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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
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load item
Platform 1
freefall (50 person) 0 N -11645.5 N 0 N Nm
freefall (22 person) 0 N -9774.83 N 0 N Nm
I - beamfreefall (50 person) 0 N -11645.5 N 0 N Nm
freefall (22 person) 0 N -9774.83 N 0 N Nm
Live loads in muster point platform
Fx Fy Fz Mx
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Nm Nm
Nm Nm
Nm Nm
Nm Nm
-1337.73 N/m
PressureMy Mz
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gravity = 9.8067 N/m
mass of freefall (50 person) = 8500 kg
weight of freefall (50 person) = 20839.238 N No.
mass of freefall (22 person) = 5802 kg 1
weight of freefall (22 person) = 14224.618 N
Number of persons = 222 persons 2mass of persons = 16815 kg
weight of persons = 164899.66 N
Area = 123.26798 m 3
pressure on area = 1337.7332 N/m
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
Live loads in muster point platform
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
Freefall 22 persons = 14008.514 N
Fy = W cos 10 = 2470.0791 N No.
Fz = W sin 10 = 14224.618 N 1
F resultan
List 30 kanan 2
Freefall 50 persons = 18047.309 N
Fy = W cos 30 = 10419.619 N
Fx = W sin 30 = 20839.238 N 3
F resultan
a
Freefall 22 persons = 12318.881 N
Fy = W cos 30 = 7112.3092 N No.
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Fx = W sin 30 = 14224.618 N 1
F resultan
List 30 kiri 2
Freefall 50 persons = 18047.309 N
Fy = W cos 30 = 10419.619 N
Fx = W sin 30 = 20839.238 N 3F resultan
b
Freefall 22 persons = 12318.881 N
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
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Trim 10 by bow
load item
Platform 1
freefall (50 person) 0 N -20522.6 N 3618.696 N Nm
freefall (22 person) 0 N -14008.5 N 2470.079 N Nm
I - beamfreefall (50 person) 0 N -20522.6 N 3618.696 N Nm
freefall (22 person) 0 N -14008.5 N 2470.079 N Nm
Live loads in muster point platform
Trim 10 by stern
load item
Platform 1
freefall (50 person) 0 N -20522.6 N -3618.7 N Nm
freefall (22 person) 0 N -14008.5 N -2470.08 N Nm
I - beam
freefall (50 person) 0 N -20522.6 N -3618.7 N Nm
freefall (22 person) 0 N -14008.5 N -2470.08 N Nm
Live loads in muster point platform
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
freefall (50 person) -10419.6 N -18047.3 N 0 N Nm
freefall (22 person) -7112.31 N -12318.9 N 0 N Nm
Live loads in muster point platform
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
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 Nm
Live loads in muster point platform
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
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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
Live loads in muster point platform
Trim 10 by stern + list 30 kiri
load item
Platform 1
freefall (50 person) 10419.62 N -38570 N -3618.7 N Nm
freefall (22 person) 7112.309 N -26327.4 N -2470.08 N Nm
I - beam
freefall (50 person) 10419.62 N -38570 N -3618.7 N Nm
freefall (22 person) 7112.309 N -26327.4 N -2470.08 N Nm
Live loads in muster point platform
Fx Fy Fz Mx
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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
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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
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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
F freefall 22 persons = m a N
F freefall 22 persons = 4663.268 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)
F freefall 50 persons = 120488.4 N
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
mass of freefall (50 person) = 8500 kg
weight of freefall (50 person) = 20839.24 N
mass of freefall (22 person) = 5802 kg
weight of freefall (22 person) = 14224.62 N w cos 11
Number of persons = 222 prsns
mass of persons = 16815 kg
weight of persons = 164899.7 N
Area = 123.268 m
pressure on area = 1337.733 N/m
Percepatan setelah lepas = 3 214939 m/s
Platform 1 (SF = 1.1)
freefall (50 person)
freefall (22 person)
I - beam (SF = 1.1)
load item Fx Fy Fz
freefall (50 person)freefall (22 person)
Live loads in muster point platform
Falling reach the max lowering speed (22 persons)
Abrupt brake to stop Freefall 50 persons
Abrupt brake to stop Freefall 22 persons
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N/m
re
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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
gravity = 9.8067 N/m
mass of freefall (50 person) = 8500 kg FREEFALL 50 PERSON
weight of freefall (50 person) = 20839.2375 N
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
F freefall 50 persons = m a N
F freefall 50 persons = 10245.8452 N
Fy = F sin 35 = 5876.77537 N
Fz = F cos 35 = 8392.90503 N
F freefall 22 persons = m a 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)
F freefall 50 persons = 65988.5157 N
Fy = F sin 35 = 37849.4577 N
Fz = F cos 35 = 54054.6275 N
F freefall 22 persons = 45042.9845 N
Fy = F sin 35 = 25835.5945 N
Fz = F cos 35 = 36897 0528 N
load item
I - beam (SF = 1.1)
freefall (50 person)
freefall (22 person)
Live loads in muster point platformFalling reach the max lowering speed (50prsn)
Falling reach the max lowering speed (22prsn)
Abrupt brake to stop
Abrupt brake to stop
load item
I - beam (SF = 1.1)
freefall (50 person)
freefall (22 person)
Live loads in muster point platform
Falling reach the max lowering speed (50prsn)
Falling reach the max lowering speed (22prsn)Abrupt brake to stop
Abrupt brake to stop
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N/m
N/m
s
e
e
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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
(SF = 1.1) Full loaded lifeboat given to I - beam and platform + falling re
muster point during trim 10 by bow and list 30
(SF = 1.1) Full loaded lifeboat given to I - beam and platform + falling re
muster point during trim 10 by stern and list 30
Von Misses Stress Based on the Tensile Yield Stress 1
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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
ch the maximum lowering speed + abrupt brake to stop + live loads on
ch the maximum lowering speed + abrupt brake to stop + live loads on
2.350E+08 2.350E+08
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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
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= 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
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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
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hapter E
RESUME
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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 / )
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(1.37+ 0.67 / )Q
Out-of-Plane
Bending