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Modeling procedure and Case study of ‘Gocheok Sky Dome’

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Modeling procedure and Case study of ‘Gocheok Sky Dome’

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presentation gives data on "how Modeling procedure and Case study of ‘Gocheok Sky Dome’ was done" and how mathematics and finite elemental analysis are useful for as a part of analysis of stresses strain,wind loading..ect.

presentation gives data on "how Modeling procedure and Case study of ‘Gocheok Sky Dome’ was done" and how mathematics and finite elemental analysis are useful for as a part of analysis of stresses strain,wind loading..ect.

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Modeling procedure and Case study of ‘Gocheok Sky Dome’

  1. 1. 1 MODELING PROCEDURE AND CASE STUDY OF ‘GOCHEOK SKY DOME’ Presented by: LAKAVATH CHANDRASHEKHAR p16st016@amd.svnit.ac.in Applied Mechanics Department Sardar Vallabhbhai National Institute of Technology, Surat, Gujarat, India.
  2. 2. Content • Over view of Dome • Modeling • Various Elements and its properties • Various steps of Construction • conclusion
  3. 3. Gocheok Sky Dome
  4. 4. Overview of Dome Project : South-Western Dome Baseball Stadium, 2009 Location : Seoul, Korea Occupancy : Sport Stadium Area : 62,443 ㎡ (2 Story Below Ground, 4 Stories Above Ground) Seating capacity : 22,258 Seats Structure System : Steel Space Frame & RC Frame Architect : Ilkun + Atee Architects Contractor : Hyundai Development Company Time for construction: 6 years Type of Dome: geodesic Dome Contents: ballpark, swimming pool, gym Structure : R.C Frame, P.C Stand Roof/Space Frame + Membrane, including baseball Hall.
  5. 5. Modeling of special structure Special structure : Based on how the External load resisted • Compression structure : shells • Tension structure: tension fabric, air-supported, air inflated and cable-net • Both Tension and compression :space grids and diferrent domes • Am focusing on Tension structure in this ppt presentation
  6. 6. Membrane Details • Surface determines: the distribution and magnitude of the stress and deflection under external loading condition.(r is minimum for out plane stresses) • Model prepared and tested by frei otto’s soap film experiment to find the minimal surface. Or nonlinear analysis • Finite analysis method: Boundary conditions of the structure. Newton- raphson method,cst method. • Warp yarns in hanging direction of surface • Weft yarns (wind load suction resistance)
  7. 7. • membrane dome comprises 16 panels with (width=7.4 m) Resulting in a total size of 100 m by 120 m and a maximum height of 12 m at the center • An initial uniform force per width of 3 kN is applied for both warp and fill directions of the membrane. The prestressing force of the cable varies depending on the length of the panel from 140 kN for the shortest panel (panel 2) to 170 kN for the longest panel (panel 8). • For accuracy welded seams also follows the curve-path • Fabric waves directions are affected by the patterning & also depends on pre-stressing. • Equilibrium of geometric and elastic matrixes are used for nonlinear stress deformation analysis
  8. 8. Barrel vault-shaped membrane structure supported by steel structure • Shortest panel-2 of Membrane of 58m long,3m high on center, load is 140KN/cable • Longest panel-8 of Membrane 100m length and height 12m, load is 170KN/cable Uplift pressure :-141 kgf/m2 Downward pressure :79kgf/m2 Snow load:50kgf/m2. Critical combination of loadingCase Loading direction Load combination Case1 Downward loading Self weight + prestress + snow + wind (downwards) Case2 Uplift loading Self weight +prestress + wing (uplift)
  9. 9. Material properties:
  10. 10. Fabric material properties The fabric used is Sheerfill II, Ultimate strength : 137.5 kN/m in the warp direction In the fill direction: 98.1 kN/m The coated fabric weight:1.428 Kg/m3, Thickness:0.76mm, Solar transmission12%, Solar reflectance:73%
  11. 11. Arch Details
  12. 12. Stress- Deformation Analysis This Test is Performed to examine the quality of form finding analysis (boundary condition satisfied) i.e for isotropic pressure minimum surface area is required then displacement should be zero or if boundary condition doesn't allow for minimum surface then anisotropic and varying prestress values are generated pressure
  13. 13. Gaus curve analysis
  14. 14. Gaus curve in 2D and 3D
  15. 15. Erection procedure
  16. 16. Erection Method: Lift Up Method
  17. 17. ROOF ASSEMBLING SEQUENCE OF DOME
  18. 18. Overview of dome with steel skeletal
  19. 19. Connection Details
  20. 20. Meridional Ribs connection
  21. 21. Meridional ribs Terminated at lantern ring don not form crown at joint
  22. 22. Conclusion • How the implementation of Prestressing cable can strengthen the membrane structure (uplift case) • Regular geometry helps to have more stable response under loading condition • How form-finding steps have significant effect on increasing stiffness of structure • How Arch's provided at crown area of dome for safer load distribution to Meridional ribs through lantern ring.
  23. 23. What I learned from this work is • Applications of mathematics in structural engineering field such as by Non-linear analysis (Newton Ramphson method, Gauss seidal method, linear lagrangian interpolation function, constant Strain Triagle method) • Frei Otto’s technic for finding unlimited beautiful structures • Fabric used was sheerfill II for light transparent purpose • Why they introduced Prestressing and when it plays role
  24. 24. THANK YOU SIR

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