•The Sir Eric Neal Library
extension was
undertaken in early 2005.

• Atrium consists of a mezzanine floor
on level 1 and open for the rest of the
structure

• Extension connected
to existing structure by
a glass atrium

This Finite Element Modelling Project aims
to:

• Model realistically the library glass
wall

• Generate symbolic loading conditions
similar to those applied to the structure

• Analyse the behaviour of the structure
under these loading conditions

•Investigate the limitations the glass
material has on the building design

In order to effectively model the
structure the following design
Assumptions were made:

Rubber Clamps modelled as
rigid connectors

Glass plates are assumed to
be connected via small beam
members

The structure is made from a series of
steel columns and glass plates on the
exterior of the wall.

Small stainless Steel
connectors attach
the glass to the
columns

11 RHS steel
beams

45 Glass Plates

The Materials and their

Properties used in the

model are listed below.

Column

Beam Property

1

Grade 300 Steel

Connectors

Beam Property

2

Grade 310 Stainless

Steel

Glass

Plate/Shell

Element

18mm thick toughened

structural glass

18mm

Develop the outlay of the base
nodes

Extrude nodes up by
one plate unit (4m)

Create Plate elements

Create Beam Elements

Change Orientation of
beam principal axis

Generate boundary

conditions

Apply loadings

There were four major

loading conditions that

were investigated in this

model.

Applied Live Loads and Self

Weight Loads

Wind Loading in the XY

plane only

Minor Impact load at the

bottom of the structure

Combination of other three

loads

Calculated Moments

Moments are found by AS1170

Applied Axial Load * Moment Arm

Moment Separated into

global directions and then

resultant found

Loads calculated

using AS 1170

Calculated Axial Loads

Assumed Live Load for

reading room with book

storage on level 1

4 kPa

Loads split into effective

moments and axial loads

in the columns

Wind Loading in XY plane

Wind Loads Calculated

using AS1170

Typical wind loading

normal to plates = 0.6kPa

Impact Load

Impact load
representing an
impact from an
object similar
to a vehicle etc

Load = 25kPa spread
across a 4m x 2m
region (on both the
plates and supporting
beams)

Displacemen
t due to
Combined
Load Case

Displacement due
to G + Q Loads

Displacement due
to Wind Loads

Displacement due
to Impact Loads

Displacement due
to G + Q Loads

Displacement due
to Wind Loads

Displacement due
to Impact Loads

Displacemen
t due to
Combined
Load Case

Axial Stress due to
G + Q Loads

Axial Stress due to
Wind Loads

Axial Stress due
to Impact Loads

Axial Stress
due to
Combined
Load Case

Principal Axis
Stress due to G +
Q Loads

Principal Axis
Stress due to Wind
Loads

Principal axis
stress due to
Impact Loads

Principal
axis stress
due to
Combined
Load Case

Results

Beam

Plate

Max Stress

-38.06MPa

-71.05MPa

Max

Deflection

108.7mm

125.1mm

The maximum beam
stress values occurred
in member 118 which is
a stainless steel
connector

Viewing Angles made it
difficult to see all of the
nodes etc..

Overcome by:

Two viewing planes

Hiding Selected

objects

Difficult to change the
direction of the principal
axis for each of the
beams

Important to make sure
each of the plates were
connected to the correct
nodes

Glass plate deflections
were large. This was due
to the fact that we
modelled using rigid
connections.

The structure behaved
under the given loading
conditions as expected.

Due to being
modelled as a
rigid connection
the deflections
and stresses in
the glass plates
were larger than
expected.

In real life theses large
deflections would mean
failure of the glass but
much of the stress is
lost through the rubber
connectors.

The angles and
complex connections
in this project made it
a interesting structure
to model.

It is clear to see from the
stresses developed in the
glass plates the limits the
material places on the
structure.

Thankyou for Listening