Lunar Dome, USA
The year 2019 marks the 50th anniversary of the first moon landing. For this occasion, a road show was planned in several cities throughout the United States of America. For this road show, a large temporary theater tent housing 1,600 seats was designed.
Matthew Churchill Production Ltd. and Nick Grace Management Ltd.
|Architectural Design||Teresa Hoskyns and Matthew Churchill|
|Membrane Structural Engineering and Workshop Drawings||
formTL ingenieure für tragwerk und leichtbau GmbHRadolfzell, Germany
|Membrane Contractor||Canobbio Textile Engineering|
Main Structure Model Parameters
The Dlubal customer formTL provided the structural engineering for this project. The finite element software RFEM was utilized for the analysis and design.
The tent was created as a temporary structure, optimized for quick assembly and easy transport A main membrane, supported by four truss arches, an elastically supported projection dome and a large ETFE façade, form the interior open space for this structure. The flexible foundation includes adaptable footing elements, anchored with long dowels. Pasadena, California was the first stop for the traveling theater for the "Apollo 11 - the Immersive Live Show" in the summer of 2019.
The Apollo Theater’s main structure is formed with 4 arch trusses. Hanging from these elements is an approximate 52743 ft² membrane made of PVC-coated polyester fabric type III. The two slightly inclined center trusses carry the primary load of the 240 ft long tent structure. These main trusses have a span of 183 ft and a height of 89 ft. The 36 ft high smaller lateral trusses in the foyer and backstage area are set at a higher inclination.
The interior includes a projection dome above a surrounding timber wall. This dome has a diameter of 151 ft and a height of 49 ft. It is suspended from the two main arches with elastic cables. This suspension stiffness is extremely low to allow the prestressing force to change only slightly if the outer shell is deformed (e.g. due to strong wind). The projection dome membrane consists of lightweight PVC-coated polyester fabric with micro-perforations, which absorbs about 65% of the sound.
Located under the foyer arch are 32 ft long facade supports with an ETFE cushion covering. The columns resist pressure loads only from the foyer arch. In the case of uplift loads, elongated holes provide decoupling.
The foundation for the arches includes large steel plates with 2.36 x 78.74 in piles. The plates can be used to compensate for height differences up to 19.69 in. The piles were designed according to EN 13782 and verified in a pullout test.
Within one short year, the planning, production and assembly of an unmatched temporary tent structure was completed.
Do you have questions or need advice?
Contact our free e-mail, chat, or forum support or find various suggested solutions and useful tips on our FAQ page.
RF-/PLATE-BUCKLING Add-on Module for RFEM/RSTAB | Plate Buckling Analysis for Plates with or Without Stiffeners According to 1993-1-5
RFEM/RSTAB Add-on Module RF-IMP/RSIMP | Generation of Geometric Replacement Imperfections and Pre-deformed Replacement Structures
Extension of the RF-/STEEL Warping Erosion module | Lateral -torsional buckling analyzes of members according to the second -order theory with 7 degrees of freedom
RFEM/RSTAB add-on module RF-/TOWER effective lengths | Determination of effective lengths of lattice towers
RFEM/RSTAB add-on module RF-/JOINTS Steel-Column Base | Hinged and restrained column bases according to EC 3
RFEM/RSTAB add-on module RF-/STEEL BS | Design of steel members according to BS 5950 or BS EN 1993-1-1
RFEM add-on module RF-LOAD-HISTORY | Consideration of plastic deformations from previous load conditions
RFEM/RSTAB add-on module RF-/FE-LTB | Lateral -torsional buckling analysis according to theory II. Order (FEM)
RF-/HOHLPROF add-on module for RFEM/RSTAB | Ultimate limit state designs of welded hollow section connections according to EC 3
SHAPE-THIN determines the effective cross-sections according to EN 1993-1-3 and EN 1993-1-5 for cold-formed sections. You can optionally check the geometric conditions for the applicability of the standard specified in EN 1993‑1‑3, Section 5.2.
The effects of local plate buckling are considered according to the method of reduced widths and the possible buckling of stiffeners (instability) is considered for stiffened sections according to EN 1993-1-3, Section 5.5.
As an option, you can perform an iterative calculation to optimize the effective cross-section.
You can display the effective cross-sections graphically.
Read more about designing cold-formed sections with SHAPE-THIN and RF-/STEEL Cold-Formed Sections in this technical article: Design of a Thin-Walled, Cold-Formed C-Section According to EN 1993-1-3.
- I am trying to manually check the deformations from the CRANEWAY add-on module. However, I obtain great deviations. How to explain the differences?
- What should be considered when using a failure of columns under tension in the RF‑/DYNAM Pro – Equivalent Loads add-on module?
- Why is there no stability analysis displayed in the results despite the activation of the stability analysis in RF‑/STEEL EC3?
- How can I model and design a crane runway girder with Dlubal Software?
- How do I model a suspended membrane roof structure with line supports?
- Is it possible to set user-defined values when viewing solid stress results?
- How do I model a tent roof with two cone tips?
- Why do I get large differences for the design of a longitudinally stiffened buckling panel in comparison with the German and Austrian National Annex?
- How can I create a curved or arched section?