FA（惠）J-设005 储罐吊装施工方案编制：张正伟审核：邹卫清批准：刘冰十一化建惠州CMA项目部二零零五年三月CMA储罐吊装平衡梁制作方案Method statement of spreader beamfor lifting of CMA tanks一、编制说明和依据：Explain and basis:➢依据各个储罐的施工图；The construction drawings of each tank;➢50吨汽车吊性能行程表；The performance table of 50t truck crane➢《五金手册》《hardware manual》本方案仅适用于惠州惠菱化成有限公司CMA项目中直径小于6米的储罐吊装。

This method statement is only applicable to Huizhou MMA Co.Ltd for lifting the tanks whose diameter are less than 6 meters in the CMA project.二、工程概况：The general of the works:该项目共有储罐17台，其中不锈钢储罐12台，炭钢储罐5台。

其中直径小于6000mm 的储罐8台，详细情况如下：This program have 17 tanks in total ,of which there are 12 stainless tanks ,5 CS tanks and 8 tanks whose diameter are less than6 meters .The selection of rig and beam material➢主吊车：50t汽车吊main crane: 50t truck crane➢平衡梁：选用钢管φ108×6，材质Q235, σ=2100Kg/cm2s=2100Kg/cm2beam: pipeφ108×6, material Q235, σs➢平衡梁吊耳: 选用钢板，材质Q235，δ＝12mmthe lugs on the beam: sheet iron, materialQ235，δ＝12mm四、应力计算Stress account:吊装支撑梁简图如下：The drawings of the beams are as follows:i.stress analysis are as follows受力分析简图如下：1. The designed strength of the beam支撑梁设计计算力Q0Q0=KQ式中thereinto: K---------吊装动载系数dynamic load factor, 取chooseK=1.1;Q----------支撑梁吊装能力lifting capability of the beam Q1= Q0/2 ,Q3=Q1/sinθ,Q2=Q1/cosβ,N=Q3cosθ- Q2sinβ=Q1(ctgθ- tgβ)2. 由于吊装系统尺寸并非精确,故考虑此压力并非通过梁中心,现假定有e=100mm的偏心距, 则梁的附加弯矩M如下:Because the dimension are not exact ,we think the stress aren’t through the center. Now assume the eccentricity e=100mm , so the added bending moment of the beam M are as follows :M=N.e= Q1(ctgθ- tgβ).e3.支撑梁设计尺寸选择: The dimension of the beam:(1)主材选用钢管select pipeφ108×6，材质material Q235(2)钢板选用select steel plate Q235, δ＝12mm，σ5=2100Kg/cm24.钢管截面力学特性The mechanics characteristic of the beam section:(1) 截面积cross-section area: F=19.22 cm2(2)钢管抗弯截面系数Bending section factor: W=πδR02=3.14×0.6×4.42=36.47cm3δ----------管子壁厚Wall thicknessR0---------管子平均半径average radius of the beam5. 材料许用应力Permissible stress of the material :5.1 许用拉应力permissible pulling stress : [σ]= σ/ nsn为综合安全系数it is the general safety factor, 取choose n=3.0[σ]=2100/3=700Kg/ cm2=68.6MPa5.2 钢材许用剪应力Permissible shearing strength of the material :[τ]=0.7 [σ]=48.02MPa5.3 支撑梁受压时折减系数φThe reduction coefficient when pressed查表,按Q235,A类截面Look up the table , according to Q235, section Aφ=0.91II.用第一组吊耳进行吊装D5150,D5030,D4030,D5550,8210.Use the first lug to lift D5150,D5030, D4030, D5550, 8210.1．吊装D5150，直径5606，重7.94吨(带底板为9.2吨,以下计算数据按9.2吨计算)Lift D5150, diameter5606, weigh 7.94t (weigh 9.2t when plus the soleplate, the following calculates are according to the weight 9.2t )1.1吊装系统尺寸见图Lifting system dimension are as follows:2.支撑梁受力计算The stresses calculate of the beam:2.1支撑梁系统绳扣夹角计算The calculate of the bale sling inclinationcosθ=2603/8000=0.325375sinθ=0.9456tgβ=200/1500=0.133sinβ=0.132cosβ=0.991Q 0=1.1×4.6=5.06t 3.支撑梁每侧受力The stress of each side of the beam:Q1= Q 0 /2=2.53 t上绳扣受力The stress of the upper bale sling: Q3=Q1/sin θ=2.53/0.9456=2.68 t 下绳扣受力The stress of the lower bale sling: Q2=Q1/cos β=2.53/0.991=2.553 t 4. 支撑正压力NThe support positive pressure N:N= Q3cos θ- Q2sin β=2.68×0.325-2.553×0.132 =0.871-0.337 =0.534 t 5. 附加弯矩 Added bending moment:M=N.e=0.534×10=5.34 t.cm6. 支撑梁稳定性校核: The stability check of the beam: 按压杆稳定计算: Stability calculates:σ=F N +WM =0.02+0.15=0.17 t/ cm 2 (16.66MPa)< [σ] 安全 safety本计算中因梁自重引起的弯矩及剪力引起的应力很小,故未计入The bending moment caused by the dead weight and the stress caused by the shearing strength are very slight, so they are not considered.7. The intension calculate of the lug 耳板强度计算 :7.1 耳板尺寸规格为200mm(高) ×12mm(厚度) ×150mm(宽度)如下图:The dimension of the lugs are as follows: 200mm(high) ×12mm(thickness) ×150mm(width)7.2 A-A 截面应力计算 The calculate of the A-A section stress A-A 截面面积: A-A sectional area:F1=(15-4) ×1.2=13.2 cm 2σ=K3.Q3/F1=1.3×2.68/13.2=0.264t/ cm 2 (25.87MPa)< [σ] K3为孔边缘应力集中系数,取K3=1.3K3 is the stress concentration factor of the hole edge, choose K3=1.37.3 B-B 截面应力计算 The calculate of the B-B section stressB-B 截面面积 B-B sectional areaF2=5×1.2=6 cm 2按双剪切计算: Calculate as double shear : 当轴与孔尺寸接近时可按双剪切计算:When the dimensions of the axis and the hole are similar, the calculate should be as double shear:τ=223F Q =2.68/12=0.223 t/ cm 2 (21.89MPa)<[ τ] 按弯梁近似计算: The approximately calculate according to the curved beam 力学模型 mechanics model:L2=5+4=9cmM=Q3.L2/8=2.68×9/8=3.015 t. cm弯梁的抗弯截面系数: Bending section factor of the curved beam:W=bh2/6=1.2×25/6=5 cm3σ=M/W=3.015/5=0.603 t/ cm2(59.1MPa)< [σ]由于9.2 t为最大吊装重量,所以以下可不再校核吊耳所受的应力,只进行支撑梁稳定性校核,下面校核吊装其他几个容器时所受的应力:Because 9.2t is the most lifting weight, we should only check the stability of the beam and not check the lug’s stress hereinafter.2．吊装Lifting D5550时，吊装重量Weigh7.2 t , 设备直径diameter 5206mm，计算如下：Calculates are as follows:Q=KQ=1.1×3.6=3.96 t下绳扣受力：The stress of the lower bale sling ：/2=1.98 tQ2= Q上绳扣受力: The stress of the upper bale sling ：Q3=Q2/sinθ=1.98/0.9456=2.09 t支撑正压力: The support positive pressure:N1=Q3cosθ=2.09×0.325=0.68 t附加弯矩: Added bending moment:M=N.e=0.68×10=6.8 t.cm支撑梁稳定性: The stability check of the beam : σ=F N +WM =0.02+0.19=0.21 t/ cm 2 (20.56MPa)< [σ] 由以上的公式可以看出, 若在以下的计算中,N<N1的话,那么平衡梁就满足吊装需要。