Ultimate Load Test and Analysis of a Retrofitted Model Steel Dome

Abstract

This paper concerns the test and analysis of a retrofitted post-tensioned and shaped steel dome that failed in an original loading test. The post-tensioned and shaped steel dome was formed by a post-tensioning operation from a planar layout constituted of hexagonal grids. After its first loading to failure, the dome was retrofitted in situ. The retrofitting method and the results of a subsequent ultimate load test and nonlinear finite element analyses of the retrofitted dome are presented. It is found that the retrofitted dome has a much greater ultimate load capacity than the original dome. The results of finite element analyses show that the prestress member forces caused during shape formation can cause a reduction of ultimate load capacity, and that the post-tensioned and shaped steel dome investigated here is sensitive to geometrical imperfections. It is also noted that the retrofitting process can be used to erect a domic structure from a near flat layout. The proposed method of considering prestress forces can be useful in nonlinear analysis of structures involving prestress forces.

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References

Schmidt

L. C.

, Li

and Chua

(1996). “A hexagonal grid dome shaped by post-tensioning method.” Proc. of Asia-Pacific Conf. on Shell and Spatial Structures, Beijing, China Civil Engineering Society, Beijing, 146-153.

Schmidt

L. C.

, Li

and Chua

(1998). “Post-tensioned and shaped hexagonal grid dome: test and analysis.” J. of Structural Engineering, ASCE, Vol. 124, No. 6, 696-703.

Calladine

C. R.

(1978). “Buckminster Fuller's tensegrity structures and Clerk Maxwell's rule for the construction of stiff frames.” Int. J. of Solids Structures, Vol. 14, No. 3, 161-172.

Schmidt

L. C.

and Li

(1995). “Geometric models of deployable metal domes.” J. of Architectural Engineering, ASCE, Vol. 1, No. 3, 115-120.

Chajes

(1975). Principles of structural stability theory, Prentice-Hall, Englewood Cliffs, NJ, USA.

Rosen

and Schmit

L. A.

Jr. (1979). “Design oriented analysis of imperfect truss structures, part 1 - accurate analysis.” Intl. J. for Numerical Methods in Engineering, Vol. 14, No.9, 1309-1321.

Smith

E. A.

(1984). “Space truss nonlinear analysis.” J. of the Structural Division, ASCE, Vol. 110, No.4, 688-705.

Schmidt

L. C.

, Morgan

P. R.

and Clarkson

J. A.

(1976). “Space trusses with brittle type strut buckling.” J. of Structural Division, ASCE, Vol. 102, No.ST7, 1479-1492.

MSC/NASTRAN User's Manual; Version 68. (1995). The MacNeal-Schwendler Corporation, Los Angeles, California, USA.