方形钢煤斗计算书.doc

1、方形钢煤斗计算书一、钢斗几何尺寸由于有 5 种不同形式的板，两个下料口，所以取煤斗计算简图为下图。斜板高 HH1= = =12.802hc221.67.8H1= = =13.03305H1= = =12.8023c22H1= = =13.084h1672.板肋和水平面夹角 1=tan-1( )=tan-1( )=。2c21.6783054.3。 2=tan-1( )=tan-1( )=。213h22.16.。 3=tan-1( )=tan-1( )=。24c22.78350.4。 4=tan-1( )=tan-1( )=。21h221.6.6。sin 1=0.963 cos 1=0.270si

2、n 1=0.963 cos 1=0.270sin 1=0.96 cos 1=0.282sin 1=0.96 cos 1=0.2823.贮仓总体积：（双口时的实际体积分为 3 部分，即实际容积）V31= V32= (2a2+a1)b2+(2a1+a2)b1 6h= (2X3.138+0.9)X2.829+(2X0.9+3.138)X0.94.5=18.6m3V 2= (2a2+a1)b2+(2a1+a2)b1 6h= (2X8+5.685)X7.2+(2X5.685+8)X3.1388.7=295.5m3V 1=a2 b2 h2=8X7.2X1.2=69.12 m3 总体积 V=37.2+295

3、.5+69.12=401.82 m3 (2).斗 2 容积：V=V1+V2=7.2X8X1.2+ (2X8+4.368)X7.2+(2X4.368+8)X0.91.67=410.62m35.各板与水平面夹角板 1. 1=tan-1( )=tan-1( )=81.843。hC2.186。板 2. 2=tan-1( )=tan-1( )=76.465。.7305板 3. 3=tan-1( )=tan-1( )=81.843。1h2.816板 4. 4=tan-1( )=tan-1( )=75.613。Csin 1=0.990 cos 1=0.142sin 2=0.972 cos 2=0.234si

4、n 3=0.990 cos 3=0.142sin 4=0.969 cos 4=0.248二斗壁内力计算1.钢斗重量： 钢斗自重：假定 110kg/m3 1.1X401.82X1.2=530.4KN钢斗总重：1.3X401.82X9+530.4=5232KN (以上为实际重量)计算简图下的重量：钢斗自重：假定 110kg/m31.1X410.62X1.2=640.57KN钢斗总重：1.3X410.62X9+640.57=5445KN 2.钢斗壁压力：垂直壁上的压力：当 h=1.2m 时，P=nhk=1.3X9X1.2X0.333=4.68KN/m 2斜壁上的法向压力：各板 m 计算：板 1：m=

5、cos 2 1+ksin2 1=0.347板 2：m=cos 2 2+ksin2 2=0.370板 3：m=cos 2 3+ksin2 3=0.347板 4：m=cos 2 4+ksin2 4=0.374MAXm=0.374, 取板 4 进行计算，且板 2 的 sin 最小，拉力最大。斜壁上的法向压力：当 a1=4.368m,a2=8m,h1=12.67m,h2=1.2m, =75.613 。法向压力 Pn1.2=nmh=1.3X0.374X9X1.2=5.251KN/m 2Pn13.87=nmh=1.3X0.374X9X13.87=60.824KN/m 2各段法向压力：采用水平及竖向加劲肋，

6、布置如下图示(cad 中有，电脑上放着)，水平加劲肋间距取：l=12.67/17=0.745m 取为 0 .750m,17-16 段取为0.67m。 3.钢斗壁拉力：系数计算：Xc=X 0h1 =0X9X(2)1abaV=0(4.368)(7.29)4.386.91XYc=Y0h1 =0.1X9X =19.73mmabV.368.23.91140Xtx=1+ 0=1ty=1+ =1.008 6.974(.28)3X竖壁上的垂直拉力：（当 h=1.2m 时）Tvi= tx ty= X1X1.008=180.545KN/m2()Gab542(7.8)斜壁平面内的拉力：（上边缘）Tti= = =18

7、6.321KN/msinTv180.96当 H=13.87m 处的斜拉力Tt13.87= X1X1.008=62.63KN/m4.3.791.32(80)6XX当 H=13.20m 处的斜拉力G1=4.56X1.233X13.20X9X1.3=870.31 KNG2=V1X1.1x1.1=3.865 KNV1= X(2X4.56+4.368)X1.233+(2X4.368+4.56)X0.9=3.1940.67G=G1+G2=870.31+3.865=874.18 KNTt13.20= X1X1.008=78.49KN/m874.12(.563)0.96X当 H=12.45m 处的斜拉力G1=

8、4.775X1.606X12.45X9X1.3=1119.75 KNG2=V1X1.1x1.1=9.89 KNV1= X(2X4.775+4.368)X1.606+(2X4.368+4.775)X0.9=8.171.426G=G1+G2=1119.75+9.89=1129.64 KNTt12.45= X1X1.008=92.08KN/m129.64(.750).XX当 H=11.70m 处的斜拉力G1=4.99X1.979X11.70X9X1.3=1355.29 KNG2=V1X1.1x1.1=17.85 KNV1= X(2X4.99+4.368)X1.979+(2X4.368+4.99)X0

9、.9=14.752.176G=G1+G2=1355.29+17.85=1373.14 KNTt11.70= X1X1.008=101.67KN/m137.42(.9)0.96X当 H=10.95m 处的斜拉力G1=5.205X2.352X10.95X9X1.3=1572.71 KNG2=V1X1.1x1.1=27.87 KNV1= X(2X5.205+4.368)X2.352+(2X4.368+5.205)X0.9=23.032.96G=G1+G2=1572.71+27.87=1600.58KNTt10.95= X1X1.008=110.17KN/m160.582(.32).96XX当 H=1

10、0.20m 处的斜拉力G1=5.42X2.725X10.20X9X1.3=1767.78 KNG2=V1X1.1x1.1=40.13 KNV1= X(2X5.42+4.368)X2.725+(2X4.368+5.42)X0.9=33.163.67G=G1+G2=1767.78+40.13=1807.91KNTt10.20= X1X1.008=114.54KN/m1807.92(5.42).6X当 H=9.45m 处的斜拉力G1=5.635X3.098X9.45X9X1.3=1936.29 KNG2=V1X1.1x1.1=49.67 KNV1= X(2X5.635+4.368)X3.098+(2

11、X4.368+5.635)X0.9=41.054.26G=G1+G2=1936.29+49.67=1985.96KNTt9.45= X1X1.008=118.29KN/m1985.62(.30).9XX当 H=8.70m 处的斜拉力G1=5.85X3.471X8.70X9X1.3=2074.01 KNG2=V1X1.1x1.1=71.85 KNV1= X(2X5.85+4.368)X3.471+(2X4.368+5.85)X0.9=59.385.176G=G1+G2=2074.01+71.85=2145.86KNTt8.70= X1X1.008=119.75KN/m245.86(.371)0.

12、9X当 H=7.95m 处的斜拉力G1=6.065X3.844X7.95X9X1.3=2176.73 KNG2=V1X1.1x1.1=91.64 KNV1= X(2X6.065+4.368)X3.844+(2X4.368+6.065)X0.9=75.735.926G=G1+G2=2176.73+91.64=2268.37KNTt7.95= X1X1.008=119.07KN/m68.372(.054)0.9XX当 H=7.20m 处的斜拉力G1=6.28X4.217X7.20X9X1.3=2240.21 KNG2=V1X1.1x1.1=114.23 KNV1= X(2X6.28+4.368)X

13、4.217+(2X4.368+6.285)X0.9=94.406.7G=G1+G2=2240.21+114.23=2354.44KNTt7.20= X1X1.008=116.63KN/m2354.(6.817)0.96X当 H=6.45m 处的斜拉力G1=6.495X4.59X6.45X9X1.3=2260.24 KNG2=V1X1.1x1.1=139.76 KNV1= X(2X6.495+4.368)X4.59+(2X4.368+6.495)X0.9=115.507.426G=G1+G2=2260.24+139.76=2400KNTt6.45= X1X1.008=112.62KN/m402(

14、.95.).96X当 H=5.70m 处的斜拉力G1=6.71X4.962X5.70X9X1.3=2232.14 KNG2=V1X1.1x1.1=168.36 KNV1= X(2X6.71+4.368)X4.962+(2X4.368+6.71)X0.9=139.148.176G=G1+G2=2232.14+168.36=2400.5KNTt5.70= X1X1.008=106.97KN/m240.5(.7196)X当 H=4.95m 处的斜拉力G1=6.925X5.335X4.95X9X1.3=2152.63KNG2=V1X1.1x1.1=200.22 KNV1= X(2X6.925+4.36

15、8)X5.335+(2X4.368+6.925)X0.9=165.478.926G=G1+G2=2152.63+200.22=2352.85KNTt4.95= X1X1.008=99.82KN/m352.8(.9)0.96XX当 H=4.20m 处的斜拉力G1=7.14X5.708X4.20X9X1.3=2017.02KNG2=V1X1.1x1.1=235.48KNV1= X(2X7.14+4.368)X5.708+(2X4.368+7.145)X0.9=194.619.67G=G1+G2=2017.02+235.48=2252.5KNTt4.20= X1X1.008=91.19KN/m25.

16、(7.1408)96X当 H=3.45m 处的斜拉力G1=7.355X6.081X3.45X9X1.3=1821.06KNG2=V1X1.1x1.1=274.26KNV1= X(2X7.355+4.368)X6.081+(2X4.368+7.355)X0.9=226.6610.426G=G1+G2=1821.06+274.26=2095.32KNTt3.45= X1X1.008=81.09KN/m095.322(7.681).9XX当 H=2.70m 处的斜拉力G1=7.57X6.454X2.70X9X1.3=1560.54KNG2=V1X1.1x1.1=316.71KNV1= X(2X7.5

17、7+4.368)X6.454+(2X4.368+7.57)X0.9=261.741.76G=G1+G2=1560.54+316.71=1877.25KNTt2.70= X1X1.008=69.64KN/m18.252(7.64)0.9X当 H=1.95m 处的斜拉力G1=7.785X6.827X1.95X9X1.3=1212.58KNG2=V1X1.1x1.1=362.97KNV1= X(2X7.785+4.368)X6.827+(2X4.368+7.785)X0.9=299.971.926G=G1+G2=1212.58+362.97=1575.55KNTt1.95= X1X1.008=56.

18、09KN/m157.2(.862)0.9XX四斜壁的应力分析及截面选择。1各段壁板应力分析：16-17 单向板：M= = =2.22KN.m2cnPL259.380.671X15-16 单向板：M= = =2.64KN.m2cn2.4.14-15 单向板：M= = =2.49KN.m21cnPL25.960.7X13-14 单向板：M= = =2.33KN.m2cn2412-13 单向板：M= = =2.17KN.m21cnPL26.370.5X11-12 单向板：M= = =2.02KN.m2cn24.8.10-11 单向板：M= = =1.87KN.m21cnPL239.760.5X9-1

19、0 单向板：M= = =1.72KN.m2cn28-9 单向板：M= = =1.56KN.m21cnPL23.60.75X7-8 单向板：M= = =1.41KN.m2cn296-7 单向板：M= = =1.25KN.m21cnPL26.30.75X5-6 单向板：M= = =1.10KN.m2cn2.4.4-5 单向板：M= = =0.94KN.m21cnPL20.56.7X3-4 单向板：M= = =0.79KN.m21cnPL26.70.5X2-3 单向板：M= = =0.64KN.m2cn23.4.1-2 单向板：M= = =0.48KN.m21cnPL20.86.75X0-1 单向板

20、：M= = =0.33KN.m2cn2.9.2.断面选择及强度计算：16-17 板：M=2.22 KN.mN=78.49KN/m15-16 板：M=2.64 KN.mN=92.08KN/m14-15 板：M=2.49 KN.mN=101.67KN/m13-14 板：M=2.33 KN.mN=110.17KN/m12-13 板：M=2.17 KN.mN=114.54KN/m11-12 板：M=2.02 KN.mN=118.29KN/m10-11 板：M=1.87 KN.mN=119.75KN/m9-10 板：M=1.72 KN.mN=119.75KN/m8-9 板：M=1.56 KN.mN=11

21、9.07KN/m7-8 板：M=1.41 KN.mN=116.63KN/m6-7 板：M=1.25 KN.mN=112.62KN/m5-6 板：M=1.10 KN.mN=106.97KN/m4-5 板：M=0.94 KN.mN=99.82KN/m3-4 板：M=0.79 KN.mN=91.19KN/m2-3 板：M=0.64 KN.mN=81.09KN/m1-2 板：M=0.48 KN.mN=69.64KN/m0-1 板：M=0.33 KN.mN=56.09KN/mW= = =13.970.9gMR2640.1X3cm取钢板厚度为 12mmW= X100X =24 13.97162.33强度核

22、算：= + = + =990.41kg/ 0.978cm5其他板不一一验算。3水平加劲肋的拉力和弯矩计算及截面选择。加劲肋布置为一肢水平，形成封闭框架。为了简化计算，且板 4 计算系数“m”最大，竖向压力最大，所以加劲肋各个方向的 值均取为板 4 的值。nP框架 1：荷载 = = =8.541X =6.62KN/m/aqbn102siiiL0.75296X水平拉力= =6.62X =22.60KN/aNb6.87= =6.62X =25.77KN/q25弯矩：C= = =0.877ba6.87支座 = . = X =29.83KN.m0M/3/12()abqC236.0876.21()2785

23、跨中 = = = -29.83=20.33KN.mab/20.8aM2.W= = =157.830.9gR3.21X3cm框架 2：荷载 = = =11.831X =9.16KN/m/aqbnP102siiiL0.75296X水平拉力= =9.16X =29.56KN/aNb6.45= =9.16X =34.67KN/q27弯矩：C= = =0.85ba6.45支座 = . = X =38.17KN.m0M/3/12()abqC239.160859.16()27跨中 = = = -38.17=27.45KN.mab/20.8aM2.8W= = =201.960.9gR317.2X3cm框架 3

24、：荷载 = = =15.121X =11.70KN/m/aqbnP102siiiL0.75296X水平拉力= =11.7X =35.57KN/aNb6.8= =11.7X =43.03KN/q2735弯矩：C= = =0.83ba6.081支座 = . = X =45.30KN.m0M/3/2()abqC231.7081.7()25跨中 = = = -45.3=33.8KN.mab/20.8aM2.8W= = =2400.9gR453.21X3cm框架 4：荷载 = = =18.411X =14.38KN/m/aqbnP102siiiL0.75296X水平拉力= =14.38X =41.04K

25、N/aNb5.78= =14.38X =51.34KN/q21402弯矩：C= = =0.80ba5.78支座 = . = X =51.32KN.m0M/3/12()abqC2314.8014.8()27跨中 = = = -51.32=40.32KN.maMb/20.8aq214.387XW= = =2720.9gR513.2X3cm框架 5：荷载 = = =21.701X =16.8KN/m/aqbnP102siiiL0.75296X水平拉力= =16.8X =44.8KN/aNb5.3= =16.8X =58.2KN/q269弯矩：C= = =0.77ba5.3支座 = . = X =55

26、.25KN.m0M/3/12()abqC2316.80716.8()295跨中 = = = -55.25=45.46KN.mab/20.8aM2.8W= = =292.330.9gR5.21X3cm框架 6：荷载 = = =24.991X =19.35KN/m/aqbnP102siiiL0.75296X水平拉力= =16.35X =40.57KN/aNb4.96= =16.35X =54.86KN/q271弯矩：C= = =0.74ba4.96支座 = . = X =58.63KN.m0M/3/12()abqC2319.507419.5()267跨中 = = = -58.63=50.28KN.

27、mab/20.8aM2.8W= = =310.220.9gMR58630.21X3cm框架 7：荷载 = = =28.281X =21.89KN/m/aqbnP102siiiL0.75296X水平拉力= =21.89X =50.24KN/aNb4.59= =21.89X =71.09KN/q262弯矩：C= = =0.71ba4.59支座 = . = X =61.11KN.m0M/3/12()abqC231.890721.89()2645跨中 = = = -61.11=54.32KN.mab/20.8aM2.8W= = =323.340.9gR61.2X3cm框架 8：荷载 = = =31.5

28、71X =24.44KN/m/aqbnP102siiiL0.75296X水平拉力= =24.44X =51.54KN/aNb4.7= =24.44X =76.74KN/q268弯矩：C= = =0.67ba4.17支座 = . = X =62.56KN.m0M/3/2()abqC234.06724.1()268跨中 = = = -62.56=57.93KN.mab/20.8aM2.W= = =331.010.9gR65.21X3cm框架 9：荷载 = = =34.861X =26.99KN/m/aqbnP102siiiL0.75296X水平拉力= =26.99X =51.87KN/aNb3.8

29、4= =26.99X =81.85KN/q26052弯矩：C= = =0.64ba3.84支座 = . = X =63.67KN.m0M/3/12()abqC236.90426.91()205跨中 = = = -63.67=60.43KN.mab/20.8aM2.8W= = =336.880.9gR637.21X3cm框架 10：荷载 = = =38.151X =29.53KN/m/aqbnP102siiiL0.75296X水平拉力= =29.53X =51.25KN/aNb3.47= =29.53X =86.38KN/q258弯矩：C= = =0.60ba3.471支座 = . = X =6

30、4.01KN.m0M/3/2()abqC239.50629.51()28跨中 = = = -64.01=62.32KN.mab/20.8aM2.W= = =338.680.9gR641.2X3cm框架 11：荷载 = = =41.441X =32.08KN/m/aqbnP102siiiL0.75296X水平拉力= =32.08X =49.7KN/aNb3.98= =32.08X =90.39KN/q2562弯矩：C= = =0.55ba3.098支座 = . = X =63.88KN.m0M/3/12()abqC23.0852.081()2635跨中 = = = -63.88=63.45KN.

31、mab/20.8aM2.8W= = =337.990.9gR63.21X3cm框架 12：荷载 = = =44.731X =34.62KN/m/aqbnP102siiiL0.75296X水平拉力= =34.62X =47.17KN/aNb.75= =34.62X =93.82KN/q242弯矩：C= = =0.51ba.75支座 = . = X =63.57KN.m0M/3/12()abqC234.60514.62()2跨中 = = = -63.57=63.56KN.mab/20.8aM2.8W= = =336.350.9gR6357.21X3cm框架 13：荷载 = = =48.021X =

32、37.17KN/m/aqbnP102siiiL0.75296X水平拉力= =37.17X =43.71KN/aNbq2.352= =37.17X =81.12KN/ 0弯矩：C= = =0.46ba.352支座 = . = X =63.07KN.m0M/3/1()abqC237.10467.1()250跨中 = = = -63.07=62.81KN.mab/20.8aM2.8W= = =333.710.9gR637.21X3cm框架 14：荷载 = = =51.311X =39.72KN/m/aqbnP102siiiL0.75296X水平拉力= =39.72X =39.31KN/aNb.97=

33、 =39.72X =99.1KN/q24弯矩：C= = =0.40ba1.97支座 = . = X =62.64KN.m0M/3/2()abqC239.7049.721()24跨中 = = = -62.64=60.99KN.mab/20.8aM2.8W= = =331.430.9gR64.21X3cm框架 15：荷载 = = =54.601X =42.26KN/m/aqbnP102siiiL0.75296X水平拉力= =42.26X =33.94KN/aNbq21.60= =42.26X =100.12KN/ 4752弯矩：C= = =0.34ba1.60支座 = . = X =62.28KN

34、.m0M/3/2()abqC234.6042.61()275跨中 = = = -62.28=58.17KN.mab/20.8aM2.8W= = =329.530.9gR6.21X3cm框架 16：荷载 = = =57.891X =42.42KN/m/aqbnP102siiiL0.75629X水平拉力= =42.42X =26.16KN/aNb.3= =42.42X =96.72KN/q2456弯矩：C= = =0.27ba1.3支座 = . = X =59.01KN.m0M/2()abqC234.0742.1()2.56跨中 = = = -59.01=51.25KN.mab/20.8aM2.8

35、W= = =312.230.9gR51.2X3cm框架 17：荷载 = = =60.824X =21.03KN/m/aqbnP102siiiL0.6729水平拉力= =21.03X =9.47KN/aNb.9= =21.03X =45.93KN/bNaq24.3682弯矩：C= = =0.210.9支座 = . = X =27.89KN.m0M/3/12()abqC231.021.0()2468跨中 = = = -27.89=22.27KN.mab/20.8aM2.W= = =147.570.9gR7.21X3cm综上，取加劲肋的截面模量为 338.68 3选用200X125X12 W=5.水平加劲肋应力核算：= RNmFMW框架 10：= + =1979kg/ 1760mmwl满足要求。