beban dan hasil mp

8/3/2019 Beban Dan Hasil MP

1/22

gravity = 9.8067 N/m

mass of freefall (50 person) = 4750 kg

weight of freefall (50 person) = 11645.46 N No.

mass of freefall (22 person) = 3987 kg 1

weight of freefall (22 person) = 9774.828 N

Number of persons = 222 persons 2mass of persons = 16815 kg

weight of persons = 164899.7 N

Area = 123.268 m 3

pressure on area = 1337.733 N/m

self weight = 116942 kg

vertical acceleration (Y) = 5.783 m/s

transversal acceleration (X) = 7.296 m/s

longitudinal acceleration (Z) = 0.981 m/s


2/22

load item

Platform 1

freefall (50 person) 0 N -11645.5 N 0 N Nm


I - beamfreefall (50 person) 0 N -11645.5 N 0 N Nm


Live loads in muster point platform

Fx Fy Fz Mx


3/22

Nm Nm

Nm Nm

Nm Nm

Nm Nm

-1337.73 N/m

PressureMy Mz


4/22



weight of freefall (50 person) = 20839.238 N No.

mass of freefall (22 person) = 5802 kg 1


Number of persons = 222 persons 2mass of persons = 16815 kg


Area = 123.26798 m 3


Trim 10 by bow

Freefall 50 persons No.

Fy = W cos 10 = 20522.643 N 1

Fz = W sin 10 = 3618.6956 N

F resultan = 20839.238 N

2

Freefall 22 persons

Fy = W cos 10 = 14008.514 N

Fz = W sin 10 = 2470.0791 N 3

F resultan = 14224.618 N


Weight of persons * cos 10 = 162394.46 N No.

Area = 123.26798 m 1

Pressure on area = 1317.41 N/m

Trim 10 by stern 2

Freefall 50 persons = 20522.643 N

Fy = W cos 10 = 3618.6956 N

Fz = W sin 10 = 20839.238 N 3

F resultan


Fy = W cos 10 = 2470.0791 N No.

Fz = W sin 10 = 14224.618 N 1

F resultan

List 30 kanan 2


Fy = W cos 30 = 10419.619 N

Fx = W sin 30 = 20839.238 N 3

F resultan

a


Fy = W cos 30 = 7112.3092 N No.


5/22

Fx = W sin 30 = 14224.618 N 1

F resultan

List 30 kiri 2


Fy = W cos 30 = 10419.619 N

Fx = W sin 30 = 20839.238 N 3F resultan

b


Fy = W cos 30 = 7112.3092 N No.

Fx = W sin 30 = 14224.618 N 1

F resultan

Live loads in muster point platform 2

Weight of persons * cos 10 = 142807.3 N

Area = 123.26798 m

Pressure on area = 1158.5109 N/m 3

self weight = 116942.01 kg

vertical acceleration (Y) = 5.783 m/s

transversal acceleration (X) = 7.296 m/s

longitudinal acceleration (Z) = 0.981 m/s


6/22

Trim 10 by bow

load item

Platform 1

freefall (50 person) 0 N -20522.6 N 3618.696 N Nm


I - beamfreefall (50 person) 0 N -20522.6 N 3618.696 N Nm



Trim 10 by stern

load item

Platform 1

freefall (50 person) 0 N -20522.6 N -3618.7 N Nm


I - beam




List 30 kanan

load item

Platform 1

freefall (50 person) -10419.6 N -18047.3 N 0 N Nm

freefall (22 person) -7112.31 N -12318.9 N 0 N NmI - beam




List 30 kiri

load item

Platform 1

freefall (50 person) 10419.62 N -18047.3 N -10419.6 N Nm

freefall (22 person) 7112.309 N -12318.9 N -7112.31 N NmI - beam




Trim 10 by bow + list 30 kiri

load item

Fx Fy Fz Mx

Fx Fy

Fx Fy Fz Mx

Fz Mx

Fz Mx

Fx Fy Fz Mx

Fx Fy


7/22

Platform 1

freefall (50 person) 10419.62 N -38570 N 3618.696 N Nm

freefall (22 person) 7112.309 N -26327.4 N 2470.079 N Nm

I - beam

freefall (50 person) 10419.62 N -38570 N 3618.696 N Nm

freefall (22 person) 7112.309 N -26327.4 N 2470.079 N Nm


Trim 10 by stern + list 30 kiri

load item

Platform 1

freefall (50 person) 10419.62 N -38570 N -3618.7 N Nm


I - beam

freefall (50 person) 10419.62 N -38570 N -3618.7 N Nm



Fx Fy Fz Mx


8/22

Nm Nm

Nm Nm

Nm Nm

Nm Nm

-14224.6 N/m

Nm Nm

Nm Nm

Nm Nm

Nm Nm

-14224.6 N/m

Nm Nm

Nm Nm

Nm Nm

Nm Nm

-1158.51 N/m

Nm Nm

Nm Nm

Nm Nm

Nm Nm

-1158.51 N/m

My Mz Pressure

My

Mz Mz

My Mz

Mz Mz

Mz

My

My Mz

Pressure


9/22

Nm Nm

Nm Nm

Nm Nm

Nm Nm

-2475.92 N/m

Nm Nm

Nm Nm

Nm Nm

Nm Nm

-2475.92 N/m

My Mz Pressure


10/22

No.

1

0 N -22923.161 N 0 N

0 N -15647.08 N 0 N

2

0 N -22923.161 N 0 N0 N -15647.08 N 0 N

3

4 Falling reach the max lowering speed (50 persons) -3918.5276 N -5596.2374 N

5 -2674.7408 N -3819.9258 N

6 -69109.313 N -98698.327 N

7 -47173.204 N -67370.317 N

50 -95951.001 -104294.56

22 -65495.025 -71190.243

Percepatan FREEFALL 50 PERSON

W SIN 35 - f = m a

W SIN 35 - N = m a =

W SIN 35 - W COS 35 = m a f = 5

m g SIN 35 - m g COS 35 = m a

g SIN 35 - g COS 35 = m ag (SIN 35 - COS 35) = a

a = 3.214939 m/s

Gaya ketika meluncur

F freefall 50 persons = m a N

F freefall 50 persons = 6831.744 N

Fy = F sin 35 = 3918.528 N

Fz = F cos 35 = 5596.237 N



Fy = F sin 35 = 2674.741 N

Fz = F cos 35 = 3819.926 N

Gaya akibat berhenti mendadakKecepatan awal (V0) = 0 m/s w cos 17

Jarak yang ditempuh sebelum akan berhenti (S) = 5 m

S = V0 t + 0.5 a t FREEFALL 22 PERSON

a t = 10 m

Waktu yang dibutuhkan untuk menempuh jarak tersebut (t) = 1.763655 sec =

Kecepatan akhir (V1) = V0 + a t = 5.670043 m/s f = 34

Lama waktu pengereman (t) = 0.1 sec

F t = m (V1 - V0)


Fy = F sin 35 = 69109.31 N

Fz = F cos 35 = 98698.33 N

F freefall 22 persons = 82243.97 NFy = F sin 35 = 47173.2 N

Fz = F cos 35 = 67370.32 N

gravity = 9.8067 m/s




weight of freefall (22 person) = 14224.62 N w cos 11

Number of persons = 222 prsns

mass of persons = 16815 kg


Area = 123.268 m


Percepatan setelah lepas = 3 214939 m/s

Platform 1 (SF = 1.1)

freefall (50 person)


I - beam (SF = 1.1)

load item Fx Fy Fz

freefall (50 person)freefall (22 person)


Falling reach the max lowering speed (22 persons)

Abrupt brake to stop Freefall 50 persons

Abrupt brake to stop Freefall 22 persons


11/22

N/m

re


12/22

a Trim 10 by bow + list 30 kiri

No. Fx Fy Fz Mx

1

22923.1613 N -34036.4875 N 3980.56518 N

15647.0802 N -23232.906 N 2717.08696 N

23

4

5

6

b Trim 10 by stern + list 30 kiri

No. Fx Fy Fz Mx

1

22923.1613 N -34036.4875 N -3980.56518 N

15647.0802 N -23232.906 N -2717.08696 N

2

3

45

6


mass of freefall (50 person) = 8500 kg FREEFALL 50 PERSON


mass of freefall (22 person) = 5802 kg =

weight of freefall (22 person) = 14224.6184 N f = 6828.2

Percepatan

W SIN 35 - f = m a

W SIN 35 - N = m a

W SIN 35 - W COS 35 = m a

m g SIN 35 - m g COS 35 = m ag SIN 35 - g COS 35 = m a

g (SIN 35 - COS 35) = a

a = 4.8215742 m/s

Gaya ketika meluncur



Fy = F sin 35 = 5876.77537 N

Fz = F cos 35 = 8392.90503 N


F freefall 22 persons = 6993.69338 N w cos 68282.01

Fy = F sin 35 = 4011.41773 N

Fz = F cos 35 = 5728.89823 N FREEFALL 22 PERSON

Gaya akibat berhenti mendadak =

Kecepatan awal (V0) = 0 m/s f =

Jarak yang ditempuh sebelum akan berh = 1 m

S = V0 t + 0.5 a t

a t = 2 m

Waktu yang dibutuhkan untuk menempu = 0.64405146 sec

Kecepatan akhir (V1) = V0 + a t = 3.10534191 m/s

Lama waktu pengereman (t) = 0.1 sec

F t = m (V1 - V0)


Fy = F sin 35 = 37849.4577 N

Fz = F cos 35 = 54054.6275 N


Fy = F sin 35 = 25835.5945 N

Fz = F cos 35 = 36897 0528 N

load item

I - beam (SF = 1.1)



Live loads in muster point platformFalling reach the max lowering speed (50prsn)

Falling reach the max lowering speed (22prsn)

Abrupt brake to stop


load item

I - beam (SF = 1.1)




Falling reach the max lowering speed (50prsn)

Falling reach the max lowering speed (22prsn)Abrupt brake to stop



13/22

N/m

N/m

s

e

e


14/22

LC01

LC02 (a)

LC02 (b)

LC03LC02&03 (a)

LC02&03 (b)

NOTE:

Load case 01

Load case 02 (a)

Load case 02 (b)

Load case 03

Load case 02 & 03 (a)

Load case 02 & 03 (b)

lifeboat loads on I -beam and Platform + Live loads on muster point plat

Design Criteria Load Case Safety Factor

Full loaded lifeboat given to I - beam and platform + Live loads on must

Full loaded lifeboat given to I - beam and platform + Live loads on must

(SF = 1.1) Full loaded lifeboat given to I - beam and platform + falling re

muster point


muster point during trim 10 by bow and list 30


muster point during trim 10 by stern and list 30

Von Misses Stress Based on the Tensile Yield Stress 1


15/22

SMYS Steel COMPUTED

(N/m2) (N/m

2)

1.500E+08 0.638 PASS

3.400E+08 1.447 FAIL

1.360E+08 0.579 PASS

3.780E+08 1.609 FAIL4.42E+08 1.881 FAIL

4.46E+08 1.898 FAIL

form

Permissible Value UC Remark

r pooint platform during trim 10 by bow and list 30

r pooint platform during trim 10 by stern and list 30

ch the maximum lowering speed + abrupt brake to stop + live loads on



2.350E+08 2.350E+08


16/22

I . Punching Shear (Vp)

Vp = f sin

where :

f = nominal axial, in-plane bending, or out of plane bending stress

in the brace (punching shear for each kept separate)

f AX = 3.00 ; axial stress

f IPB = 3.00 ; in-plane banding stress

f OPB = 3.00 ; out-of-plane banding stress

t = brace thickness, in mm d = brace diameter= 15.10 mm = 273.00 mm

T = chord thickness D = Chord diameter

= 15.10 mm = 273.00 mm

= t / T = d / D

= 1.00 mm = 1.00

= 30 deg = D / 2T

= 9.04

Therefore, the acting punching shear is as follows:

(Vp)AX = 1.50

(Vp)IPB = 1.50

(Vp)OPB = 1.50

II . Allowable Punching Shear (Vpa)

Vpa = Qq QfFye / 0.6

Qf = 1.0 - A2

Fye = 235 Mpa

where :

= 0.03 for brace axial stress

= 0.045 for brace in-plane bending stress

= 0.021 for brace out-of-plane bending stress

PUNCHING SHEAR CALCULATIONSAmerican Institute of Steel Construction (AISC) ASD 9th edition

BUCKLING STRUCTURE (COLUMN) CALCULATIONS


17/22

= 2035.2

`

The value of Qffor each component of bracing loading:

Qffor axial stress;

Qf= -1123243

Qffor in-plane bending stress;

Qf= -1684864

Qffor out-of-plane bending;

Qf= -786269.5

The value of Qq for each component of bracing loading:

Qq for axial stress;

Qq = (1.10 + 0.20/)

= 1.12

Qq for in-plane bending stress;

Qq = (3.72 + 0.67/)

= 4.39

Qq for in-plane bending stress;

Qq = (1.37 + 0.67/)Q

= 2.04

Because value of> 0.6, so value of Q must be used; (see table 1.)

Q = 1

Resume allowable punching shear

Component Vpa (Mpa)

Table 1. Value for Qq


18/22

Axial Stress -54507026

In-Plane Bending Stress -320472211

Out-of-Plane Bending Stress -69496432

III. Unity Check for Punching Shear

For combined axial and bending stresses in the brace, the following interactionequation should be satisfied:

1

where the arcsin term is in radians

= 2.209E-08

= 4.158E-08 PASS


19/22

hapter E

RESUME


20/22


21/22

Axial Axial

Tension Compression

Kgap

T & Y

(1.10 + 0.20 / ) (0.75 + 0.20 / )Q

Cross

1.68

0.4

0.238095

2.748296

0.4

0.145545

Table 1. Value for Qq

Type of Joint

and Geometry

Type of Load in Brace Member

In-Plane

Bending

w/o diaphragms

w/ diaphragms

(1.10 + 0.20 / )Qg

(1.10 + 0.20 / )

(1.10 + 0.20 / )

(3.72 + 0.67 / )


22/22

(1.37+ 0.67 / )Q

Out-of-Plane

Bending

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