EXHIBIT 99.2

TEST REPORT

on

Out of Plane Bending of LEEP Structural Core Panels

by

Jim Pedersen and John Stanton

Department of Civil Engineering
University of Washington
Seattle WA 98195



May 2000



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Scope

To establish the structural properties LEEP Structural Core sandwich panels
subjected to out of plane bending. The loading in the tests simulates wind
loading on a wall panel or gravity load on a floor. Three nominally identical
panels were tested. All testing was conducted in the Structural Research
Laboratory of the University of Washington Civil Engineering Department.

Referenced Documents



| |                                                                                               
| | ----------------------------------------------------------------------------------------------
| | ASTM E 72, Standard Methods of Conducting Strength Tests of Panels for
Building Construction
|
| | Allen, H. G., Analysis and Design of Sandwich Panels, 1969.                                   

Significance and Use

LEEP Structural Core panels consist of steel face sheet bonded to a foam core
using sandwich construction. They are intended for use in building as wall,
floor and roof panels. Their ability to carry out-of-plane loads is therefore
critical to the proper functioning of the building. The tests described here
were conducted to obtain the properties of the panels that are needed for
design. The tests were conducted at the ambient temperature and humidity in the
laboratory.

Test Set-up

The panels were tested by placing them horizontally on supports at each end,
and loading them at midspan. The configuration is shown schematically in Fig.
1. The test panels were 12 ft long x 5 ft wide.

The supports were made from
two steel beams, and were placed 11 ft apart. A 1"
dia. round rod was placed on each support in order to allow free end rotation
of the panel as it deflected, and a 3/8" steel plate was placed between the rod
and the LEEP panel in order to avoid local stress concentrations.

Load was applied through an inflatable air bladder, in order to achieve uniform
pressure on the panel. The air bladder reacted against a timber frame that in
turn reacted against a load cell beneath the head of the large Baldwin test
machine in the lab. The test machine therefore served the purpose only of a
fixed frame. The air bladder was 2 ft x 5 ft and was placed across the full
panel width. Thus only the central 2 ft of the panels length was loaded.
Calculations are provided that permit the panel strength to be computed from
the results of these tests when it is subjected to full length loading.

Instrumentation

Load Measurements.

Load was measured in three ways. First, the pressure in the bladder was
measured using a 15psi non-amplified pressure transducer. Second, a 20 kip load
cell was positioned to





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measure the total load being applied by the air bladder. Last, the load was
measured by the pressure cell built into the large Baldwin test machine. This
latter measurement was expected to be the least accurate of the three, because
the applied load was only 1% of the machines capacity. However, it was readily
available and served as a check.

All load-measuring instruments were calibrated using load cells directly
traceable to the National Institute of Standards and Technology. Copies of the
most recent calibrations are available.

Transverse loads in the range of 3000 pounds were expected, corresponding to
pressure in the air bladder of 2.5 pounds per square inch. These loads are
around 15% of the capacity of the pressure transducer and the load cell used,
and can be considered accurate to approximately 1%.

Deflection Measurements

Three types of deflection were measured. At midspan, vertical potentiometers
read the vertical deflection of the panel. One was placed at each side, and one
at mid width of the panel. This arrangement allowed vertical deflection,
transverse bending and twist to be recorded. The edge potentiometers measured
the deflection of the top surface of the panel while the mid-width one measured
the displacement of the underside.

Potentiometers also measured any change in panel thickness. This was done by
drilling a small hole in the top steel face sheet and the foam core. A bolt was
attached to the bottom face sheet and projected up through the hole in the
core. The vertical movement of the top of the bolt was then monitored by a
potentiometer attached to the top face sheet. These measurements were made at
mid span and at one support.

Differential horizontal
movement of the two face sheets was also measured using
potentiometers, at one end of the panel. The purpose was to establish the
magnitude of any shear deflections caused by deformation of the foam core.

All potentiometers were calibrated prior to use and their readings are accurate
to 0.001".

Test Specimens

The test specimens consisted
of rectangular panels nominally 5' wide by 12'
long. The span was 11', so a 6" overhang existed at each end. Each specimen was
comprised of two whole LEEP Structural Core panels, (each 2' by
12') bonded
together using a two-part epoxy along the central tongue and groove
joint. A 5"
wide strip was then attached to each outer edge to complete the outer tongue
and groove joints. These strips were obtained by cutting them from a third
panel with a circular saw.

Test Procedure

The length and width of the specimens were measured to the nearest 0.01-inch.
In addition, centerlines of each specimen were properly identified as well as
the location of the supports.





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The steel support beams were accurately positioned and leveled, and were then
attached to the floor. Then the steel rod and steel plate were placed on the
top flange of each beam. The panel specimens were then set on top of these
plates, with the trough side down. The air bladder was placed on the panel,
followed by the timber spreader frame and the load cell. The head of the
Baldwin test machine was then lowered so that the load train had no slack in
it.

Zero values were taken on all instruments prior to loading. The load was then
applied through the regulated inflation of the air bladder. The loading rate
was such that loading to failure took approximately 15 minutes.

Load-deflection curves were recorded to determine the initial stiffness,
proportional limit, maximum load, and deflection at failure for each specimen.

Test Results.

The primary test results and the properties computed from them are given in the
table.

The load-deflection plots for all three specimens are shown in the figure. The
reported deflection was the average of the three midspan potentiometers
readings.

Throughout most of the test, the system behavior was essentially linear, as
shown in the plots. The only events that were noticed were settling noises
coming from the timber framing and visual observations of slight movements of
the face sheets moving with respect to one another. Just before failure,
elastic buckling was seen to be starting on the upper side of the trough in
both panels comprising the specimen. Failure was sudden and was caused by
buckling of the top face sheet at midspan. The buckle propagated immediately
across the whole panel width.

The behavior of all three specimens was similar. The stiffnesses and failure
loads of the individual specimens lay within 5% of the mean values. The mode of
failure was also the same in all three specimens.

Discussion.

It is possible to compute from these test results the uniform wind loading that
would cause failure on a full twelve-foot panel. The moment can be derived
from:

M = (1/4) * Q * (L - a/2),

where: M = Moment.
      Q = Total load
      a = Loaded length.
      L = Span length.

Average test values are:
      L = 11 ft
      a = 1.833 ft
      Q = 3332 lbs at failure
      Thus M = 8,400 ft-lbs





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For a 12 ft span, uniformly loaded, the same width as the test panel,

a = L = 12 ft
      M = 8400 ft-lbs
      Q = 8*8400/12 = 5600 lbs

This load is applied over the area of the panel,
      w = Q/(bL) = 5600/(5'x 12') = 93 lb/ft2

The wind speed that would produce this loading can be obtained from

p = 0.00256 V2

where

p = pressure (lb/ft2)
      V = wind speed (mph)

Thus in this case
      V = Square Root of(p/0.00256) = 191 mph

This is the wind speed corresponding to failure. A safety factor should be used
for design purposes.





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Figure 1. Test Set up