钢漏斗仓计算.xls

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1、钢漏斗仓计算1.设计数据：（1）贮料种类：煤（2）贮料物理特性：密度9kN/m3内摩擦角30K0.333333333(tg2(45-/2)(3)工作条件结构重要性系数0：1贮料冲击影响系数C1贮料顶面为水平面(4)材料钢材Q235焊条E43f215N/mm2E206kN/mm22.钢仓几何特性an4m bn4m hh3ma00.7m b00.7m hn3m（1）仓容积上部V148m3下部V219.29m3(2)斜壁斜高及斜壁与水平面夹角斜高H3.423813663倾角61.18920626(3)相邻斜壁交肋与水平面夹角52.12359976+5=353.结构布置与荷载计算(1)一肢水平放置的角

2、钢，底部附加一道钢板垂直加劲肋水平加劲肋间距0.75m(2)贮料压力计算=0.488163788斜壁法向压力标准值斜壁顶部Pnt=13.180kN/m2斜壁底部Pnb=26.361kN/m2中间各段法向压力见下图V1V2a0anb0bnhhhn水平加劲肋斜壁法向压力跨度an编号标准值中间平均值4m0 13.180kN/m23.175m1 16.476kN/m214.8279752.35m2 19.771kN/m2 18.12308061.525m3 23.066kN/m2 21.41818620.7m4 26.361kN/m2 24.7132917(3)钢仓自重估算Gk=67.29kN-1.0

3、*(V1+V2)(4)卸料口设备重g=7.2kN4.钢仓内力计算(1)斜壁斜向拉力设计值斜壁顶部Gt=876.681kNNt=62.53317471kN/m斜壁底部Gb=43.038kNNb=17.54215386kN/m（2）斜壁弯矩设计值3-4梯形板折算矩形板b=1.336516854ma=0.655758427ma/b=0.490647331查表=0.0829=0.0276Mmax=1.145292033kN.m2-3梯形板折算矩形板b=2.183225806ma=0.666612903ma/b=0.305333924查表=0.1=0.09Mmax=1.237295614kN.m1-2梯

4、形板折算矩形板b=3.016968326ma=0.670984163ma/b=0.22240345查表=0.1=0.09Mmax=1.06071794kN.m0-1梯形板折算矩形板b=3.846689895ma=0.673344948ma/b=0.17504529查表=0.1=0.09Mmax=0.873977819kN.m(3)水平加劲肋内力计算1）1号加劲肋框架加劲肋承受水平荷载标准值qb=10.82708969kN/m加劲肋水平拉力设计值Nhb=Nha=22.34440635kN加劲肋弯矩设计值c=bh/ah=1支座：M0=11.82391503kN.m跨中：Mb=Ma=5.911957

5、514kN.m2）2号加劲肋框架qb=qa=12.99250763kN/mNhb=Nha=19.84605541kNM0=7.773038367kN.mMb=Ma=3.886519184kN.m其余加劲肋框架内力计算重略（4）垂直加劲肋弯矩设计值2-3号水平加劲肋间的垂直加劲肋承受如图所示荷载近似取值q=16.06363964kN/m跨中弯矩：M=0.97887804kN.m5.钢仓构件设计（1）斜壁壁板1）壁板强度，壁板两组最大内力设计值如下：MN34板1.145292033kN.m17.54215386kN/m01板0.873977819kN.m62.53317471kN/m根据最大弯矩初

6、选截面：WMmax/0.9f=5918.821875mm3板厚t(6W/b)0.5=5.959272712 取t=10mmW=16666.66667mm3斜壁强度：34板N/A+M/(W)=70.472N/mm201板N/A+M/(W)=58.692N/mm22)壁板刚度，斜壁壁板最大挠度在23板跨中=2.960758822mm232.505257465mm12=a/150=5mmvv满足(2)水平加劲肋1）水平加劲肋强度，1号加劲肋框架内力设计值如下：Nh=22.34440635kN M0=11.8239kN.m Mb=Ma=5.912kN.m根据最大弯矩初选截面：WMmax/0.9f=61

7、105.50402mm3查表选用L75X50X8I=840cm4 W1=124cm3 W2=91cm3A=39.47cm2加劲肋强度Nb/A+M/(W)=129.4069515N/mm22）水平加劲肋刚度，对1号水平加劲肋：=12查表=1=1.65580398mm=ah/250=12.7mm满足(3)垂直加劲肋1）垂直加劲肋强度M=0.97887804kN.mWM/(f)=3794.100931mm3构造选用-60X6钢板加劲肋t=10mma=300mmb=60mmtw=6mmd1=8.75mmd=61.25mmI=526750mm4Wh=8600mm41）垂直加劲肋刚度=0.39033365

8、3mm=ah/250=3mm满足注：本表格按建工出版社贮仓结构设计手册第一版编制，查表均按该手册t30tVVtbatbatdbatd1batw钢漏斗仓计算1.设计数据：（1）贮料种类：煤(4)材料（2）贮料物理特性：钢材Q235密度9kN/m3f215N/mm2内摩擦角30E206kN/mm2K0.333333(tg2(45-/2)(3)工作条件结构重要性系数0：1贮料冲击影响系数C1anbnhh上部V14m4m3m48m33.175m3.175m2.35m2.35m1.525m1.525m0.7m0.7m3m19.29m34.钢仓内力计算(1)斜壁斜向拉力设计值（2）斜壁弯矩设计值Gt=Nt

9、=b=1 876.68kN 62.5kN/m3.84669m23.016968m32.183226m4 43.038kN 17.5kN/m1.336517m(3)钢仓自重估算Gk=67.29kN-1.0*(V1+V2)(4)卸料口设备重g=7.2kN（4）垂直加劲肋弯矩设计值q=M12 16.1kN/m 0.98kN.m34根据最大弯矩初选截面：WMmax/0.9f=5919mm3板厚t(6W/b)0.5=5.959273 取t=10mmW=16667mm3(2)水平加劲肋1）水平加劲肋强度，1号加劲肋框架内力设计值如下：Nh=22.344kN M0=11.8kN.m Mb=Ma=5.91kN

10、.m根据最大弯矩初选截面：WMmax/0.9f=61106mm3查表选用 L75X50X8I=840cm4 W1=124cm3 W2=91cm3A=39.47cm2加劲肋强度Nb/A+M/(W)=129N/mm2(3)垂直加劲肋1）垂直加劲肋强度2）水平加劲肋刚度，对1号水平加劲肋：M=12W查表=1构造选用-60X6钢板加劲肋=1.6558mmt=a=ah/250=12.7mmb=满足tw=d1=d=I=Wh=1）垂直加劲肋刚度=注：本表格按建工出版社贮仓结构设计手册第一版编制，查表均按该手册焊条E43下部V2斜高H倾角 水平加劲肋间距=斜壁顶部Pnt=3.42381 61.20.48816

11、413.180kN/m216.476kN/m2 14.8279819.771kN/m2 18.1230823.066kN/m2 21.4181924.7132952.120.75m26.361kN/m2(3)水平加劲肋内力计算加劲肋承受水平荷载标准值a=a/b=Mmax=qb=Nhb=Nha=0.75m 0.194970.10.09 1.084kN.m10.82709kN/m 22.344kN0.67098416m0.22240.10.09 1.061kN.m12.99251kN/m 19.846kN0.6666129m 0.305330.10.09 1.237kN.mhn（2）斜壁弯矩设计值

12、0.65575843m 0.4906m 0.08290.0276 1.145kN.m5.钢仓构件设计（1）斜壁壁板斜壁挠度MNN/A+M/(W)=1.0843kN.m63kN/m71N/mm22.5053mm2.9608mm1.14529kN.m18kN/m70N/mm2=a/150=5mmvv满足1.0*(V1+V2)0.97888kN.mM/(f)=3794mm310mm300mm606mm8.75mm61.25mm526750mm48600mm40.3903337mmah/250=3mm满足(3)垂直加劲肋1）垂直加劲肋强度构造选用-60X6钢板加劲肋1）垂直加劲肋刚度注：本表格按建工出

13、版社贮仓结构设计手册第一版编制，查表均按该手册支座：跨中：c=bh/ah=M0=Mb=Ma=1 11.8kN.m 5.91kN.m7.77kN.m 3.89kN.m钢漏斗仓计算1.设计数据：（1）贮料种类：煤(3)工作条件(4)材料（2）贮料物理特性：结构重要性系数0：1钢材Q235焊条E43密度9kN/m3贮料冲击影响系数C1f215N/mm2内摩擦角30E206kN/mm2K0.333333333(tg2(45-/2)卸料口设备重g=10kN2.几何参数及重力特征截面下仓自重anbnhhVi斗重gkic=bh/ahXciYci倾角1倾角32=4 13mmmm3kNmm04.85.61.23

14、2.25614.85.61.2 15.2592121 83.1990.3010 66.485490 75.5 63.2 75.5224.5389313 5.2900151.8 13.5863779 67.9391.1654760.2150 66.485490 75.5 63.2 75.5234.2778626 4.9800312.4 12.0106566 54.353 1.16413990.1430 66.485490 75.5 63.2 75.5244.0167939 4.6700463 8.87526654 42.342 1.16263020.0810 66.485490 75.5 63.

15、2 75.5253.7992366 4.4117253.5 9.13362665 33.467 1.16121360.03660 66.485490 75.5 63.2 75.5263.3475797 4.1017414.1 7.39945983 24.334 1.22528540.02710 66.485472.3777 75.5 63.2 67.7372.8959228 3.7917564.7 5.83330099 16.934 1.30934280.01950 66.485472.3777 75.5 63.2 67.7382.4442658 3.4817715.3 4.43515034

16、11.1011.4244650.01330 66.485472.3777 75.5 63.2 67.7391.9926089 3.1717865.9 3.20500783 6.6656 1.59177560.00830 66.485472.3777 75.5 63.2 67.73101.540952 2.8618026.5 2.14287333 3.4606 1.85716460.0040 66.485472.3777 75.5 63.2 67.73111.089295 2.5518177.1 1.31771579 1.3177 2.34263150.00050 66.485472.3777

17、75.5 63.2 67.73120.62.2167.753.69333330 66.485472.3777 75.5 63.2 67.73115.4546m33.斜壁斜向拉力设计值Gi=Gi/(2a+2b)txtyNv1Nv2Nv3Nv4N1N2N3N40kNkN/mkN/mkN/mkN/mkN/mkN/mkN/mkN/mkN/m11462.657758 70.320085 1.18115741 83.05909 57.58108 57.5810803 83.059 90.581084 85.78561 57.5810803 85.78560521394.09072 70.917606 1.

18、1368743180.6244 61.21081 61.2108098 80.624 87.92590683.271 61.2108098 83.27099731311.367572 70.824299 1.09661971 77.66732 63.98128 63.9812796 77.667 84.701023 80.21684 63.9812796 80.21684341216.64424 70.028013 1.05830381 74.11091 65.94511 65.9451146 74.111 80.822541 76.54369 65.9451146 76.5436925113

19、0.09668168.81634 1.02786141 70.73366 66.89902 66.8990209 70.734 77.139439 73.05558 66.8990209 73.0555796984.5736827 66.084801 1.02311611 67.61242 64.55718 64.5571792 67.612 73.735537 69.83188 67.7358243 69.8318837834.2741647 62.373974 1.01893281 63.55489 61.19306 61.1930617 63.555 69.310541 65.64115

20、 64.2060655 65.6411538682.9279181 57.6209651.015011 58.48585 56.75608 56.7560755 58.486 63.782449 60.40572 59.5506124 60.4057249534.2647477 51.725781 1.01121571 52.30592 51.14564 51.1456376 52.306 57.042851 54.02293 53.663929654.0229310392.0143992 44.519231 1.0067716144.8207 44.21776 44.2177631 44.8

21、2148.87975 46.29199 46.3949427 46.29199311259.9066577 35.690563 1.00114671 35.73149 35.64964 35.6496351 35.731 38.967404 36.90442 37.404940136.9044212132.56148 23.53719511 23.53719 23.53719 23.5371946 23.537 25.668769 24.30983 24.6961112 24.3098324.斜壁计算钢板厚度设定WMmax/0.9f钢板厚取t=10mm9602.3mm3W=16667mm3加劲

22、肋选取W=Mmax/0.9f=78025.5mm3查表选用 L125X80X10A=49.71cm265时 I=1659cm4 W1=174cm3 W2=161cm375时 I=1419cm4 W1=149cm3 W2=180cm390时 I=1248cm4 W1=131cm3 W2=312cm34.1 1#侧壁(1)壁板计算水平肋间距a1 1=斜壁Pn1baa/bMmaxNN/A+M/(W)=a/150/mkN/m2mmkN.mkN/mN/mm2mmmm10.6 0.43945824.74614820.654337183 0.43945827.119222 5.546865260.62924

23、 0.1134410.10.09 0.3664453 87.92591 30.77930770.570183 4.36224789 0.130730.654337183 0.4394582 9.4922961 5.23679177 0.629285 0.1201660.10.09 0.4886626 84.70102 37.7898604 0.7602439 4.36224789 0.174340.654337183 0.439458211.865374.9267068 0.629335 0.1277390.10.09 0.6109256 80.82254 44.7377876 0.95030

24、49 4.36224789 0.217850.545280986 0.4394582 13.842932 4.62576776 0.524367 0.1133580.10.09 0.4948134 77.13944 37.4027461 0.5346687 3.63520657 0.147160.654337183 0.4394582 16.216006 4.35817994 0.629446 0.1444290.10.09 0.8352256 73.7355457.487088 1.2987501 4.36224789 0.297770.654337183 0.439458218.58908

25、 4.048047470.62952 0.1555120.10.09 0.9576784 69.31054 64.39176031.488811 4.36224789 0.341380.654337183 0.4394582 20.962154 3.73788975 0.629606 0.1684390.10.091.080232 63.78245 71.19216331.678872 4.36224789 0.384990.654337183 0.4394582 23.335228 3.42769989 0.629709 0.1837120.10.09 1.2029143 57.04285

26、77.87914151.868933 4.36224789 0.4284100.654337183 0.4394582 25.708302 3.11746784 0.629832 0.2020330.10.09 1.3257651 48.87975 84.43387882.058994 4.362247890.472110.654337183 0.4394582 28.081376 2.80717909 0.629984 0.2244190.10.09 1.448842438.967490.8272852.249055 4.36224789 0.5156120.708865282 0.4394

27、582 30.652206 2.49190518 0.682852 0.2740280.10.09 1.8580517 25.66877 114.049977 3.3813634 4.72576854 0.7155强度判别:满足挠度判别:满足(2)水平加劲肋计算qbNhbMbN/A+M/(W)=l/250/kN/mkNkN.mN/mm2mmmm124.464952462 7.0560106 11.472372 69.2832157 12.70952 15.952762 5.3288 21.160061 0.25183336.211162264 10.136329 13.972521 84.69

28、2278912.3969 15.892722 5.8222 19.920122 0.29227747.76395283 12.690308 15.097928 91.8632995 12.16518 15.511321.8 5.0652 18.680183 0.27115358.30311622113.75341 14.124588 86.3194521 11.91042 15.097231.8 4.3142 17.646901 0.24447569.726507573 14.138124 13.925264 85.2177605 12.19167 13.739211.31 2.7482 16

29、.406962 0.167505712.1635261 15.629756 15.035498 92.0853203 12.38929 13.824951.31 2.5098 15.167023 0.165481813.71631667 15.122642 14.53440989.019158 12.58919 14.134791.52.304 13.927084 0.165434915.26910723 13.902065 13.598848 83.2393927 12.73695 14.402531.5 1.7663 12.687145 0.1392231016.8218978 11.96

30、8025 12.237099 74.795021412.7418 14.519571.5 1.2897 11.447206 0.1126631118.374688369.320522 10.455995 63.7264734 12.45431 14.299461.5 0.8906 10.207267 0.0872481220.8925814 5.8414375 8.3936982 50.8272662 11.56017 13.356431.3 0.49918.864 0.056304强度判别:满足4.2 3#侧壁(1)壁板计算水平肋间距a3 3=斜壁Pn3baa/bMmaxNN/A+M/(W)

31、=a/150/mkN/m2mmkN.mkN/mN/mm2mmmm10.6 0.33333333.620.6 0.33333335.4 5.54686526 0.5734330.103380.10.09 0.2308351 61.21081 19.9711892 0.30575534 0.076430.6 0.33333337.2 5.23679177 0.573388 0.1094920.10.09 0.3077325 63.98128 24.8620796 0.40767384 0.101940.6 0.333333394.9267068 0.573338 0.1163740.10.09 0

32、.3845985 65.94511 29.6704193 0.50959224 0.127450.5 0.333333310.5 4.62576776 0.477861 0.1033040.10.09 0.3116993 66.89902 25.3918585 0.2867112 3.333333330.08660.629542602 0.394434714.55464 4.358179940.60277 0.1383080.10.09 0.6874609 67.73582 48.0212392 0.9987971 4.196950680.23870.629542602 0.3944347 1

33、6.684587 4.04804747 0.602696 0.1488860.10.09 0.7878718 64.2060753.692915 1.1449625 4.19695068 0.272880.629542602 0.3944347 18.814534 3.737889750.60261 0.1612170.10.09 0.8881963 59.55061 59.2468394 1.2911279 4.19695068 0.307690.629542602 0.3944347 20.944482 3.42769989 0.602507 0.1757760.10.09 0.98841

34、02 53.66393 64.6710066 1.4372933 4.19695068 0.3425100.629542602 0.3944347 23.074429 3.11746784 0.602383 0.1932280.10.09 1.0884795 46.39494 69.9482664 1.5834587 4.19695068 0.3773110.629542602 0.3944347 25.204376 2.80717909 0.602231 0.2145330.10.09 1.1883547 37.40494 75.0417768 1.7296242 4.19695068 0.

35、4121120.682004485 0.3944347 27.511819 2.49190518 0.652049 0.2616670.10.091.520627 24.69611 93.7072301 2.6004201 4.54669657 0.5719(2)水平加劲肋计算强度判别:满足挠度判别:满足qbNhbMbN/A+M/(W)=a/250/kN/mkNkN.mN/mm2mmmm123.24 11.570116 5.9019712 45.2353469 9.222684 11.576150.64 1.6449 21.160061 0.07773634.32 16.356945 6.35

36、0920949.4622 8.622317 11.053740.64 1.7226 19.920122 0.08647445.4 20.478288 6.7200423 52.9748206 8.461147 10.788460.64 1.6651 18.680183 0.08913855.775 24.211431 6.1286887 49.4266145 8.283956 10.500450.64 1.4182 17.646901 0.08036868.22004289 24.888678 9.8066727 67.689246510.3034 11.611250.64 1.3266 16

37、.406962 0.080857710.50365841 25.221662 11.157501 76.3904806 10.69862 11.938361 1.9343 15.167023 0.127532811.84455097 24.403333 10.847137 74.2420681 10.87123 12.205921 1.5507 13.927084 0.111347913.18544354 22.433694 10.192502 69.6615358 10.99883 12.437121 1.1889 12.687145 0.0937061014.5263361 19.3127

38、44 9.1820276 62.5749356 11.00302 12.538191.15 0.9982 11.447206 0.0872031115.86722866 15.040481 7.8026954 52.8990573 10.75476 12.348121 0.5994 10.207267 0.0587231218.0415232 9.0492473 6.1186062 40.92942799.98264 11.533771 0.38768.864 0.043726强度判别:满足4.3 2#4#侧壁(1)壁板计算水平肋间距a4 4=斜壁Pn4baa/bMmaxNN/A+M/(W)=

39、a/150/mkN/m2mmkN.mkN/mN/mm2mmmm10.6m20.61969574m 0.3750371 4.0504009 4.75527219 0.5985480.125870.10.09 0.188642583.271 19.64565120.260968 4.13130491 0.063230.61969574m 0.3750371 6.0756013 4.49413146 0.598584 0.1331920.10.09 0.2829978 80.21684 25.0015549 0.3914521 4.13130491 0.094840.61969574m 0.3750

40、371 8.1008017 4.23298166 0.598625 0.1414190.10.09 0.3773816 76.54369 30.2972643 0.5219361 4.13130491 0.126350.51641311m 0.3750371 10.126002 3.97952507 0.498788 0.1253390.10.09 0.3275015 73.05558 26.9556491 0.3146316 3.44275409 0.091460.61969574m 0.3750371 11.813669 3.71920323 0.5844360.157140.10.09

41、0.5245688 69.83188 38.4573182 0.7611568 4.13130491 0.184270.61969574m 0.375037113.83887 3.266858050.58478 0.1790040.10.09 0.6152188 65.64115 43.4772437 0.8916408 4.13130491 0.215880.61969574m 0.375037115.864072.81428 0.585241 0.2079540.10.09 0.7063621 60.40572 48.4223007 1.0221248 4.13130491 0.24749

42、0.61969574m 0.375037117.88927 2.36132683 0.585889 0.2481190.10.09 0.7983012 54.02293 53.3003649 1.1526089 4.131304910.279100.61969574m 0.3750371 19.914471 1.90771101 0.5868690.307630.10.09 0.8916487 46.29199 58.1281198 1.2830929 4.13130491 0.3106110.61969574m 0.3750371 21.939671 1.45274967 0.588521

43、0.4051080.10.09 0.9878637 36.90442 62.9622615 1.4135769 4.13130491 0.3422120.67133705m 0.3750371 23.964872 0.98412557 0.642373 0.6527340.0766 0.0245 0.9847392 24.30983 61.5153378 0.5789438 4.47558032 0.1294强度判别:满足挠度判别:满足(2)水平加劲肋计算qaNhaM01=M02=MaMmaxN/A+M/(W)=a/250/kN/mkNkN.mkN.mkN.mkN.mN/mm2mmmm122.

44、470128333 32.4406419.831087 7.83239835-0.56223 9.831087 69.3645025 5.1764 6.49728580.030.02802mm 18.1557mm 0.0015433433.765024221 42.250534 12.425784 9.69256262 0.137134 12.42578 87.92275645.545 7.10857950.03 0.033699mm 17.1115mm 0.0019693845.020032295 49.52578313.91896 10.9163254 0.744269 13.91896

45、98.9304088 5.8191 7.41974770.03 0.034927mm 16.0672mm 0.0021738355.752120338 50.035344 13.568478 10.7043624 1.355508 13.56848 96.7926936 6.1191 7.75639360.030.03203mm 15.1969mm 0.0021076466.71080706 55.590968 13.422396 11.9105446-0.4459413.422496.976571 5.6028 6.31400590.03 0.022524mm 13.3903mm 0.001

46、6820978.575888503 64.468076 14.115415 12.6495933-1.69541 14.11542 103.192007 5.0952 5.68560290.030.01612mm 11.5837mm 0.0013916289.830896577 66.754812 13.208097 11.7638222-2.9416813.2081 97.8526088 4.4468 4.99276970.03 0.009378mm 9.77706mm 0.00095922911.08590465 67.695911 12.060243 10.6655392-4.21021

47、 12.0602490.705052 3.6497 4.12698090.03 0.004671mm 7.97044mm 0.000586031012.3409127267.29137 10.8124279.4885576-5.38861 10.81243 82.6478595 2.7102 3.08834140.030.00186mm 6.16381mm 0.000301711113.5959208 65.541193 9.6072517 8.36756901-6.36589 9.607252 74.5925187 1.6792 1.92797030.03 0.000512mm 4.3571

48、8mm 0.000117421215.46971757 64.715264 8.8749781 7.68141661-7.37322 8.874978 69.7458096 0.6275 0.72500930.03 5.36E-05mm2.4mm 2.2326E-05强度判别:满足挠度判别:满足4.4 垂直加劲肋1）垂直加劲肋强度qmax=20.82kN/m l=0.709m2）垂直加劲肋刚度M=1.13364kN.mtw=6mm=0.403973mmWM/(f)=4393.9mm3d1=8.75mm构造选用-60X6钢板加劲肋d=61.25mm=l/250=2.836mmt=10mmI=526750mm4满足a=300mmWh=8600mm3 M/(f)满足b=60mm注：本表格按建工出版社贮仓结构设计手册第一版编制，查表均按该手册