方形鋼煤斗計(jì)算書(shū)

【下載本文檔，可以自由復(fù)制內(nèi)容或自由編輯修改內(nèi)容，更多精彩文章，期待你的好評(píng)和關(guān)注， 我將一如既往為您服務(wù)】方形鋼煤斗計(jì)算書(shū)一、鋼斗幾何尺寸由于有5種不同形式的板，兩個(gè)下料口，所以取煤斗計(jì)算簡(jiǎn)圖為下圖。斜板高HH1=h12c12=12.6721.8162=12.80H1=h22c22=12.6723.052=13.03H1=h32c32=12.6721.8162=12.80H1=h42c42=12.6723.252=13.082.板肋和水平面夾角ββ1=tan-1(h1)=tan-1(12.67)=。74.35。c12c221.81623.052β2=tan-1(h1)=tan-1(12.67)=。74.35。c22c323.0521.8162β3=tan-1(h1)=tan-1(12.67)=。73.64。c32c421.81623.2502β=tan-1(h1)=tan-1(12.67)=。。4c42c123.25021.8162.sinβ=0.963cosβ=0.27011sinβ1=0.963cosβ1=0.270sinβ1=0.96cosβ1=0.282sinβ=0.96cosβ=0.28211貯倉(cāng)總體積：（雙口時(shí)的實(shí)際體積分為3部分，即實(shí)際容積）V=V=h1][(2a+a)b+(2a+a)4.5[(2X3.138+0.9)X2.829+(2X0.9+3.138)X0.9]63=18.6mV2=h1[(2a2+a1)b2+(2a1+a2)b1]68.17[(2X8+5.685)X7.2+(2X5.685+8)X3.138]63=295.5m3V 1=a2b2h2=8X7.2X1.2=69.12m3總體積V=37.2+295.5+69.12=401.82m(2). 斗2容積：V=V 1+V2=7.2X8X1.2+12.67[(2X8+4.368)X7.2+(2X4.368+8)X0.9]6=410.62m35.各板與水平面夾角板1.Φ1=tan-1(h1)=tan-1(12.67)=81.843。C11.816。板2.Φ2=tan-1(h1)=tan-1(12.67)=76.465。C1 3.05板3.Φ3=tan-1(h1)=tan-1(12.67)=81.843。C1 1.816板4.Φ4=tan-1(h1)=tan-1(12.67)=75.613。sinC13.250=0.142Φ1Φ1=0.990cossinΦ2=0.972cosΦ2=0.234sinΦ3=0.990cosΦ3=0.142sinΦ4=0.969cosΦ4=0.248二．斗壁內(nèi)力計(jì)算1.鋼斗重量： 鋼斗自重：假定 110kg/m31.1X401.82X1.2=530.4KN鋼斗總重：1.3X401.82X9+530.4=5232KN(以上為實(shí)際重量)計(jì)算簡(jiǎn)圖下的重量：鋼斗自重：假定 110kg/m31.1X410.62X1.2=640.57KN鋼斗總重：. 2.1.3X410.62X9+640.57=5445KN2.鋼斗壁壓力：垂直壁上的壓力：當(dāng) h=1.2m時(shí)，P=nγhk=1.3X9X1.2X0.333=4.68KN/m2斜壁上的法向壓力：各板m計(jì)算：板1：m=cos2Φ1+ksin2Φ1=0.347板2：m=cos2Φ2+ksin2Φ2=0.370板3：m=cos2Φ3+ksin2Φ3=0.347板4：m=cos2Φ4+ksin2Φ4=0.374MAXm=0.374,取板4進(jìn)行計(jì)算，且板 2的sinΦ最小，拉力最大。斜壁上的法向壓力：當(dāng)a1=4.368m,a2=8m,h1=12.67m,h2=1.2m,Φ=75.613。法向壓力Pn1.2=nmγh=1.3X0.374X9X1.2=5.251KN/m2Pn13.87=nm γh=1.3X0.374X9X13.87=60.824KN/m2各段法向壓力：采用水平及豎向加勁肋，布置如下圖示 (cad中有，電腦上放著)，水平加勁肋間距?。簂=12.67/17=0.745m 取為0.750m,17-16段取為0.67m。鋼斗壁拉力：系數(shù)計(jì)算：Xc=X0h1(a1a2)(b1b2)2a1b1=0X9X(4.3688)(7.20.9)2X4.386X0.9=012V12X410.62. 3.Yc=Y0h1(a1a2)(b1b2)2a1b1=0.1X9X12.368X8.12X3.931=19.73mm12V12X410.62tx=1+0=1ty=1+6X0.01974X(7.28)=1.0087.2(7.23X8)豎壁上的垂直拉力：（當(dāng)h=1.2m時(shí)）Gtxty=5445Tvi=X1X1.008=180.545KN/m2(a2b2)2(7.28)斜壁平面內(nèi)的拉力：（上邊緣）Tti= Tvi =180.545=186.321KN/msin 0.969當(dāng)H=13.87m處的斜拉力Tt13.87=4.368X0.9X13.87X9X1.3X1X1.008=62.63KN/m2X(4.3680.9)X0.969當(dāng)H=13.20m處的斜拉力G1=4.56X1.233X13.20X9X1.3=870.31KNG2=V1X1.1x1.1=3.865KNV1=0.67X[(2X4.56+4.368)X1.233+(2X4.368+4.56)X0.9]=3.1946G=G1+G2=870.31+3.865=874.18KN874.18Tt13.20= X1X1.008=78.49KN/m2X(4.56 1.233)X0.969當(dāng)H=12.45m處的斜拉力G1=4.775X1.606X12.45X9X1.3=1119.75KNG2=V1X1.1x1.1=9.89KNV1=1.42X[(2X4.775+4.368)X1.606+(2X4.368+4.775)X0.9]=8.176G=G1+G2=1119.75+9.89=1129.64KN1129.64Tt12.45=X1X1.008=92.08KN/m2X(4.7751.606)X0.969當(dāng)H=11.70m處的斜拉力G1=4.99X1.979X11.70X9X1.3=1355.29KNG2=V1X1.1x1.1=17.85KNV1=2.17X[(2X4.99+4.368)X1.979+(2X4.368+4.99)X0.9]=14.756G=G1+G2=1355.29+17.85=1373.14KN1373.14Tt11.70= X1X1.008=101.67KN/m2X(4.99 1.979)X0.969. 4.當(dāng)H=10.95m處的斜拉力G1=5.205X2.352X10.95X9X1.3=1572.71KNG2=V1X1.1x1.1=27.87KNV1=2.92X[(2X5.205+4.368)X2.352+(2X4.368+5.205)X0.9]=23.036G=G1+G2=1572.71+27.87=1600.58KNTt10.95=1600.58X1X1.008=110.17KN/m2X(5.2052.352)X0.969當(dāng)H=10.20m處的斜拉力G1=5.42X2.725X10.20X9X1.3=1767.78KNG2=V1X1.1x1.1=40.13KNV1=3.67X[(2X5.42+4.368)X2.725+(2X4.368+5.42)X0.9]=33.166G=G1+G2=1767.78+40.13=1807.91KN1807.91Tt10.20= X1X1.008=114.54KN/m2X(5.42 2.725)X0.969當(dāng)H=9.45m處的斜拉力G1=5.635X3.098X9.45X9X1.3=1936.29KNG2=V1X1.1x1.1=49.67KNV1=4.42X[(2X5.635+4.368)X3.098+(2X4.368+5.635)X0.9]=41.056G=G1+G2=1936.29+49.67=1985.96KNTt9.45=1985.96X1X1.008=118.29KN/m2X(5.6353.098)X0.969當(dāng)H=8.70m處的斜拉力G1=5.85X3.471X8.70X9X1.3=2074.01KNG2=V1X1.1x1.1=71.85KNV1=5.17X[(2X5.85+4.368)X3.471+(2X4.368+5.85)X0.9]=59.386G=G1+G2=2074.01+71.85=2145.86KN2145.86Tt8.70= X1X1.008=119.75KN/m2X(5.85 3.471)X0.969當(dāng)H=7.95m處的斜拉力G1=6.065X3.844X7.95X9X1.3=2176.73KNG2=V1X1.1x1.1=91.64KNV1=5.92X[(2X6.065+4.368)X3.844+(2X4.368+6.065)X0.9]=75.736G=G1+G2=2176.73+91.64=2268.37KN2268.37Tt7.95=X1X1.008=119.07KN/m2X(6.0653.844)X0.969. 5.當(dāng)H=7.20m處的斜拉力G1=6.28X4.217X7.20X9X1.3=2240.21KNG2=V1X1.1x1.1=114.23KNV1=6.67X[(2X6.28+4.368)X4.217+(2X4.368+6.285)X0.9]=94.406G=G1+G2=2240.21+114.23=2354.44KNTt7.20=2354.44X1X1.008=116.63KN/m4.217)X0.9692X(6.28當(dāng)H=6.45m處的斜拉力G1=6.495X4.59X6.45X9X1.3=2260.24KNG2=V1X1.1x1.1=139.76KNV1=7.42X[(2X6.495+4.368)X4.59+(2X4.368+6.495)X0.9]=115.506G=G1+G2=2260.24+139.76=2400KN2400Tt6.45= X1X1.008=112.62KN/m2X(6.495 4.59)X0.969當(dāng)H=5.70m處的斜拉力G1=6.71X4.962X5.70X9X1.3=2232.14KNG2=V1X1.1x1.1=168.36KNV1=8.17X[(2X6.71+4.368)X4.962+(2X4.368+6.71)X0.9]=139.146G=G1+G2=2232.14+168.36=2400.5KN2400.5Tt5.70= X1X1.008=106.97KN/m2X(6.71 4.962)X0.969當(dāng)H=4.95m處的斜拉力G1=6.925X5.335X4.95X9X1.3=2152.63KNG2=V1X1.1x1.1=200.22KNV1=8.92X[(2X6.925+4.368)X5.335+(2X4.368+6.925)X0.9]=165.476G=G1+G2=2152.63+200.22=2352.85KNTt4.95=2352.85X1X1.008=99.82KN/m2X(6.9255.335)X0.969當(dāng)H=4.20m處的斜拉力G1=7.14X5.708X4.20X9X1.3=2017.02KNG2=V1X1.1x1.1=235.48KNV1=9.67X[(2X7.14+4.368)X5.708+(2X4.368+7.145)X0.9]=194.616G=G1+G2=2017.02+235.48=2252.5KN2252.5Tt4.20= X1X1.008=91.19KN/m2X(7.14 5.708)X0.969. 6.當(dāng)H=3.45m處的斜拉力G1=7.355X6.081X3.45X9X1.3=1821.06KNG2=V1X1.1x1.1=274.26KNV1=10.42X[(2X7.355+4.368)X6.081+(2X4.368+7.355)X0.9]=226.666G=G1+G2=1821.06+274.26=2095.32KNTt3.45=2095.32X1X1.008=81.09KN/m2X(7.3556.081)X0.969當(dāng)H=2.70m處的斜拉力G1=7.57X6.454X2.70X9X1.3=1560.54KNG2=V1X1.1x1.1=316.71KNV1=11.17X[(2X7.57+4.368)X6.454+(2X4.368+7.57)X0.9]=261.746G=G1+G2=1560.54+316.71=1877.25KNTt2.70=1877.25X1X1.008=69.64KN/m6.454)X0.9692X(7.57當(dāng)H=1.95m處的斜拉力G1=7.785X6.827X1.95X9X1.3=1212.58KNG2=V1X1.1x1.1=362.97KNV1=11.92X[(2X7.785+4.368)X6.827+(2X4.368+7.785)X0.9]=299.976G=G1+G2=1212.58+362.97=1575.55KNTt1.95=1575.55X1X1.008=56.09KN/m2X(7.7856.827)X0.969四．斜壁的應(yīng)力分析及截面選擇。1．各段壁板應(yīng)力分析：16-17 單向板：PncL259.358X0.672M==12=2.22KN.m1215-16 單向板：M=PncL2=56.246X0.752=2.64KN.m121214-15單向板：M=PncL2=52.956X0.752=2.49KN.m121213-14單向板：M=PncL2=49.666X0.752=2.33KN.m1212. 7.12-13單向板：M=PncL2=46.376X0.752=2.17KN.m121211-12單向板：M=PncL2=43.086X0.752=2.02KN.m121210-11單向板：M=PncL2=39.796X0.75212129-10單向板：M=PncL2=36.506X0.75212128-9單向板：M=PncL2=33.216X0.75212127-8單向板：M=PncL2=29.926X0.75212126-7單向板：M=PncL2=26.636X0.75212125-6單向板：M=PncL2=23.346X0.75212124-5單向板：M=PncL2=20.056X0.75212123-4單向板：M=PncL2=16.766X0.75212122-3單向板：M=PncL2=13.476X0.7521212

=1.87KN.m=1.72KN.m=1.56KN.m=1.41KN.m=1.25KN.m=1.10KN.m=0.94KN.m=0.79KN.m=0.64KN.m. 8.1-2單向板：M=PncL2=10.186X0.752=0.48KN.m12120-1單向板：M=PncL2=6.896X0.7521212=0.33KN.m斷面選擇及強(qiáng)度計(jì)算：16-17板：M=2.22KN.mN=78.49KN/m15-16 板：M=2.64KN.mN=92.08KN/m14-15板：M=2.49KN.mN=101.67KN/m13-14板：M=2.33KN.mN=110.17KN/m12-13板：M=2.17KN.mN=114.54KN/m11-12板：M=2.02KN.mN=118.29KN/m10-11板：M=1.87KN.mN=119.75KN/m9-10板：M=1.72KN.mN=119.75KN/m8-9板：M=1.56KN.mN=119.07KN/m7-8板：M=1.41KN.mN=116.63KN/m6-7板：M=1.25KN.mN=112.62KN/m5-6板：M=1.10KN.m. 9.N=106.97KN/m4-5板：M=0.94KN.mN=99.82KN/m3-4板：M=0.79KN.mN=91.19KN/m2-3板：M=0.64KN.mN=81.09KN/m1-2板：M=0.48KN.mN=69.64KN/m0-1板：M=0.33KN.mN=56.09KN/mW=M=26400=13.97cm30.9Rg0.9X2100取鋼板厚度為12mmW=1X100X23>13.97cm361.2=24cm強(qiáng)度核算：1617=N+M=7849+22200=990.41kg/cm2<2100kg/cm2mFmW120241516=N+M=9208+26400=1176.74kg/cm2<2100kg/cm2mFmW12024作用在其他板上的荷載均比以上兩塊板小，在這里不一一核算。撓度核算：J=1X3X100=14.4cm412E=2.1X106kg/cm210-11板的壓力：Pnc=119.75KN/mf=0.0078PncL4=0.0078X119.75X754=0.978cmEJ2.1X106X14.4允許f=L=75=1.5cm>0.978cm50其他板不一一驗(yàn)算。3．水平加勁肋的拉力和彎矩計(jì)算及截面選擇。. 10.加勁肋布置為一肢水平，形成封閉框架。為了簡(jiǎn)化計(jì)算，且板 4計(jì)算系數(shù)“m”最大，豎向壓力最大，所以加勁肋各個(gè)方向的Pn值均取為板4的值?？蚣?：荷載//Li0Li010.750.75=6.62KN/mqa=qb=Pn2sin=8.541X2X0.969水平拉力Na/=qb/b=6.62X6.827=22.60KN2 2Nb/=qa/a=6.62X7.785=25.77KN2 2彎矩：b 6.827C= = =0.877支座M0qa/C3qb/.a26.620.8773X6.62X7.7852=29.83KN.mC)12(10.877)12(1跨中Ma=Mb=qa/.a2M0=6.62X7.7852-29.83=20.33KN.m88W=M=298300=157.83cm30.9Rg0.9X2100框架2：荷載qa/=qb/=PnLi0Li01=11.831X0.750.75=9.16KN/m2sin2X0.969水平拉力Na/=qb/b=9.16X6.454=29.56KN22//a7.57Nba=9.16X=34.67KN=q22彎矩：b 6.454C= = =0.85支座M0qa/C3qb/.a29.160.853X9.16X7.572=38.17KN.mC)12(10.85)12(1跨中Ma=Mb=qa/.a2M0=9.16X7.572-38.17=27.45KN.m88. 11.W=M=381700=201.96cm30.9Rg0.9X2100框架3：荷載qa/=qb/=PnLi0Li01=15.121X0.750.75=11.70KN/m2sin2X0.969水平拉力Na/=qb/b=11.7X6.081=35.57KN2 2Nb/=qa/a=11.7X7.355=43.03KN2 2彎矩：b 6.081C= = =0.83支座M0qa/C3qb/.a211.70.833X11.7X2=45.30KN.mC)12(112(10.83)跨中Ma=Mb=qa/.a2M0=11.7X7.3552-45.3=33.8KN.m88W=M=453000=240cm30.9Rg0.9X2100框架4：荷載//=PnLi0Li010.750.75=14.38KN/mqa=qb2sin=18.411X2X0.969水平拉力Na/=qb/b=14.38X5.708=41.04KN2 2Nb/=qa/a=14.38X7.140=51.34KN2 2彎矩：b 5.708C= = =0.80支座M0=qa/C3qb/.a2=14.380.803X14.38X7.142=51.32KN.m12(1C)12(10.8)跨中Ma=Mb=qa/.a2M0=14.38X7.142-51.32=40.32KN.m88W=M=513200=272cm30.9Rg0.9X2100. 12.框架5：荷載qa/=qb/=PnLi0Li01=21.701X0.750.75=16.8KN/m2sin2X0.969水平拉力Na/=qb/b=16.8X5.335=44.8KN2 2Nb/=qa/a=16.8X6.925=58.2KN2 2彎矩：b 5.335C= = =0.77支座M0qa/C3qb/.a216.80.773X16.8X2=55.25KN.mC)12(112(10.77)跨中Ma=Mb=qa/.a2M016.8X6.92528=-55.25=45.46KN.m8W=M=552500=292.33cm30.9Rg0.9X2100框架6：荷載qa/=qb/=PnLi0Li01=24.991X0.750.75=19.35KN/m2sin2X0.969水平拉力Na/=qb/b=16.35X4.962=40.57KN2 2Nb/=qa/a=16.35X6.71=54.86KN2 2彎矩：b 4.962C= = =0.74支座M0=qa/C3qb/.a2=19.350.743X19.35X6.712=58.63KN.m12(1C)12(10.74)跨中Ma=Mb=qa/.a2M0=19.35X6.712-58.63=50.28KN.m88W=M=586300=310.22cm30.9Rg0.9X2100框架7：. 13.荷載//=PnLi0Li01=28.281X0.750.75=21.89KN/mqa=qb2sin2X0.969水平拉力Na/=qb/b=21.89X4.59=50.24KN22N//a=21.89X6.495=71.09KNba=q22彎矩：C=b=4.59=0.71a6.495支座M0qa/C3qb/.a221.890.713X21.89X6.4952=61.11KN.mC)12(10.71)12(1跨中Ma=Mb=qa/.a2M0=21.89X6.4952-61.11=54.32KN.m88W=M=611100=323.34cm30.9Rg0.9X2100框架8：荷載qa/=qb/=PnLi0Li01=31.571X0.750.75=24.44KN/m2sin2X0.969水平拉力Na/=qb/b=24.44X4.217=51.54KN22//a6.28Nba=24.44X=76.74KN=q22彎矩：b 4.217C= = =0.67支座M0=qa/C3qb/.a2=24.440.673X24.44X6.282=62.56KN.m12(1C)12(10.67)跨中qa/.a2M024.44X6.282Ma=Mb==-62.56=57.93KN.m88W=M=625600=331.01cm30.9Rg0.9X2100框架9：荷載qa/=qb/=PnLi0Li01=34.861X0.750.75=26.99KN/m2sin2X0.969. 14.水平拉力Na/=qb/b=26.99X3.844=51.87KN22Nb/=qa/a=26.99X6.065=81.85KN22彎矩：C=b=3.844=0.64a6.065支座M0qa/C3qb/.a226.990.643X26.99X6.0652=63.67KN.mC)12(10.64)12(1跨中Ma=Mb=qa/.a2M0=26.99X6.0652-63.67=60.43KN.m88W=M=636700=336.88cm30.9Rg0.9X2100框架10：荷載qa/=qb/=PnLi0Li01=38.151X0.750.75=29.53KN/m2sin2X0.969水平拉力Na/=qb/b=29.53X3.471=51.25KN2 2Nb/=qa/a=29.53X5.85=86.38KN2 2彎矩：b 3.471C= = =0.60支座M0qa/C3qb/.a229.530.63X29.53X5.852=64.01KN.mC)12(10.6)12(1跨中Ma=Mb=qa/.a2M0=29.53X5.852-64.01=62.32KN.m88W=M=640100=338.68cm30.9Rg0.9X2100框架11：荷載qa/=qb/=PnLi0Li01=41.441X0.750.75=32.08KN/m2sin2X0.969水平拉力. 15.Na/=qb/b=32.08X3.098=49.7KN22N//a=32.08X5.635=90.39KNba=q22彎矩：b 3.098C= = =0.55支座M0qa/C3qb/.a232.080.553X32.08X2=63.88KN.mC)12(10.55)12(1跨中Ma=Mb=qa/.a2M032.08X5.6352-63.88=63.45KN.m8=8W=M=638800=337.99cm30.9Rg0.9X2100框架12：荷載qa/=qb/=PnLi0Li01=44.731X0.750.75=34.62KN/m2sin2X0.969水平拉力Na/=qb/b=34.62X2.725=47.17KN22Nb/=qa/a=34.62X5.42=93.82KN22彎矩：C=b=2.725=0.51a5.42支座M0qa/C3qb/.a234.620.513X34.62X2=63.57KN.mC)12(10.51)12(1跨中Ma=Mb=qa/.a2M0=34.62X5.422-63.57=63.56KN.m88W=M=635700=336.35cm30.9Rg0.9X2100框架13：荷載qa/=qb/=PnLi0Li01=48.021X0.750.75=37.17KN/m2sin2X0.969水平拉力Na/=qb/b=37.17X2.352=43.71KN2 2. 16.Nb/=qa/a=37.17X5.205=81.12KN22彎矩：C=b=2.352=0.46a5.205支座M0qa/C3qb/.a237.170.463X37.17X5.2052=63.07KN.mC)12(10.46)12(1跨中Ma=Mb=qa/.a2M0=37.17X5.2052-63.07=62.81KN.m88W=M=630700=333.71cm30.9Rg0.9X2100框架14：荷載//=PnLi0Li010.750.75=39.72KN/mqa=qb2sin=51.311X2X0.969水平拉力Na/=qb/b=39.72X1.979=39.31KN2 2Nb/=qa/a=39.72X4.99=99.1KN2 2彎矩：b 1.979C= = =0.40支座M0qa/C3qb/.a239.720.403X39.72X2=62.64KN.mC)12(10.40)12(1跨中Ma=Mb=qa/.a2M0=39.72X4.992-62.64=60.99KN.m88W=M=626400=331.43cm30.9Rg0.9X2100框架15：荷載qa/=qb/=PnLi0Li01=54.601X0.750.75=42.26KN/m2sin2X0.969水平拉力Na/=qb/b=42.26X1.606=33.94KN22//a4.775Nba=42.26X=100.12KN=q