【正文】 [τth]——3 steel seam allowable tensile, pressure and cutting stress, reference from Heavy Equipment Hoisting Manual attached 72, Yejin Industrial Publisher又因?yàn)樵诿總€(gè)漲圈吊耳左右都布置一塊龍門卡板，所以龍門卡板的數(shù)量為20*2=40塊；And two sides of the lifting ear should set a piece of gantry plate, so the total number of gantry plates is 20*2=24.所以每塊龍門卡板的受力為：and then the stress on each gantry plate shall be:G11=G/n=124/40==31000N式中：G11——龍門卡板的最大受力； Maximum stress on gantry plateG——整個(gè)罐體的起重重量； Total weight of whole tankn——龍門卡板的數(shù)量。A2=110*150*12=xx8000N=20tG1=式中：FAA——AA剖面的截面積；FAA——AA section areaFBB——BB剖面的焊縫截面積；FBB——BB seam section area[τ]——3號(hào)鋼的允許抗剪應(yīng)力， [τ]查自《重型設(shè)備吊裝手冊(cè)》附表71，冶金工業(yè)出版社出版。According to the calculation above, the lifting ear size could meet relevant requirement. 龍門卡板的強(qiáng)度計(jì)算：Calculation for gantry plate 龍門卡板的受力圖：Stress analysis for gantry plate圖7: 龍門卡板的受力圖Fig 7: Stress Analysis of gantry plate 各主要受力剖面的承載力：major force undertaking section loadingFAA=[τ]A4=110*200*12=264000N=G1=式中： FCC——CC剖面的焊縫截面積；FCC——CC seam section areaFDD——DD剖面的焊縫截面積； FDD——DD seam section area[τth]——3號(hào)鋼焊縫的允許抗拉、抗壓和抗剪應(yīng)力，查自《重型設(shè)備吊裝手冊(cè)》附表72，冶金工業(yè)出版社出版。 [σ] [τ] reference from Heavy Equipment Hoist Manual attached 72, Yejin Industrial PublisherA1——AA部面的截面積；A1——AA section areaA2——BB部面的截面積； A2——BB section area 各主要受力焊縫的承載力：Major loading seamFCC=[τth]A2=100*75*14=105000N= t G1=FAA——AA剖面的極限抗拉載荷；FAA——AA section utmost tensile loadingFBB——BB剖面的極限抗剪載荷；FBB——BB section utmost anticutting loading[σ]——3號(hào)鋼的允許抗拉、抗壓和抗彎應(yīng)力；[σ]——3 steel allowable tensile, pressure and bending stress[τ]——3號(hào)鋼的允許抗剪應(yīng)力；[σ] [τ]均查自《重型設(shè)備吊裝手冊(cè)》附表72，冶金工業(yè)出版社出版。 According to the calculation above, the size of the lifting ear can meet requirement 漲圈上吊耳的強(qiáng)度計(jì)算： Calculation for the lifting ear on expanding ring 漲圈上吊耳的受力圖：Strength analysis sketch of lifting ear on expanding ear 圖6：漲圈上吊耳的受力圖Fig 6: Stress Analysis of Lifting Ear on Expanding Ring 各主要受力剖面的承載力：loading on major force undertaking sectionFAA=[σ]A8=120*50*12=72000N=T3=式中：FEE——EE剖面焊縫的抗剪載荷；FEE——seam section EE anticutting loading FFF——FF剖面焊縫的極限抗拉載荷；FFF——FF seam section utmost tensile loading FGG——GG剖面焊縫的極限抗拉載荷；FGG——GG seam section utmost tensile loadingFHH——HH剖面焊縫的極限抗剪載荷；FHH——HH seam section utmost anticutting loadingA5——EE剖面的焊縫截面積；A5——EE seam section areaA6——FF剖面的焊縫截面積；A6——FF seam section areaA7——GG剖面的焊縫截面積；A7——GG seam section areaA8——HH剖面的焊縫截面積；A8——HH seam section area[τth]——3號(hào)鋼焊縫的允許抗拉、抗壓和抗剪應(yīng)力，查自《重型設(shè)備吊裝手冊(cè)》附表72，冶金工業(yè)出版社出版。A6=120*250*12=360000N=36tG1=FGG=[τth]Note: all of the lifting ears belongs to plete welding, but the section area of cutaway view shall depend on annular plates, that is the minimum section area of the seam shall no be smaller than section area of plate.FEE=[τth] [σ], [τ] are found from Heavy Equipment Hoisting Manual attached form 71A1——AA部面的截面積；A1——AA section areaA2——BB部面的截面積；A2——BB section areaA3——CC部面的截面積；A3——CC section areaA4——DD部面的截面積。A4=100*40*12=48000N=T3=式中：FAA——AA剖面的極限抗拉載荷；FAA——AA section utmost tensile loadingFBB——BB剖面的極限抗拉載荷；FBB——BB section utmost tensile loadingFCC——CC剖面的極限抗拉載荷；FCC——CC section utmost tensile loadingFDD——DD剖面的極限抗拉載荷。A2=100*(80+80)*12=xx2000N==G1=FCC=[σ] According to calculation above, the mast antipressure, antibending loading, adoptφ2xx*7 seamless pipe could meet safety requirement. As the declined support is used to keep the stable of mast, simple force analysis is acceptable, referring to sketch above. 吊耳、龍門卡板及漲圈的強(qiáng)度計(jì)算： Lifting ear, gantry plate and expanding ring intensity calculation 桅桿上吊耳的強(qiáng)度計(jì)算：Calculation for lifting ear on mast 桅桿上吊耳的受力圖如下圖所示：Force on lifting ear is shown in following sketch: 圖5：桅桿上吊耳的受力圖 Fig 5: Stress Analysis of Lifting Ear on Mast 各受力剖面的承載力：Stress analysisFAA=[σ]4500)/4500=(*200+*4500)/4500 =[F]=Fmax/n=10/6=式中：T3——φ14㎜鋼絲繩的拉應(yīng)力； [F]——φ14㎜鋼絲繩的許用應(yīng)力； n——安全系數(shù)，n=6。According to the calculation above, without additional ф14mm steel wire rope, if MT2 , then mast can not be bent, and have deformation. To ensure the stability of whole system, if the loading exceeds 50t, aφ159*5 seamless pipe will be set at the center of bottom plate. Eleven steel wire ropes will be set between lifting ears and the pipe, so that 20 masts will form a whole system, enlarging the whole stability.如下圖所示：Refer to sketch below:圖4 鋼絲繩的受力分析 Fig 4: Stress Analysis of wire rope因此，桅桿的受力對(duì)“A”點(diǎn)的彎矩便為零，由此可計(jì)算出φ14㎜鋼絲繩的拉力：Therefore, the bending moment caused by the stress of hoisting mast against A is zero, and the tensile onφ14㎜steel wire can be worked out as:T3=(G1 ∴ adoptφ2xx*7 seamless pipe can meet relevant requirements.由以上可知，要是不加φ14㎜的鋼絲繩，MT2便能保證桅桿不會(huì)彎曲變形。[σ]——refers to mast’s acceptable antibending stress, reference from Heavy Equipment Hoist and Installation Manual attached form1, Yejin Industrial PublisherWx——φ2xx*7無(wú)縫鋼管的截面系數(shù)，Wx =242㎝3，查自《重型設(shè)備吊裝手冊(cè)》附表9，冶金工業(yè)出版社出版。 ∴ adoptφ2xx*7 seamless pipe can achieve requirements. 桅桿的抗彎矩極限承載力：Utmost load of antibending momentM=[σ][σ]——3 steel tolerance stress, reference from Heavy Equipment Hoist and Installation Manual attached form 1, Yejin Industrial PublisherA——φ2xx*7無(wú)縫鋼管的截面積，查自《重型設(shè)備吊裝手冊(cè)》附表9，冶金工業(yè)出版社出版。 K2——refers to nonuniformity coefficient 桅桿軸向承載力的極限：Ultimate axial bearingG2=[σ]sin5176。cos5176。K2If the hoisting height (H) is 10meters, calculation process is same as specification above, and wind load shall be smaller than that of H=20. 結(jié)論：Conclusion根據(jù)以上計(jì)算可知，在風(fēng)速為7m/s 或7m/s以下的情況下，罐體的提升工作是安全的。According to the calculation above: if the wind load exists, the force that pulley undertaking shall be rather less that its maximum loading.所以，在此情況下，風(fēng)載荷不會(huì)對(duì)吊裝產(chǎn)生安全方面的影響。If wind load exists, th