Terms & Conditions

Data Security

We are committed to ensuring that your information is secure. In order to prevent unauthorised access or disclosure we have put in place suitable physical, electronic and managerial procedures to safeguard and secure the information we collect.

All data is stored in secure electronic systems accessible only to Oasys staff with both valid network login credentials and specific authorisation to access the system.  Our systems further limit data access by role to ensure data is available only to those who have a specific need to see it.

If at any point you suspect or receive a suspicious communication from someone suggesting they work for Oasys or a website claiming to be affiliated with Oasys, please forward the communication to us or report the incident by email to [email protected] or in writing to Oasys, 8 Fitzroy Street, London, UK, W1T 4BJ as soon as possible.

Data Security Notice Updated 27th February 2020

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Website Terms and Conditions

The contents of this web site are protected by copyright and other intellectual property rights under international conventions. No copying of any words, images, graphic representations or other information contained in this web site is permitted without the prior written permission of the webmaster for this site.

Oasys accepts no responsibility for the content of any external site that links to or from this site.

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Software Licensing Terms

Terms and Conditions of Purchase

The full conditions of purchase and maintenance for all Oasys desktop software are set out in the Oasys Software Licence and Support Agreement.

The full conditions of purchase and maintenance for Oasys Gofer and Oasys Giraphe are set out in the Gofer SaaS Agreement  and the Giraphe SaaS agreement.

All prices are subject to TAX at the current rate.

Prices and specifications are subject to change without notice – please ask for a written quotation.

Although every care has been taken to ensure the accuracy of all information contained herein, the contents do not form or constitute a representation, warranty, or part of any contract.

Superseded Versions of Terms and Conditions

Oasys keeps copies of all superseded versions of its terms and conditions.

Maintenance & Support Services

Support and maintenance is included with all subscription licences for their full duration.

Annual maintenance contracts are available for software under a perpetual licence, prices are based on a percentage of the most recent list price.

This service includes:


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Stratford City – Bridge 20

Software Used on this Project

Project Overview


The Stratford City project created a major new mixed-use urban centre on a former railway goods yard in Stratford, East London. It is immediately east of the Olympic Park site and was completed in readiness for the London 2012 Olympic and Paralympic Games. Bridge 20 carries the northern access road across the Network Rail tracks which are on a bridge over the CTRL station box.


The Network Rail tracks were at a skew to the road alignment which meant the span of the bridge had to be reduced to minimise the cost of the structure.

Substantial utilities were carried across the bridge to provide the Olympic village on the north side of the bridge with electricity, water and telecommunications. This requirement and the need to be able to inspect and maintain these utilities over a railway line without interruption to the rail traffic led to the decision to provide a box girder deck in which the utilities could be carried.

How Oasys proved invaluable

To minimise the effective span, Arup developed a single arch scheme in connection with a torsionally stiff deck box and side cantilevers. This approach was more innovative than a traditional ladder beam and slab deck carried by two arches.


The bridge was analysed using Oasys GSA. Over 18 construction stages were modelled, examining permanent, highway traffic, wind and impact loads using linear and buckling analysis resulting in nearly 200 load cases and nearly as many combination cases.

Critical areas such as the bracing diaphragms and arch base were also analysed in detail using 2D finite elements. The complex geometry at the intersection between arch and deck was modelled in 3D and the stress verification was carried out based on the FE analysis.

For this purpose a semi-local model was created, incorporating the 3D FE model into the global beam model. With that method it was possible to take account of the constraint condition for the local model. Loadcases and combinations were still compiled using the global model.


The torsional stiffness associated with a box girder deck made it possible to consider structural configurations with supports along the centre of the deck only. A single central arch with vertical hangers along the median of the bridge was the preferred option.

The shape of the arch was optimised to satisfy structural, architectural and space constraints. To maximise the usable deck space in the “shadow” of the central arch, the width at deck level was kept to a minimum. This was compensated by increased depth, which increased the stiffness of the deck-arch interface for vertical bending. The arch box was widened towards the crown to increase resistance to lateral buckling. For a slender appearance and reduced transverse wind load the depth of the box was reduced while maintaining a near constant area to cope with the axial compression.

The hangers were locked coil closed hangers with fork sockets at top and bottom and an adjustable anchorage at the bottom. Design of the hangers took into account the replacement of any one hanger at one time as well as the sudden accidental loss of one hanger.

The deck was a steel-concrete composite box girder. The steel box girder consisted of a trapezoidal open steel box with cross frames at 3.75m intervals. The construction of the reinforced concrete slab was to be carried out with permanent formwork planks to reduce construction time over the railway line.


The erection sequence was designed to maximise the horizontal tie force in the steel box girder to minimise permanent tension in the concrete slab.

The steel box girder was delivered in pieces to site and assembled via longitudinal spliced joints into units for erection. A total of three units were placed by use of two temporary trestles during a blockade of the railway line. The arch was then also erected in three pieces, with all arch site connections used welded joints.

The stressing of the hangers was designed to lift the deck off the temporary trestles. The side cantilevers were installed after removal of the deck trestles.


Client: Stratford City Developments Limited (SCD)
Structural Design: Arup
Architect: Knight Architects
Contractor: Morgan Est
Contractors Engineer: Benaim (UK) Ltd
Photographs: Robert Meyer
Renderings: Moxon

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