DOCUMENT NO.

Rev.

ATA-ENG-001-018-A4 0A

CALCULATION OF STANDRAD BRACKET

JASA KONSTRUKSI PEMBANGUNAN TANGKI LPG PRESSURIZED

1 X 3000 MT
DI TERMINAL LPG CILACAP BERIKUT SRFAS PENDUKUNG

REV DATE PAGES DESCRIPTION PREP'D CHK'D APP'D COMPANY

0 11-Mar-19 ALL ISSUED FOR INFORMATION ELG GM IBC
1 Structural Lay out

2 Material Data
1. Structure
L 50 x 50 x 5 Ap = 4.802 cm2
W= 3.77 kg/m
I= 11.1 cm4
Z= 3.08 cm3
Y = I/Z 3.60 cm
Material : A 36
Allowable Stress 36 ksi = 2531.1 kg/cm2
Allowable axial stress : Fa = 0.66 x Fy = 1670.5 kg/cm2
Allowable shear stress : Fv = 0.4 x Fy = 1012.4 kg/cm2

2. Metal Plank (Asiba)

Material : Metal Plank
Yield Stress 250 Mpa = 2549 kg/cm2
Allowable axial stress : Fa = 0.66 x Fy = 1682.3 kg/cm2
Allowable shear stress : Fv = 0.4 x Fy = 1019.6 kg/cm2

3 Loading Data
1. Dead Load
Self Weight of Structure
Total Length = 1580 mm for L 50x50x5 Weight = 5.96 Kg
Total Length = 1021 mm for L 50x50x5 Weight = 3.85 Kg

total Dead Load = 9.81 Kg

2. Live Load
Assumtion position of personel are equal with others

Ww = 40 Kg
Wpers = 100 Kg (Assumed weight 1 personel with tool and equipment)
Wtot = 240 Kg (Assumed weight 2 personel)
Then Beam 1 will be loaded with live load (Wob) = Wtot = 240 Kg

Total Load on Beam 1 = 249.81 Kg

Dead Load on Beam 2 = 3.85

Then Beam 2 will be loaded with live load (Wob) = 240 Kg

Total Load on Beam 2 (q.L) = 243.85 Kg

4 Strength Control
4.1. Strength control in Beam 1
 Shear stress acting on Beam 1

Wob
P1 =
Ap

249.81
=
4.802
= 52.021 kg/cm2 < Fv = 1012.4 kg/cm2 (OK)

4.2. Strength control in Beam 2

Distribution of Loading on Bracket

1000

ΣFy = 0
a + b - Wob = 0
a+b= 243.85 Kg

ΣMa = 0
(q.L)x 1/2L - b x L = 0 , Where ; L = 1000 mm
243.85*1/2*1000 - 1000.b = 0
121925
b=
1000
b = 121.92 kg
a = 121.92 kg

Axial stress acting on Beam 2

1000

580
1021

W2 W2

W2 = -b.cos (63)
W2 = 243.85 x 1
W2 = 243.85 Kg
W2
fa =
Ap

243.85
=
4.802
= 50.781 kg/cm2 < Fa = 1670.5 kg/cm2 (OK)

4.3. Bending stress acting on Beam 2

M
fb =
Z
Where :
Mmax = 1/8.(Wtot / L). L2
2
Mmax = 1/8 243.85 1
Mmax = 30.481 Kgm
3048.1
fb =
8.47

σmax = 359.87 Kg/cm2 < Fv = 1670.5 kg/cm2 (OK)

Shear Stress acting on Beam 2

a
fv = = 32.513 kg/cm2
Aeff
Where : Aeff = 3.75 cm2
Stress Combination
 fc = SQRT (fb^2 + 3.(fa + fv)^2)
387.71 Kg/cm2 < Fc = 1670.5 kg/cm2 (OK)

4.4. Strength control Metal Plank

M.y
σmax =
I
Where :
Mmax = 1/8.(Wtot / L). L2
2
Mmax = 1/8 96 4
Mmax = 192 Kgm
I = 1/12.b.h3
3
1
I = 0.25 0.05
12
4
I = 3E-06 m

192 0.025
σmax =
2.60417E-06

σmax = 1843200 Kg/m2

σmax = 184.32 Kg/cm2 < Fv = 1019.6 kg/cm2 (OK)

4.5. Strength control in Welding Connection at Bracket due to Pad

Welding Electrode used : E7018

- Fy = 70000 psi = 4921 kg/cm2
- Allowable axial stress : Fa = 0.66 x Fy = 3247.86 kg/cm2
- Allowable shear stress : Fv = 0.4 x Fy = 1968.4 kg/cm2

- Shear stress acting on vertical direction due to "a" force :

a
fvy =
Aweld
121.92
fvy =
8
fvy = 15.241 kg/cm2 < Fv = 1968.4 kg/cm2 (OK)

4.6. Strength control in Welding Connection at Pin Bracket due to Pad

Welding Electrode used : E7018

- Fy = 70000 psi = 4921 kg/cm2
- Allowable axial stress : Fa = 0.66 x Fy = 3247.86 kg/cm2
- Allowable shear stress : Fv = 0.4 x Fy = 1968.4 kg/cm2

- Shear stress acting on vertical direction due to "a" force :

a
fvy =
Aweld
121.92
fvy =
8
fvy = 15.241 kg/cm2 < Fv = 1968.4 kg/cm2 (OK)
 4.7. Strength control in Welding Connection at Clamp due to Shell

Welding Electrode used : E7018

- Fy = 70000 psi = 4921 kg/cm2
- Allowable axial stress : Fa = 0.66 x Fy = 3247.86 kg/cm2
- Allowable shear stress : Fv = 0.4 x Fy = 1968.4 kg/cm2

- Shear stress acting on vertical direction due to "a" force :

a Where : Lweld = 145 mm
fvy =
Aweld

121.92
fvy =
17.4
fvy = 7.0072 kg/cm2 < Fv = 1968.4 kg/cm2 (OK)

5 Summary
The Bracket is satisfaction to be used