plate stand

7/27/2019 Plate Stand

http://slidepdf.com/reader/full/plate-stand 1/6

KENCANA HL Sdn.Bhd.

Plot D1,Lumut Port Industrial Park

Mukim Of Lumut, KG.Acheh,

Daerah Manjung, 31200

Sitiawan Perak.Tel : 05 -6923071

Introduction : The purpose of this calculation is to determine the capacity of Plate Stand. The loadings are assume notto occur simultaneously in both directions but it was analyze in each loading direction X, Y & Z

1.0 Material Properties

Fy = ksi = MPa yield capacity of steel

Es = MPa modulus of elasticity

Fw = ksi = MPa weld capacity

2.0 Dog Plate

Column PropertiesPipe 40Ø, Schedule 40S Flat Plate

d = mm diameter of pipe d = mm length of plate

t = mm thickness of pipe t = mm thickness of plate

A = mm area of section A = mm area of section

Ix = mm4

moment of inertia Ix = mm4

moment of inertia

Iy = mm4 moment of inertia Iy = mm4 moment of inertia

rx = mm radius of gyration rx = mm radius of gyration

ry = mm radius of gyration ry = mm radius of gyration

Sy = mm section modulus Sy = mm section modulus

3.0 Design Check

A. Capacity for Dog Plate Along X Axis

A.1 Capacity for Bending

Fb = 6*M/ ( T * C2 )

0.6 Fy = 6*[ R * (B) ]/ ( T * C2 )

R=

0.6 Fy* T * C

2

/ [6 * B ]

A.2 Capacity for Shear

Fv = 0.4 Fy

0.4Fy = V/ Ay

V = 0.4 Fy * ( C * T ) 60 deg

mm

A.3 Capacity Calculation Table

70 482.63

1100

62.89

Pipe 40Ø, S40

2.03E+06

50.00

20.00

1000.00

2.08E+05

1.50 3609

Flat Plate

84450

100140 210

3.68

SIZE

53.09 183.68

48.00

0

AGG/ UAA

PROJECT

62.89

1000

: WHEATSTONE PROJECT LNG PLANT

Rema

REV

SHEET

14.43

PLATE STAND CALCULATION

Capacity

(kg)

2599

92.50

Factor of

Safety

24-Jun-

of

Section Calculation Sheet

92.50

Force, R (kN)

3.33E+04

B

25

3333

36

80

SUBJECT

CHECK BY: DATEMCL :CALC BY

248.21

SIZE

Pipe 40Ø, S40 20

:

DIMENSION (mm)

A C LH W T

140 210

512.39

3.90

Governing

Load (MT)Bending

18 25

1.50

1000

5.41

2.03E+06

Shear

5.77

200000

Capacity

(MT)

3.61

2.60Flat Plate 38.23 165.31

BH

R

A

C

X axis

Y a

x i s

D =

W

T

Ø =

X axis

Z

a x i s

Dog Plate

Column



KENCANA HL Sdn.Bhd.




Sitiawan Perak.

Tel : 05 -6923071

0

AGG/ UAA

PROJECT : WHEATSTONE PROJECT LNG PLANT

Remark

REV

SHEET


24-Jun-2013

of


SUBJECT


:

B. Capacity for Dog Plate Force Along Z Axis

B.1 Capacity for Bending C.2 Capacity for Shear

Fb = 6*M/ ( W * T ) Fv = 0.4 Fy

0.6 Fy = 6*[ R * (H) ]/ ( W * T ) 0.4Fy = V/ Ay

R = 0.6 Fy* W * T / [6 * H ] V = 0.4 Fy * ( C * T )

B.3 Capacity Calculation Table

C. Check for Column Capacity Force Along X Direction

C.1 Allowable Compressive Stress for Plate

AISC C-E2-1 KL/rx = for pin K =1.0 check KL/rx =Section B7 KL/ry KL/ry =

Cc = sqrt [ 2*pi()2

Es/ Fy ] Cc =

FS = 5/3+3*(KL/r)/(8*Cc)-(KL/r)^3/(8*Cc^3) FS =

AISC E2-1 when : kL/r ≤ Cc Fa = [ 1 - (KL/r)2/ 2Cc2 ] * Fy/FS ≤ 0.6 Fy

AISC E2-2 when : kL/r > Cc Fa = 12π2E / 23(kL/r)2 ≤ 0.6 Fy

Therefore Fa ≤ 0.6Fy OK

C.2 Check for axial compression for Pipe

Allowable Compressive Stress for Pipe ΣR2 = 0

KL/rx = for pin K =1.0 check R1 (D) = Force * LsinØ KL/rx =

KL/ry KL/ry =

Cc = sqrt [ 2*pi()2

Es/ Fy ] Force = R1 * D/ LsinØ Cc =

FS = 5/3+3*(KL/r)/(8*Cc)-(KL/r)^3/(8*Cc^3) Force = Capacity,P * sinØ * D/ LsinØ FS =

when : kL/r ≤ Cc Fa = [ 1 - (KL/r)2/ 2Cc

2] * Fy/FS Fa =

when : kL/r > Cc Fa = 12π2E / 23(kL/r)

2Therefore Fa ≤ 0.6Fy OK

C.3 Capacity Calculation Table

Fa = 34.33 MPa

69.28

173.21

17.49

126.12

1.72

Capacity

(kg)

2333.73

4530.11

143.06

17.49

Fa AForce

(kN)

1.86

126.12

Capacity

(MT)

Pipe 40Ø, S40 143.06 512.39 73.30 1.50 4.53

Flat Plate

66.64

2.3334.33

SIZEP = Fa * A

(kN)

Factor of

Safety

34.33 1000.00 34.33 1.50

Pipe 40Ø, S40 14.89 416.99 1.52 1.50 1.01

0.82

Capacity

(kg)Bending Shear

1012

820

SIZEForce, R (kN) Governing

Load (MT)

Factor of

Safety

Capacity

(MT)

Flat Plate 12.06 375.30 1.23 1.50

FORCE

R1 R2

kL200<

kL

r 200<

Ø

D



KENCANA HL Sdn.Bhd.




Sitiawan Perak.

Tel : 05 -6923071

0

AGG/ UAA

PROJECT : WHEATSTONE PROJECT LNG PLANT

Remar

REV

SHEET


24-Jun-2

of


SUBJECT


:

G. Weld Design At Base Of Column (Along X Direction)

Note : Loading was consider in the design is only at direction X and loadings in the direction Z and Y was neglected

Weld Connection at Column Pipe BaseLw = pi() * d weld length Lw =

Shear X fr = 0.5 Force / Lw shear in each leg

fr = 0.707 * w * 0.3 * Fw

w = mm (weld thickness equal to thickness of pipe)

0.5 Force / Lw = 0.707 * w * 0.3 * Fw

Force = 0.707 * w * 0.3 * Fw * 2 * Lw Force =

Weld Connection at Column Plate Base

Lw = 2d + 2b weld length Lw =

Shear X fr = 0.5 Force / Lw shear in weld each leg

fr = 0.707 * w * 0.3 * Fw

w = mm (weld thickness equal to thickness of plate)

0.5 Force / Lw = 0.707 * w * 0.3 * Fw

Force = 0.707 * w * 0.3 * Fw * 2 * Lw Force =

F. Summary

The table below showing the maximum or governing safe working load of Pipe Stand (plate and pipe)

R f AISC ASD 9th Editi

2333.73 58464.27

Column (kg)

4530.11

Weld (kg)

11587.01

Flat Plate

Dog Plate (kg)

1012.42

820.06

SIZE

Pipe 40Ø, S40

150

3.68

113

140

20.00

573



Weld Connection at Pipe Base

Aw = pi() * d + 50mm (stiffener length) = mm

R2 = Force * LsinØ/ D N

Shear Z fvZ = R2 / Aw shear in each leg = N/mm nomin

Shear X fvY = 0.5 Force / Aw shear in each leg = N/mm nomin

Resultant R =fv

2+ fb

2

= N/mmresulta

w = fr/ (0.707 *0.3*480MPa) = mm weld t

Weld Connection at Plate Base

Aw = 2*d + 2*b = mm

R2 = Force * LsinØ/ D N

Shear Z fvZ = R2 / Aw shear in each leg = N/mm nomin

Shear X fvY = 0.5 Force / Aw shear in each leg = N/mm nomin

Resultant R = fv2

+ fb2

= N/mm resulta

w = fr/ (0.707 *0.3*480MPa) = mm weld t

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l shear stress

l bending stress

nt stress

ickness

l shear stress

l bending stress

nt stress

ickness

plate stand

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