钢结构梯形屋架课程设计

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1、钢结构设计原理与施工课程设计钢结构厂房屋架指导教师：吴丽丽班 级：力学09学生姓名：王芳学 号：设计时间：2012年7月2号力学与建筑工程学院力学系目录一、设计资料21.1结构形式21.2屋架形式及荷载21.3屋盖结构及荷载21.4荷载计算22荷载组合23力计算34杆件设计54.1上弦杆54.2其余杆件75、节点设计75.1下弦节点c75.2上弦节点B95.3上弦节点C 105.4屋脊节点G 105.5支座节点A 12梯形钢屋架课程设计一、设计资料某厂房总长度90m，跨度为24m.地震设防烈度为7度，采用1.5 x 6.0m预应力混凝土 屋板.屋面坡度i=1/10,雪荷载的基本雪压标准值为 S

2、c=0.35KN/m 2,积灰荷载标准值 1.0KN/m 2,钢筋混凝土柱，梯形钢屋架。柱的混凝土强度等级为 C30，钢材采用Q235 焊条采E43型。、桁架几何尺寸及计算简图g-24來跨斥架几何尺寸acegIh.24来跨kl架全跨单位荷我作用卜各杆件的内力值、荷载取值1.屋面永久荷载见表屋面永久荷载项目标准值（kN/ m2）分项系数设计值(kN/ m2)防水层（三毡四油）0.401.20.48水泥砂浆找平层0.401.20.48保温层0.701.20.84一毡二油隔气层0.051.20.06预应力混凝土层面板1.451.21.74屋架和支撑自重0.381.20.46合计3.384.062.屋

3、面活荷载见表二屋面活荷载项目标准值(kN /m2)分项系数设计值(kN /m2)雪载或活载0.71.40.98灰荷载1.01.41.40合计1.72.38表二因屋架屋面坡度较小，故对所有荷载均按水平投影计算(风荷载为 风吸 力，且本例为重屋盖，故不考虑)四、荷载组合a. 全跨永久荷载+全跨可变荷载F=1.5 X 6X( 4.06+2.38 ) =57.96KNb. 全跨永久荷载+半跨可变荷载 全跨永久荷载F1=1.5 X 6 X 4.06= 36.54 KN半跨可变荷载F2=1.5 X 6X 2.38=21.42KN全跨屋架和支撑重+半跨屋面板重+半跨屋面活荷载 全跨屋架和支撑重F3=1.5

4、X 6 X 0.46= 4.14KN半跨屋面板重和半跨屋面活荷载F4=1.5 X 6 X( 1.74+0.7 ) = 21.96 KN五、桁架支撑布置由于厂房长度90m,跨度及荷载情况，设置上弦横向水平支撑3道，由于L=24m，故可不设下弦横向水平支撑。桁架及支撑平面布置见图、T7lrg 111a: _ f BBFi tnot】 q3anY 口 pieafl弓冃VHD L ?r書亡 UIKUEEJXX LttXXI4XX CC9MLIgimna.MX阿fX1X1J4x区1 一J如艾紀-2力分析计算简图如下m-cy-tdioHj 2p .*9 naK”m：XU.” pig -ybodebeds用

5、图解法或数乘法皆可解出在全跨荷载作用下屋架杆件的力，屋架杆件力图和力屋架构件力组合表杆 件 名 称杆件 编 号单位荷载F= 1静载作用（KN/m 2）| 活载（KN/m 2） 2.66杆件力计算力在左在右全跨全部恒载2.381屋架支撑0.461大型屋面板1.02在左在右全部组合一组合二组合三在左在右全部上弦杆AB0.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.000BC-6.250-2.470-8.720-.861-36.仃9-57.375-22.675-80.050-149.625-59.132-

6、208.757-511.847-452.715-243.179-511.847CD-6.250-2.470-8.720-.861-36.仃9-57.375-22.675-80.050-149.625-59.132-208.757-511.847-452.715-243.179-511.847DE-9.040-4.490-13.530-289.934-56.136-82.987-41.218-124.205-216.418-107.491-323.908-794.184-686.693-355.541-794.184EF-9.040-4.490-13.530-289.934-56.136-82.

7、987-41.218-124.205-216.418-107.491-323.908-794.184-686.693-355.541-794.184FG-9.170-6.090-15.260-327.007-63.314-84.181-55.906-140.-219.530-145.795-365.324-895.731-749.937-367.-895.731GH-9.170-6.090-15.260-327.007-63.314-84.181-55.906-140.-219.530-145.795-365.324-895.731-749.937-367.-895.731HI-7.380-7

8、.380-14.710-315.221-61.032-67.748-67.748-135.038-176.677-176.677-352.157-863.448-687.967-305.457-863.448下弦杆ab3.4801.2504.730101.35919.62531.94611.47543.42183.31129.925113.236277.642247.717134.882277.642bc8.0003.53011.530247.07647.83873.44032.405105.845191.52084.508276.676.788592.280312.798676.788cd9

9、.3405.31014.650313.93560.78385.74148.746134.487223.600127.121350.721859.926732.804370.124859.926de8.4406.73015.170325.07862.94077.47961.781.261202.054161.116363.170890.449729.332342.473890.449斜a-6.530-2.340-8.870-190.-36.802-59.945-21.481-81.427-156.328-56.020-212.348-520.651-464.632-253.-520.651腹B杆

10、B b4.7602.1206.880147.43228.54543.69719.46263.158113.95450.753164.707403.842353.196403.842b-3.140-2.030-5.440-116.574-22.571-28.825-18.635-49.939-75.仃2-48.598-130.234-319.317-264.255-126.567-319.317DDc1.9001.8003.70079.28715.35117.44216.52433.96645.48643.09288.578217.183174.78.279217.183Cf0.710-1.75

11、0-2.460-52.715-10.2076.518-16.065-22.58316.997-41.895-58.892-144.397-68.50713.309-144.397Fd-0.4501.5601.11023.7864.605-4.13114.32110.190-10.77337.34626.57365.15527.808-10.29965.155dH1.550-1.5300.0200.4290.14.229-14.0.18437.107-36.6280.4791.17437.80251.41951.419H e-2.4701.390-1.080-23.143-4.481-22.67

12、512.760-9.914-59.13233.277-25.855-63.394-96.670-86.287-96.670竖A-0.5000.000-0.500-10.715-2.-4.5900.000-4.590-11.9700.000-11.970-29.349-29.349-18.635-29.349杆aC b-1.0000.000-1.000-21.429-4.149-9.0.000-9.-23.9400.000-23.940-58.698-58.698-37.269-58.698Ec-1.0000.000-1.000-21.429-4.149-9.0.000-9.-23.9400.0

13、00-23.940-58.698-58.698-37.269-58.698G d1.0000.000-1.000-21.429-4.1499.0.000-9.23.9400.000-23.940-58.698-10.81828.971-58.698Ie0.9700.9700.97020.7864.0258.9058.9058.90523.22223.22223.22256.93756.93736.15156.9371、上弦杆整个上弦采用等截面，按FG杆件的最大设计力设计，即N= 406.44kN计算，lox =150.75cmloy=15O.75cm根据腹杆最大设计杆力 NaB = -290.

14、34kN，取中间节点板厚度t = 8mm，支座节点板厚t=10mm。假设入=50，由附表4-2查得A r N/ f406.44 103 / 0.85621510 2 22.08cm2i x lox/150.75 / 503.02cmi y loy /150.75 / 503.02cm=0.856.选用2L100 X 80 X 7短肢相关T形截面, 按所选角钢进行验算：meeet tphleoyseecurity rde.qSuoirnegmLeints n Xiang Liu Jia pi ofnthgeelOergmaeni ntazraytisocnhaonodlMarch 2n0o1t6

15、lestosnLtino thXeiawnagterLiu Jia ping primary=150 ，满泳 lox /ix = 150.75/2.39 = 63.07 足要求/y = loy /iy = 150.75/4.64 = 32.49 16-40mm取值)t 6M 6 78415.14f 205 取 20mm2, 加劲肋计算设hf=6mm。取焊缝最大的计算长度 Lw=60hf=60 x 6=360mm v 425mm（焊缝实际长度）V=R/4=267.9/4=66.98kNM=ve=66.98 x 52.5=3516kN.mmV： 6M/ (Bf x 2 x 0.7hf2lw 2)2

16、+V/2 x 0.7 hf2lw2=V 6 x /(1.22 x 2 x 0.7 x 6 x 360w2 )2+ 66.98 x 1032 x 0.7 x 6x 3602=27.17N/mm 2 v ff =160 N/mm 2 (满足)3, 加劲肋节点板与底板连接焊缝计算hfmin 1.5 t 1.5. 206.7mm 取 8mm焊缝的总计算长度Lw=2a=2(b1-t-2c)-12hf=2 x 280+2 x (192-12-2 x 15)-12 x 8=764mmRf0.7hf lw267.9 10001.22 0.7 8 764251.3N / mmvwf =160 N/mm 2 (满足):XU.” ”