Post on 13-Apr-2018
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Contents1 Introduction: ............................................................................................................................ 12 Problem Definition: ................................................................................................................. 13 Basic Data: ............................................................................................................................... 1
3.1 Material Properties: .......................................................................................................... 14 Local Design and Framing Arrangement: ............................................................................... 2
4.1 Floor Beams: .................................................................................................................... 24.2 Secondary Beam:.............................................................................................................. 3
5 Computer Model: ..................................................................................................................... 45.1 Assumptions: .................................................................................................................... 45.2 Member Group Plots: ....................................................................................................... 55.3 Member Section Plots: ..................................................................................................... 95.4 Joint Group Plots: ........................................................................................................... 13
6 Load Simulation: ................................................................................................................... 176.1 Dead Load: ..................................................................................................................... 176.2 Live Load: ...................................................................................................................... 186.3 Wind Load: ..................................................................................................................... 19
7 Results: .................................................................................................................................. 208 References: ............................................................................................................................ 21
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Structural model of the topside
1 Introduction:The topside structure supports a significant amount of load and it transmits the load to the jacket.
The loads acting on the topside structure are live loads, wind loads and dead loads. By
considering these loads we have designed and simulated a topside structure subjected to such
loads. The entire structure is modeled, analysed and sized using SACS 5.3 Executive Service
Pack 1 version 5.3.1.1(with API RP-2A & AISC 13th
Edition guidelines).
2 Problem Definition:Prepare a structural model of topside structure with the following requirement.
Cellar Deck = 40 m 30 m EL (+)20 m
Main Deck = 42 m 34 m EL (+)30 m
Leg Spacing = 20 m15 m
Wind Speed = 50 m/s
Live Load = 10 kN/m2
Carry out in place analysis and size the members and joints.
3 Basic Data:3.1 Material Properties:The Material used is Steel and its properties are given below
Density = 7.849 tonne/m3
Young's Modulus (E) = 20000 kN/cm2
Shear Modulus (G) = 8000 kN/cm2
Yield strength (Fy) = 34.5 kN/cm2
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4 Local Design and Framing Arrangement:4.1 Floor Beams:Except that of the primary and secondary Beams all other members in the structures are chosen
to be tubular sections.
Figure 1: Boxed Plate Beam used for Primary
Beam
Figure 2: Secondary Beam I - Section
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4.2 Secondary Beam:The secondary beam of span 9.5m and section UB457B89 is considered.
The simply supported beam arrangement which takes up a load of 10 kN/m2as transferred by the
plate of 9.5 m x 1 m is shown in fig. X. It is assumed that secondary Beam takes up to half of the
load acting on two plates resting on it. Hence total area supported by the secondary Beam will
be 9.5 sq.m.
)))
Deflection of the secondary Beam:
)))
Allowable Deflection:
Figure 3: Cross section chosen for outer secondary Beams
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5 Computer Model:5.1 Assumptions:The structure is modeled using the following assumptions
Global design is followed in the software
The elements used are isotropic, homogeneous and elastic.
Figure 4: Isometric view of modeled topside
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5.2 Member Group Plots:
Figure 5: Member Group ID of Plan at elevation (+)10m
Figure 6: Member Group ID of plan at Elevation (+) 20 m
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Figure 7: Member Group ID of plan at Elevation (+) 30 m
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Figure 8: Member Group ID at location y= 0 m
Figure 9: Member Group at location y=15 m
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Figure 10: Member Group at location x= 0 m
Figure 11: Member Group ID at location x=20 m
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5.3 Member Section Plots:
Figure 12: Member Section for plan at elevation (+) 10 m
Figure 13: Member Section for plan at elevation (+) 20 m
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Figure 14: Member Section for plan at elevation (+) 30 m
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Figure 15: Member seection at location y = 0 m
Figure 16: Member seection at location y= 15 m
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Figure 17: Member Section at location x= 0 m
Figure 18: Member Section at location x = 20 m
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5.4 Joint Group Plots:
Figure 19: Joint numbers at location x= 0 m
Figure 20: Joint numbers at location x= 20 m
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Figure 21: Joint numbers at location y= 0 m
Figure 22: Joint numbers at location y= 15 m
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Figure 23: Joint numbers at elevation (+) 10 m
Figure 24: Joint numbers at elevation (+) 20 m
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Figure 25: Joint numbers at elevation (+) 30 m
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6 Load Simulation:6.1 Dead Load:
TOTAL DEAD LOAD =8661.65 KN
TOTAL WEIGHT OF THE STRUCTURAL STEEL= 882.94 MT
Figure 26: Isometric view of dead load acting on the structure
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6.2 Live Load:TOTAL LIVE LOAD = 26279.99 KN
Figure 27: Isometric view of the structure showing live load acting on the structure
Figure 28: Isometric view of the cellar deck showing live load acting on the structure (EL = (+)20 m)
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Figure 29: Isometric view of the main deck showing live load acting on the structure (EL = (+) 30 m)
6.3 Wind Load:
Figure 30: Projected area along the north side
Wind load acting on the overall projected area of the platform CS= 1
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Figure 31: Isometric view of the structure showing wind load ( 50 m/s from North ) acting on the structure
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Results:0.8
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L-53FD CV 0.908 2002 0 -73.27 -21.53 -0.14 0.6 10.51 97.8 97.8 0.865 2001 0.834
L-54ED CV 0.814 2003 0 -84.75 -17.88 -0.62 -0.08 8.03 85 85 0.768 2000 0.752
* * J O I N T C A N S U M M A R Y * *
(UNITY CHECK ORDER)
LOAD STRN LOAD STRN BRACE LOAD
JOINT DIAMETER THICKNESS YLD STRS UC UC DIAMETER THICKNESS YLD STRS UC UC JOINT CASE
(CM) (CM) (N/MM2) (CM) (CM) (N/MM2)
402L 76.2 3.81 345 0.399 0.394 76.200 3.810 345 0 0.394 404L 2003
404L 76.2 3.81 345 0.399 0.392 76.200 3.810 345 0 0.392 402L 2001
401L 76.2 3.81 345 0.398 0.394 76.200 3.810 345 0 0.394 403L 2003
403L 76.2 3.81 345 0.398 0.392 76.200 3.810 345 0 0.392 401L 2001
501L 76.2 3.81 345 0.23 0.261 76.200 3.810 345 0 0.261 4 2003502L 76.2 3.81 345 0.231 0.261 76.200 3.810 345 0 0.261 4 2003
503L 76.2 3.81 345 0.23 0.26 76.200 3.810 345 0 0.26 6 2001
504L 76.2 3.81 345 0.231 0.26 76.200 3.810 345 0 0.26 6 2001
8 References:API RP-RA
AISC 13th
edition