塔挂换热器支撑计算



塔挂换热器支撑计算

项目号 ITEM NO.

Calculation of  support

文件号 DOC. NO.

本计算书是参照材料力学编制的。

This calculation sheet is prepared referring to mechanics of materials.

图示FIG

输入数据 Input Data

换热器质量 Operating Weight of E3700

W=

1117396

N

换热器的基础弯矩   Moment on the bottom Support Lug Plate

Mt=

246419981

Nmm

换热器的基础水平载荷  Horizontal Force on the Vessel Support Lug Junction

Fs=

26674

N

塔的外半径 Outside radius of D3700

Ro=

1920

mm

换热器与塔间距  The distance between the center of E3700 and D3700

c=

4000

mm

型钢中心间距  The distance between the center of horizontal beam

d=

3446

mm

型钢的屈服强度  Beam Yield Stress

Sy=

235

MPa

型钢弹性模量  Beam elasticity modulus

E=

1.97E+05

MPa

型钢惯性矩   Beam Moment of inertia

Ix=

211350000

mm4

Iy=

71020000

mm4

边矩  Apothem

x

150

mm

y

152.5

mm

型钢面积  Section area of beam

A=

13345

mm2

斜撑角度  The angle of slant beam

α=

45

°

设计计算 Checking strength

1

载荷计算 Load Calculation

耳座数量 Quantity of lug support

n

2.000

夹角 Angle

θ=arcsin(d/2Ro)

1.114

63.82

型钢所受垂直载荷 Vertical Load on the beam

Q=(4Mt/d+W)/n

701715.98

N

梁A反力 Horizontal Force of beam A on the Vessel Junction

RA=Q*tan(α)

701715.981

N

梁B内力 Compressive force of beam B

P=Q/cos(α)

992376.257

N

梁B长 Length of beam B

L1=b/sin(α)

4458.80

mm

梁长 Beam length

L2=L1cos(α)

3152.85

mm

梁A长 Length of beam A

b=c-Rocos(θ)

3152.85

mm

2

梁A的校核 Checking of beam A

2.1 梁的强度 Strength of beam

FA=Fs/2n

6668.50

N

MA=FA*b

21024749.2

Nmm

0.69

fA<=1,梁A强度合格, Beam B strength is OK, It is safe

2.2 梁的螺栓剪切 Bolt shear force of beam

连接螺栓数量 Quantity of connecting bolts

nA

30.00

螺栓面积 Area of connecting bolts

A1

338.00

mm2

螺栓剪切应力 Allowable shear stress of connecting bolts

[τA]

128.00

实际剪切应力 Actual shear stress of connecting bolts

69.21

MPa

tA<=[t],梁A的连接螺栓合格, Beam A bolt is OK, It is safe

2.3 连接板的校核 Checking of connecting plate

连接板抗弯模量惯性矩,面积大于型钢即为合格，采用右图模式（Inertia moment of connecting plate，if  the area more than the beam,it's safe,and now we use the structure like the dwg shown）

2.4 垫板处的局部应力 Stresses in the Vessel at the Edge of Pad

FAA=RAcos(θ)+FAsin(θ)

315599.89

N

FAC=RAsin(θ)+FAcos(θ)

632659.32

N

FAL=0

0.00

N

MAL=MA=FAb

21024749.2

Nmm

MAT=MAC=0

0.00

Nmm

将值代入PV中计算局部应力WRC107 analysis Calculation in PV

3

梁B的校核 Checking of beam B

3.1 梁的强度 Strength of beam

FB=Fs/2n

6668.50

N

MB =FB*L1

29733485.5

Nmm

0.98

fB<=1,梁B强度合格, Beam B strength is OK, It is safe

3.2 梁的螺栓剪切 Bolt shear force of beam

连接螺栓数量 Quantity of connecting bolts

nB

30.00

螺栓面积 Area of connecting bolts

A2

338.00

mm2

螺栓剪切应力 Allowable shear stress of connecting bolts

[t]

128.00

MPa

实际剪切应力 Actual shear stress of connecting bolts

97.87

MPa

tB<=[t],梁A的连接螺栓合格, Beam B bolt is OK, It is safe

3.3 连接板的校核 Checking of connecting plate

连接板抗弯模量惯性矩大于型钢即为合格，采用右图模式（Inertia moment of connecting plate，if  the area more than the beam,it's safe,and now we use the structure like the dwg shown）

3.4 垫板处的局部应力 Stresses in the Vessel at the Edge of Pad

FBA=Psin(α)cos(θ)+FBsin(θ)

315599.89

N

FBC=Psin(α)sin(θ)+FBcos(θ)

312557.92

N

FBL=Pcos(α)

701715.98

N

MBL=FBL1sin(α)

21024749.2

Nmm

MBT=FBL1cos(α)

21024749.2

Nmm

MBC=0

0

Nmm

将值代入PV中计算局部应力WRC107 analysis Calculation in PV

3.4 压杆失稳计算 Stability Calculation of compressed bar

型钢实际压应力 Actual compressive stress of beam

σc=P/A

74.36

MPa

最小惯性矩 Minimum inertia Moment

Imin=min(Ix,Iy)

71020000

mm4

截面最小回转半径 Minimum gyration radius on the beam section

72.95

mm

型钢有效细长比 Effective beam slenderness radio

λ=0.7L1/I'

42.78

型钢极限细长比 Limiting beam slenderness radio

117.43

ns

1.59

重要度系数 Importance coefficient

η

1.00

支腿临介许用应力 Support critical allowable stress

当 If  λ<=λ'

168.10

MPa

当 If  λ>λ'

401.86

MPa

[σcr]

168.10

MPa

压杆失稳合格,buckling is OK，It is safe

fA<=1,梁A强度合格, Beam B strength is OK, It is safe

tA<=[t],梁A的连接螺栓合格, Beam A bolt is OK, It is safe

fB<=1,梁B强度合格, Beam B strength is OK, It is safe

tB<=[t],梁A的连接螺栓合格, Beam B bolt is OK, It is safe

压杆失稳合格,buckling is OK，It is safe