方形钢煤斗计算书

1、【下载本文档，可以自由复制内容或自由编辑修改内容，更 多精彩文章，期待你的好评和关注，我将一如既往为您服务】方形钢煤斗计算书、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HHi. hi2 c12 =. 12.672 1.8162 =12.80Hi= h22 c22 = 12.672 3.052 =13.03H1=、h3 c32 = 、12.672 1.8162 =12.80H1=、h42 c42 二 12.672 3.252 =13.082.板肋和水平面夹角BB 1=tan-1( -=h= )=tan -1(12.67)=。74.35。Jc12 +c22(1.

2、8162 +3.052-1 h1-112.67。B 2=tan (-2 )=tan (22)= 74.35Vc2 +c3V3.05 +1.816-1/ h1-1/12.67B 3=tan(2)=tan (:2 )= 73.64Uc32 +c42P1.8162 +3.2502-1/ h1-1/12.67B 4=tan ( =22)=tan ( 22 )= 73.64Uc42 +c12“3.2502 +1.8162sinB 1=0.963cosB 1=0.270sin1=0.963cosB 1=0.270sinB1=0.96cosB 1=0.282sinB1=0.96cosB 1=0.282贮仓总

3、体积：（双口时的实际体积分为3部分，即实际容积）3.Vh131= V32=(2a 2+a1)b2+(2a计a2)bQ64 5=(2X3.138+0.9)X2.829+(2X0.9+3.138)X0.96=18.6mh12=(2a 2+a”b2+(2a1+a2)b168 17=(2X8+5.685)X7.2+(2X5.685+8)X3.13863=295.5mV1=a2 b 2 h2=8X7.2X1.2=69.12 m33总体积 V=37.2+295.5+69.12=401.82 mV=V1+V2=7.2X8X1.2+=410.62m5.各板与水平面夹角板 1. i=tan-1(-h1 )=tC

4、i12 67(2X8+4.368)X7.2+(2X4.368+8)X0.9 63an-1()=81.843。1.816.斗2容积：5板 2. 2=tan-1(卫)=t an-1()=76.465 C13.05-1 “ h1、丄-i 12.67.板 3. 3=tan ()=t an ()=81.843C11.816板 4. 4=tan-1(E)=t an1267 )=75.613C13.250cos 1=0.142 cos 2=0.234 cos 3=0.142 cos 4=0.248sin 1=0.990sin 2=0.972sin 3=0.990sin 4=0.969斗壁内力计算1.钢斗重量

5、：钢斗自重：假定110kg/m31.1X401.82X1.2=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/m1.1X410.62X1.2=640.57KN钢斗总重:1.3X410.62X9+640.57=5445KN2.钢斗壁压力： 垂直壁上的压力：当h=1.2m时，2P=门丫 hk=1.3X9X1.2X0.333=4.68KN/m 斜壁上的法向压力：各板m计算：22板 1: m=cos 什ksin 1 =0.34722板 2： m=cos 2+ksin 2=0.37022板 3： m=cos 3+k

6、sin 3=0.34722板 4: m=cos 4+ksin 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 Pn 1.2=nmY h=1.3X0.374X9X1.2=5.251KN/m22Pn 13.87=nm丫 h=1.3X0.374X9X13.87=60.824KN/m各段法向压力：采用水平及竖向加劲肋，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.

7、67m。3.钢斗壁拉力：系数计算12V12X410.62Xc=Xhl a2)(b1 b2) 2a1b1 =0X9X(4.368 8)(7.2 0.9) 2X4.386X0.9 =(a1 a2)(b1 b2) 2a1b112.368X8.1 2X3.931 dYc=Yhi =0.1X9X=19.73mm12V12X410.62tx=1+ 0=16X.1974X(7.2 8)=1.0087.2(7.2 +3X8)竖壁上的垂直拉力：(当h=1.2m时)G5445Tvi=tx ty=X1X1.008=180.545KN/m2(a2 +b2)2(7.2 +8)斜壁平面内的拉力：(上边缘)Tvi 180.

8、545 彳Tti= =186.321KN/msin 日 0.969当H=13.87m处的斜拉力Tt13.87= 4.368X .9X13.87X 9X3 x1X1.008=62.63KN/m 2X(4.368 +0.9)X0.969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=3.1946G=G1+G2=870.31+3.865=874.18 KN874 18Tt13.20=X1X1.008=78.49KN/m

9、2X(4.56 +1.233)X0.969当H=12.45m处的斜拉力G仁4.775X1.606X12.45X9X1.3=1119.75 KNG2=V1X1.1x1.1=9.89 KN1 42V1=X(2X4.775+4.368)X1.606+(2X4.368+4.775)X0.9=8.176G=G1+G2=1119.75+9.89=1129.64 KNTt12.45=X1X1.008=92.08KN/m2X(4.775 +1.606)X0.969当H=11.70m处的斜拉力G1=4.99X1.979X11.70X9X1.3=1355.29 KNG2=V1X1.1x1.1=17.85 KN2

10、17V1=X(2X4.99+4.368)X1.979+(2X4.368+4.99)X0.9=14.756G=G1+G2=1355.29+17.85=1373.14 KN2X(4.99 1.979)X0.9696Tt11.70=X1X1.008=101.67KN/m当H=10.95m处的斜拉力G仁5.205X2.352X10.95X9X1.3=1572.71 KNG2=V1X1.1x1.1=27.87 KN2 92V1= X(2X5.205+4.368)X2.352+(2X4.368+5.205)X0.9=23.03 6G=G1+G2=1572.71+27.87=1600.58KNTt10.95

11、=1600.58X1X1.008=110.17KN/m2X(5.205 +2.352)X0.969当H=10.20m处的斜拉力G仁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=33.166G=G1+G2=1767.78+40.13=1807.91KNTt10.20=X1X1.008=114.54KN/m2X(5.42 +2.725)X0.969当H=9.45m处的斜拉力G仁5.635X3.098X9.45X9X1.3=1936.29 KNG2

12、=V1X1.1x1.1=49.67 KN4 42V1=X(2X5.635+4.368)X3.098+(2X4.368+5.635)X0.9=41.056G=G1+G2=1936.29+49.67=1985.96KNTt9.45=X1X1.008=118.29KN/m2X(5.635 +3.098)X0.969当H=8.70m处的斜拉力G1=5.85X3.471X8.70X9X1.3=2074.01 KNG2=V1X1.1x1.1=71.85 KN5 17V1=X(2X5.85+4.368)X3.471+(2X4.368+5.85)X0.9=59.386G=G1+G2=2074.01+71.85

13、=2145.86KNTt8.70=X1X1.008=119.75KN/m2X(5.85 +3.471)X0.969当H=7.95m处的斜拉力G仁6.065X3.844X7.95X9X1.3=2176.73 KNG2=V1X1.1x1.1=91.64 KN5 92V1=X(2X6.065+4.368)X3.844+(2X4.368+6.065)X0.9=75.736G=G1+G2=2176.73+91.64=2268.37KN2268.372X(6.065 3.844)X0.969当H=7.20m处的斜拉力G仁6.28X4.217X7.20X9X1.3=2240.21 KNG2=V1X1.1x1

14、.1=114.23 KNV1=6 X(2X6.28+4.368)X4.217+(2X4.368+6.285)X0.9=94.40 6G=G1+G2=2240.21+114.23=2354.44KN2354 44Tt7.20=5X1X1.008=116.63KN/m2X(6.28 +4.217)X0.969当H=6.45m处的斜拉力G仁6.495X4.59X6.45X9X1.3=2260.24 KNG2=V1X1.1x1.1=139.76 KN7 42V1=X(2X6.495+4.368)X4.59+(2X4.368+6.495)X0.9=115.506G=G1+G2=2260.24+139.7

15、6=2400KNTt6.45=X1X1.008=112.62KN/m2X(6.495 +4.59)X0.969当H=5.70m处的斜拉力G1=6.71X4.962X5.70X9X1.3=2232.14 KNG2=V1X1.1x1.1=168.36 KN8 17V1=X(2X6.71+4.368)X4.962+(2X4.368+6.71)X0.9=139.146G=G1+G2=2232.14+168.36=2400.5KNTt5.70=X1X1.008=106.97KN/m2X(6.71 +4.962)X0.969当H=4.95m处的斜拉力G仁6.925X5.335X4.95X9X1.3=215

16、2.63KNG2=V1X1.1x1.1=200.22 KN8 92V1=X(2X6.925+4.368)X5.335+(2X4.368+6.925)X0.9=165.476G=G1+G2=2152.63+200.22=2352.85KNTt4.95=X1X1.008=99.82KN/m2X(6.925 +5.335)X0.969当H=4.20m处的斜拉力G1=7.14X5.708X4.20X9X1.3=2017.02KNG2=V1X1.1x1.1=235.48KN9 67V1=X(2X7.14+4.368)X5.708+(2X4.368+7.145)X0.9=194.616G=G1+G2=20

17、17.02+235.48=2252.5KN2252.52X(7.145.708)X0.969Tt4.20=X1X1.008=91.19KN/m8当H=3.45m处的斜拉力G仁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=226.66 6G=G1+G2=1821.06+274.26=2095.32KN2095 32Tt3.45=X1X1.008=81.09KN/m2X(7.355 +6.081)X0.969当H=2.70m处的斜拉力G1=7.5

18、7X6.454X2.70X9X1.3=1560.54KNG2=V1X1.1x1.1=316.71KN11 17V1=X(2X7.57+4.368)X6.454+(2X4.368+7.57)X0.9=261.746G=G1+G2=1560.54+316.71=1877.25KNTt2.70=X1X1.008=69.64KN/m2X(7.57 +6.454)X0.969当H=1.95m处的斜拉力G仁7.785X6.827X1.95X9X1.3=1212.58KNG2=V1X1.1x1.1=362.97KN1192V1=X(2X7.785+4.368)X6.827+(2X4.368+7.785)X0

19、.9=299.976G=G1+G2=1212.58+362.97=1575.55KNTt1.95=X1X1.008=56.09KN/m2X(7.7856.827)X0.969四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=P：L2 =59.358X0.672=2.22KN.m121215-16单向板:PncL256.246X0.752M=2.64KN.m121214-15单向板:PncL252.956X0.752M=2.49KN.m1212121212-13单向板:PnCL246.376 X0.75212M= n =2.17KN.m1211-12单向板:16M=匹=43.

20、0浓0.752 =2.02心口121210-11单向板:M=应=39.796%0.752 =1.87心口12129-10单向板:M=PnCL236.56X.75 =1.72KN.m12128- 9单向板:M= 巫二33.216%0.75/12127-8单向板:c 22Pn L 29.926X0.75M= n =1.41KN.m12126-7单向板:M= 血=26.636X0.752 =1.25KN.m12125-6单向板:M=业=23.346X0.752 =1.10KN.m12124-5单向板:c 22PnCL220.056 X0.752M= n =0.94KN.m12123-4单向板:M=迟

21、叱込=o.79KN.m12122-3单向板:c 22Pn L 13.476X0.7512M= n =0.64KN.m12I- 2单向板：PnCL210.186X0.752M= n =0.48KN.m12 120-1单向板：M= 空二6.896%0.75：12 122.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/mII-

22、 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=119.07KN/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/m 4-5 板：M=0.94 KN.mN=99.82KN/m 3-4 板：M=0.79 KN.mN=91.19KN/m2-3 板：M=0.64 KN.mN=81.09KN/m 1-2 板：

23、M=0.48 KN.mN=69.64KN/m 0-1 板：M=0.33 KN.mN=56.09KN/mW=M0.9Rg=264000.9X2100=13.97 cm3取钢板厚度为12mmW=lx100X1.22=24cm313.97cm36强度核算：N - M7849 +22200 =990.41kg/ cm2 2100kg/cm2+mFmW12024NM92082640022+=+=1176.74kg/ cm 0.978cm50 50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，形成圭寸闭框架。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

24、各个方向的Pn值均取为板4的值。框架1：ij, ;1荷载 qa = qb = pn Lo 匕=8.541X 0.75 0.75 =6.62KN/m2sin 口2X0.969水平拉力Na=qb b=6.62X6 =22.60KN 22Nb=q； a=6.62X7785=25.77KN22弯矩：b =6.827a 7.785=0.877支座/3/M-qa 512(1 C)32 6.62 0.877 X6.62 . a =12(1+0.877)X7.7852=29.83KN.m跨中/ 2Ma=Mb = q8= 6.62X7.7852-29.83=20.33KN.mM 2983003W=157.83

25、cm0.9Rg 0.9X2100框架2：荷载 qa = qb = Pn 仏丄=11.831X 0.75 0.75 =9.16KN/m2sin2X0.969水平拉力/ b6 454N；=qb =9.16X=29.56KN22Nb=qa a=9.16X757=34.67KN22弯矩：C=b =6.454=0.85a 7.57支座. a2 =39.16 0.85 X9.1612(10.85)X7.572=38.17KN.m跨中Ma=M/ 2_qa .ab-酗0=氓立8-38.17=27.45KN.mW=框架3:M0.9Rg3817000.9X2100=201.96 cm3817ij, ;1荷载 qa

26、 = qb = pn L 匕=15.121X0.75 0.75 =11.70KN/m2sina2X0.969水平拉力Na=qb b=11.7X6=35.57KN 22Nb=qa =11.7X=43.03KN22弯矩：C= b =681=0.83a 7.355支座/3/qa c qb12(1 C).a2= 11.7 +0.83X11.7=12(1 0.83)X7.3552=45.30KN.m跨中Ma=M/ 2_qa.ab2= 11.7X7.355-45.3=33.8KN.mW=M0.9Rg4530000.9X2100=240cm3框架4: 荷载 qa = qb = Pn L 也=18.411X0

27、.75 0.75 =14.38KN/m2sina2X0.969水平拉力Na=qb b=14.38X=41.04KN 2 2Nb=qa I =14.38X 7.140 =51.34KN弯矩：b_ 5.708=0.80a 7.14支座12(1 C)2 14.38 0.803X14.38 .a =12(1+0.8)X7.142=51.32KN.m跨中W=5132000.9Rg 0.9X2100=272cm3-M0 =14.38X7.14 -51.32=40.32KN.m框架5:ip ；1荷载 qa = qb = pn L L=21.701X0.75 0.75 =16.8KN/m2sina2X0.96

28、9水平拉力N：=qb b=16.8X=44.8KN 2 2N b = qaa6 925=16.8X=58.2KN2 2弯矩：=0.776.925c b 5.335C=a支座-q： +C3qbM= a b2 .a 12(1 C)316.8 0.77 X16.82X6.925 =55.25KN.m12(1 0.77)跨中/ 2Ma=Mb=罟2-M0 =16.8X6.925 -55.25=45.46KN.mW=竺虬=292.33 cm?0.9Rg 0.9X2100框架6:荷载q； = qb = pn Lo 也=24.991X.75 0.75 =19.35KN/m2X0.9692sin :水平拉力N；

29、=qb b=16.35X4962=40.57KN 22a=16.35X671=54.86KN 22弯矩：b_ 4.962CaN；=q：=0.746.71支座32 19.35 0.74 X19.352.a =X6.71 =58.63KN.m12(1 C)12(1 0.74)跨中Ma=M/ 2 2b =昵 m 0 =19.35X6.71 -58.63=50.28KN.m 8W=586300 =310.22 cm30.9Rg 0.9X2100ii -1荷载qa = qb = pn Lo =28.281X.75 0.75 =21.89KN/m2sina2X0.969水平拉力/ b4 59N；=qb =

30、21.89X=50.24KNNb=qa =21.89X=71.09KN2 2弯矩：b 4.59 ,C=-=0.71a 6.495支座M。qa C3qb2 21.89 0.713X21.89. a12(1 C)12(1 0.71)X6.4952 =61.11KN.m跨中Ma=M/ 2_qa .ab21.89X6.49528-61.11=54.32KN.mW=M0.9Rg6111000.9X2100=323.34 cm3框架9:19框架8:荷载qa = qb = Pn=31.571X.75 0.75 =24.44KN/m2sina2X0.969水平拉力N：=qb b=24.44X4|17=51.5

31、4KN/ a6.28Nb=qa =24.44X=76.74KN2 2弯矩：b=4.217 a = 6.28=0.67支座/3/qa c qb12(1 C)32 24.44 0.67 X 24.44 . a =12(1+0.67)X6.282=62.56KN.m跨中Ma=M/ 2qa.a2= 24.44X6.28-62.56=57.93KN.mW=M0.9Rg=6256000.9X2100=331.01 cm3荷载qa = qb = pn L L0 =34.861X0.75 0.75 =26.99KN/m2sin :2X0.969水平拉力Na=qb - =26.99X3844 =51.87KN2

32、2Nb=q： a=26.99X6065 =81.85KN22弯矩：C=b =3.844=0.64a 6.065支座Moqa c3qb2a12(1 C)26. 064 X药.X6.0652 =63.67KN.m12(1 0.64)跨中W=M0.9Rg6367000.9X2100=336.88 cm32-M0 = 26.99X6.065 -63.67=60.43KN.m26框架10: 荷载 qa = qb = pn 虫上=38.151X0.75 0.75 =29.53KN/m2sina2X0.969水平拉力N ； = qb b =29.53X 3471 =51.25KN 22Nb=q； =29.5

33、3X=86.38KN22弯矩：c旦辺a 5.85=0.60支座qa +C3qbM= a b12(1 C)329.53 0.63X 29.5312(1 0.6)X5.852=64.01KN.m/ 2 2qa.a29.53X 5.85跨中Ma=Mb= a M0 =-64.01=62.32KN.m8 8W=M0.9Rg=6401000.9X2100=338.68 cm3框架11:ii *1荷载qa = qb = PnL L =41.441X.75 0.75 =32.08KN/m2sin 口2X0.969水平拉力/ b3.098Na=qb =32.08X=49.7KN2 2,a5 635Nb=q!=3

34、2.08X=90.39KN2 2弯矩：c=b=38a 5.635=0.55支座“ q： +C3qbM0-w切12(1 C).a2332.08 0.55 X32.0812(1 0.55)X5.6352=63.88KN.m/ 2 2跨中皿：=皿匕= -M0 = 32.08X5.635 -63.88=63.45KN.m8 8W=M0.9Rg6388000.9X2100=337.99 cm3框架12: 荷载 qa = qb = Pn L =44.731X0.75 0.75 =34.62KN/m2sina2X0.969水平拉力b2 705Na=qb =34.62X=47.17KN22Nb=q： a=34

35、.62X542=93.82KN22弯矩：C=- =2.725a 5.42=0.51支座qa +C3q-M0-%Mb12(1 C)2 34.620.513X34.6212(1 0.51)X5.422=63.57KN.m跨中Ma=M/ 2_qa .ab- M2= 34.62X5.42-63.57=63.56KN.mW=M0.9Rg=6357000.9X2100=336.35 cm3框架13: 荷载 qa = qb = pn L L=48.021X0.75 0.75 =37.17KN/m2sin2X0.969水平拉力/ a5.205Nb=qa =37.17X=81.12KN2 2弯矩：b 2.352

36、 (.C= =0.46a 5.205支座/3/qa c qb12(1 C).a2= 37.17 +0.463X 37.17=12(1 0.46)X5.2052 =63.07KN.m跨中Ma=M/ 2qa.a-M。237.17X5.2058-63.07=62.81KN.mW=630700 =333.71 cm30.9Rg 0.9X2100框架14:ii1荷载 qa = qb = Pn L 也=51.311X0.75 0.75 =39.72KN/m2sina2X0.969水平拉力/ b1 979N；=qb =39.72X=39.31KN2 2a4 99=39.72X=99.1KN2 2Nb=q；弯矩：b 1.979C=a=0.404.99支座2 .a 12(1 C)33972 0.40 X3972X4.992=62.64KN.m12(1 0.40)跨中M a =M b =/ 2qa.a8-M0 =39.72X4.99 -62.64=60.99KN.mM 6264