.25 >21180-7、 / 、 ,= 3.9mm,取 50mm.2 >0.7 >6X60验算节点板强度上弦与节点板焊缝长度为173mm,那么2/ P2/ 23101.2k1(N1 疆)()(0.75 *)()2X.222X.222>0.7hfl'w2>0.7>6>(173 12)= 7.00MPaV0.8ffw= 128MPa上弦肢尖角焊缝的长度为126mm的切应力为(0.25X43840)2 (己.1 )22X.222 P k2(N1 N2)()、 =2>0.7hflw2>0.7>6 为2

19、6 12)=9.8MPa V0.8ffw= 128MPa4.屋脊节点“ K设拼接角钢与受压弦杆之间的角焊缝hf = 8mm,那么所需焊缝计算长度为一条焊上150150,1212_ 一 一 - ,- N=210. 32KN6|VIIII0312厂110X 70X6IIPI如 r70X45X5屋脊节点"G"58.68mm拼接角钢长度ls 2(lw 2hf)+弦杆杆端空隙20,拼接角钢长度取180mm.上弦与节点板之间的槽焊缝,假定承受节点荷载,验算如下设"FG杆的肢背和肢尖焊缝为 hf = 8mm和6mm.所需的焊缝长度为肢背：l w0.75Nw2heff0.75切1

20、03202>0.7>8 X60=88.02mm,取 110mm.肢尖：l w0.25N2f0.25X103202>0.7><6 X6039.12mm,取 60mm.验算节点板强度上弦与节点板焊缝长度为150mm,那么Jk1N2 -)J(0.75 >210320)2 (01)2V2X.22 2X.222>0.7hflw2为.7>8*50 12)= 102.24MPa <0.8f：=128MPa上弦肢尖与节点板的连接焊缝,应按上弦内力的15%计算,lw = 117- 6 15 =96mm,焊缝应力为一 NTf0.15X102302X.7X 为6

21、39.15MPa6>O.15X10230>54.32X.7X )962132.71MPaM bf(39.15)2 (132.71)21.22115.61MPa<160MPa3.支座节点“ A为了便于施焊,下弦杆角钢水平肢的底面与支座底板的净距离取160mm.在节点中央线上设置加劲肋,加劲肋的高度与节点板高度相等,厚度 10mm.N=11.55KN120 一 120(1)支座底板的计算.支座反力R= 23101 X 6 (竖向支座反力单位系数)=138606N.设支座地板的平面尺寸采用240x 360mm,现仅考虑有加劲肋局部的底板承受支座反力,那么承压面积为 280 X 230= 64400mm2.验算柱顶混凝土强度