Design criteria for steel I columns under axial load and biaxial bending

1976 ◽  
Vol 3 (3) ◽  
pp. 466-473
Author(s):  
D. A. Ross ◽  
W. F. Chen
Keyword(s):  
Ultimate Strength ◽  
Axial Load ◽  
Bending Moment ◽  
Design Criteria ◽  
Biaxial Bending ◽  
Design Code ◽  
Simple Modification ◽  
Strength Design ◽  
Depth Ratio

The design code, Canadian Standard S16.1-1974, permits ultimate strength design steel H columns subjected to axial load and biaxial bending moment. However, this is permitted only for sections in which the flange width to section depth ratio is equal to or greater than 0.8. In this paper a simple modification to the previous formulas is proposed which enables the restriction on flange width to section depth ratio to be removed so that they are also applicable to steel I columns.

Closed form ultimate strength of multi-rectangle reinforced concrete sections under axial load and biaxial bending

2009 ◽  
Vol 6 (6) ◽  
pp. 505-521 ◽  
Author(s):  
V. Dias da Silva ◽  
M.H.F.M. Barros ◽  
E.N.B.S. Julio ◽  
C.C. Ferreira
Keyword(s):  
Reinforced Concrete ◽  
Closed Form ◽  
Ultimate Strength ◽  
Axial Load ◽  
Biaxial Bending

Ultimate Strength Design of Racks for Jack-Up Units

1986 ◽  
Vol 108 (3) ◽  
pp. 413-423
Author(s):  
Hiroshi Honda
Keyword(s):  
Ultimate Strength ◽  
Cross Section ◽  
Elastic Stress ◽  
Shear Fracture ◽  
Design Method ◽  
Design Criteria ◽  
Fracture Test ◽  
Strength Design ◽  
The Subject ◽  
Jack Up

The subject of paper discusses an approach taken in evaluating the load acting on racks for jack-up units (the jack load) together with its computed results. The fracture test of a full-scale rack for a jack-up unit and a finite-element elastic stress analysis for this rack were also conducted. These results led to new design criteria for the ultimate strength design method of racks for jack-up units, when exposed to a combination of loads including stormy conditions. Typically, the ultimate strength of the racks was evaluated on the assumption that the cross section of the rack tooth plastically collapses at its root. During this investigation, it was shown, however, that the ultimate strength of the racks needs to be evaluated also on the premise that the rack tooth is subject to shear fracture caused by its mating pinion tooth.

Lessons Learned From Deepwater-Spool Design on Aasta Hansteen

2015 ◽  
Author(s):  
Tore Jacobsen ◽  
Kristian Norland ◽  
Venkatapathi Tharigopula
Keyword(s):  
Bending Moment ◽  
Optimization Methods ◽  
Fe Analysis ◽  
Lessons Learned ◽  
Design Criteria ◽  
Design Code ◽  
Straight Pipe ◽  
Linear Finite Element ◽  
Reaction Forces ◽  
Pipeline Design

Spools are frequently used to tie-in pipelines to subsea structures with the purpose of absorbing expansions at the pipeline end, in addition to the connection between pipeline and structure. Deepwater rigid spools have to be designed to accommodate expansion movements resulting from high product temperatures, low strength soils and phenomena such as pipe walking. They also have to accommodate spool fabrication and installation tolerances. These requirements drive the spool geometry and can lead to complex spool geometries that are difficult to install. The design code usually used for spool analysis is DNV-OS-F-101 [1] which is a primary design code for pipeline design. While using this design code for straight-linepipe and bends, careful considerations should be made because the bends tend to behave different from a straight pipe. Especially the ovality response under in-plane bending is of interest for establishment of a design criteria. The most accurate way to establish this design criteria is by utilising a 3-D non-linear finite element (FE) analysis. The bending moment at failure should be compared with the corresponding bending moment under design conditions. By using FE analyses, more flexible spool can be designed giving lower reaction forces and moments. In addition there are other design-optimization methods to reduce the required spool size and complexity which are further described in this paper. The present paper shows the reduction in wall thickness that is possible through design by analyses. The spool design process is also outlined, and a comparison made on different spool size optimization concepts.

Tests on hollow structural section beam columns

1977 ◽  
Vol 4 (2) ◽  
pp. 257-262 ◽  
Author(s):  
S. Unnikrishna Pillai ◽  
V. J. Kurian
Keyword(s):  
Ultimate Strength ◽  
Axial Compression ◽  
Bending Moment ◽  
Strength Criterion ◽  
Test Results ◽  
Biaxial Bending ◽  
Limit States ◽  
Beam Columns ◽  
Class 1 ◽  
Hollow Structural Section

Modified interaction equations have already been proposed for the ultimate strength design of square hollow structural section columns subject to biaxial bending. The Canadian Standard S16.1-1974 permits the use of these equations for class 1 and class 2 square hollow structural section beam columns. Results of a test programme undertaken to verify experimentally the validity of these equations are presented in this paper. Tests were conducted under various combinations of axial compression and biaxial bending moment. From the test results it is concluded that the proposed interaction equations give a safe and satisfactory strength criterion for the limit states design of class 1 and class 2 square hollow structural section beam columns.

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