1. Theoretical verification of
Reinforced Glass Beams
By S. Selva Sajitha
PG student
Mr. D. Thanagar. M.E,
Assistant professor
By S. Selva Sajitha
PG student
Department of Civil Engineering.
Dr. Sivanthi Aditanar College of Engineering
Tiruchendur
Mr. D. Thanagar. M.E,
Assistant professor
2. Introduction
• Glass has two opposite characteristics
that transparent and impermeable for
liquids and air.
• This behavior made the building to
visually contact with the environment
and day light access.
• Glass has played an important role in
architecture as a material.
• This marks a transition from non-
structural to limited structural use of
glass.
• Glass has two opposite characteristics
that transparent and impermeable for
liquids and air.
• This behavior made the building to
visually contact with the environment
and day light access.
• Glass has played an important role in
architecture as a material.
• This marks a transition from non-
structural to limited structural use of
glass.
4. Objective
• To study the flexural behavior of reinforced glass
beams with various percentage of reinforcement
provided at the bottom in the form of channel cross
section both experimentally and analytically.
5. Literature View
• “Post-crack capacity of mechanically reinforced glass beams
(MRGB)”
by J.H. Nielsen & J.F. Olesen
Glass - very high compressive strength but very low tensile
strength. So to obtain a ductile global behavior, glass is reinforced
with steel similar to that of concrete.
The comparison of the reinforced glass beams and the
reinforced concrete beams are done.
The behavior of the mechanically reinforced glass beams is
divided into 3 stages as
Uncracked stage
Cracked stage
Yield stage
Instead of reinforcing the single glass Laminated Glass can be
used
• “Post-crack capacity of mechanically reinforced glass beams
(MRGB)”
by J.H. Nielsen & J.F. Olesen
Glass - very high compressive strength but very low tensile
strength. So to obtain a ductile global behavior, glass is reinforced
with steel similar to that of concrete.
The comparison of the reinforced glass beams and the
reinforced concrete beams are done.
The behavior of the mechanically reinforced glass beams is
divided into 3 stages as
Uncracked stage
Cracked stage
Yield stage
Instead of reinforcing the single glass Laminated Glass can be
used
6. “Structural response of SG-laminated reinforced glass beams; Experimental
investigations on the effects of glass type, reinforcement percentage and beam size”
by Christian Louter , Jan Belis , Frederic Veer, Jean-Paul Lebet
• The effects of the glass type
– Annealed , Heat Strengthened, tempered
• Initial breakage strength ,load carrying capacity, ductility
• The effects of % of reinforcement
– Hollow section (1.4%)
– Full section (3.8 %)
• Increase in % of reinforcement effects increase in initial height of
the compression zone
• Higher Post breakage strength and stiffness
• The effects of Beam size
• 1.5 m & 3.2 m
– Large beams perform slightly worse than the smaller beams
– Difference in the crack spacing
– 3.2 m beams show sufficient lateral stability when it is extensively
cracked.
• The effects of the glass type
– Annealed , Heat Strengthened, tempered
• Initial breakage strength ,load carrying capacity, ductility
• The effects of % of reinforcement
– Hollow section (1.4%)
– Full section (3.8 %)
• Increase in % of reinforcement effects increase in initial height of
the compression zone
• Higher Post breakage strength and stiffness
• The effects of Beam size
• 1.5 m & 3.2 m
– Large beams perform slightly worse than the smaller beams
– Difference in the crack spacing
– 3.2 m beams show sufficient lateral stability when it is extensively
cracked.
7. “Experimental verification of the resistance of Glass Beams”
by M. Slivansky
• Reinforcing the Glass with the Glued Stainless Steel profile
increases its resistance & supplies very high residual resistance to
post breakage load bearing capacity.
• Decrease in the bending stiffness of the reinforced beams is caused
by 2 factors – formation and extension of tensile cracks in the glass
and plastic deformation of reinforcement at the point of the crack
• The plastic failure behavior of the glass is ensured by bonding the
reinforcement in tension zone along the edge of the glass beam.
• Reinforcing the Glass with the Glued Stainless Steel profile
increases its resistance & supplies very high residual resistance to
post breakage load bearing capacity.
• Decrease in the bending stiffness of the reinforced beams is caused
by 2 factors – formation and extension of tensile cracks in the glass
and plastic deformation of reinforcement at the point of the crack
• The plastic failure behavior of the glass is ensured by bonding the
reinforcement in tension zone along the edge of the glass beam.
8. “Structural Glass Beams with Embedded Glass Fibre Reinforcement”
by Christian Louter, Calvin Leung, Henk Kolstein, Jan Vamberský
• Difference in the failure mode of the glass beam reinforced with the
flat bars and the round bars is studied
• Advantages over metal reinforcement is that the high tensile
strength of the glass fibres, the amount of reinforcement needed
within the beam is limited and the glass beam is transparent.
• Disadvantage of the glass fibre rods is that it fails in the brittle
manner
• It provided highly redundant post breakage beam response.
• Difference in the failure mode of the glass beam reinforced with the
flat bars and the round bars is studied
• Advantages over metal reinforcement is that the high tensile
strength of the glass fibres, the amount of reinforcement needed
within the beam is limited and the glass beam is transparent.
• Disadvantage of the glass fibre rods is that it fails in the brittle
manner
• It provided highly redundant post breakage beam response.
9. “Experimental investigation of the temperature effect on the structural
response of SG-laminated reinforced glass beams”
by Christian Louter, Jan Belis, Freek Bos, Dieter Callewaert, Frederik Veer
• The concept of laminating the glass with relatively stiff polymer as
the interlayer to bond the metal to glass is studied
• The stiffness of the interlayer varies at different temperature.
• Two separate pullout tests are carried out to investigate the bond
strength and beam test with varying bond length and metal insert of
stainless steel (hollow section)
• The bond strength of the metal to glass and glass bond strength of
the SG interlayer is highly temperature dependent.
• Bond strength reduction is compensated by the bond length
• The concept of laminating the glass with relatively stiff polymer as
the interlayer to bond the metal to glass is studied
• The stiffness of the interlayer varies at different temperature.
• Two separate pullout tests are carried out to investigate the bond
strength and beam test with varying bond length and metal insert of
stainless steel (hollow section)
• The bond strength of the metal to glass and glass bond strength of
the SG interlayer is highly temperature dependent.
• Bond strength reduction is compensated by the bond length
10. “Durability of SG-laminated reinforced glass beams: Effects of
temperature, thermal cycling, humidity and load-duration”
by Christian Louter , Jan Belis , Frederic Veer, Jean-Paul Lebet,
• Both increased and decreased temperature negatively influence the
residual of the Sentry Glass Reinforced Glass beams.
• Due to thermal cycling , when the length increases there is
significance due to larger difference in thermal expansion between
the glass & reinforcement
• Due to creep in the interlayer there is additional crack in the glass.
• Beams displays ductile post breakage strength
• Post breakage strength levels ranging from 96% to 166% of the
initial failure load.
• Both increased and decreased temperature negatively influence the
residual of the Sentry Glass Reinforced Glass beams.
• Due to thermal cycling , when the length increases there is
significance due to larger difference in thermal expansion between
the glass & reinforcement
• Due to creep in the interlayer there is additional crack in the glass.
• Beams displays ductile post breakage strength
• Post breakage strength levels ranging from 96% to 166% of the
initial failure load.
11. “Theoretical verification of the resistance of Glass Beams”
by M. Slivansky
• Reinforcing the glass with glued stainless steel profile increases its
total resistance and supplies important residual resistance to the
damaged glass structure
• The unpredictable and dangerous brittle breaking behaviour of glass
elements is modified towards the ductile behavior
• Fully tempered glass has no significant practical importance
• Reinforcing the glass with glued stainless steel profile increases its
total resistance and supplies important residual resistance to the
damaged glass structure
• The unpredictable and dangerous brittle breaking behaviour of glass
elements is modified towards the ductile behavior
• Fully tempered glass has no significant practical importance
12. “Modeling the Structural Response of Reinforced Glass Beams using an
SLA Scheme”
by Christian Louter ,Anne van de Graaf, Jan Rots
• Replacing the standard incremental iterative analysis by scaled
linear analysis by replacing the stress strain curve by the saw
toothed reduction curve
• Variation in the shear retention factor and mesh size within the
computational model changes the load-displacement curve only to a
limited extend.
• However, variation in model factors does have a significant effect
on the cracking behaviour of the model in terms of amount of
cracks.
• Disadvantage of this method is that only glass is only included in
the computational model whereas in deflection of the beam method
both glass and steel are included for analysis
• Replacing the standard incremental iterative analysis by scaled
linear analysis by replacing the stress strain curve by the saw
toothed reduction curve
• Variation in the shear retention factor and mesh size within the
computational model changes the load-displacement curve only to a
limited extend.
• However, variation in model factors does have a significant effect
on the cracking behaviour of the model in terms of amount of
cracks.
• Disadvantage of this method is that only glass is only included in
the computational model whereas in deflection of the beam method
both glass and steel are included for analysis
13. “Redundancy of reinforced glass beams ; temperature, moisture and time
dependent behaviour of the adhesive bond”
by Christian Louter, Fred Veer, Jan Belis
• The ductility is provided between the glass & steel is by the
adhesive bond between glass and reinforcement
• To guarantee structural safety, this adhesive bond has to service
under all conditions.
• The effect of elevated temperature, moisture, exposure and loading
duration on adhesive bond
• Temperature upto 60°C do not endanger the structural safety of the
reinforced glass beams, if proper adhesive is chosen
• If Beam is exposed to moisture, no negative effect on the residual
strength of the reinforced glass beams
• Reinforced glass beams are able to carry the initial failure load at
post breakage stage atleast 72 hours
• The ductility is provided between the glass & steel is by the
adhesive bond between glass and reinforcement
• To guarantee structural safety, this adhesive bond has to service
under all conditions.
• The effect of elevated temperature, moisture, exposure and loading
duration on adhesive bond
• Temperature upto 60°C do not endanger the structural safety of the
reinforced glass beams, if proper adhesive is chosen
• If Beam is exposed to moisture, no negative effect on the residual
strength of the reinforced glass beams
• Reinforced glass beams are able to carry the initial failure load at
post breakage stage atleast 72 hours
14. “Timber/Glass Adhesively Bonded I-beams”
by Louise Blyberg and Erik Serrano
• I-shaped cross section,where the flanges are of LVL (laminated
veneer lumber) and the web of glass is used
• The failure of the beams occurred during a large load
interval,and is initiated at the tension side of the glass where
“broom shaped” cracks appear, Later in the failure processthe
glass breaks more irregularly and at the ultimate load, a failure
of the wooden flanges occur as well
• I-shaped cross section,where the flanges are of LVL (laminated
veneer lumber) and the web of glass is used
• The failure of the beams occurred during a large load
interval,and is initiated at the tension side of the glass where
“broom shaped” cracks appear, Later in the failure processthe
glass breaks more irregularly and at the ultimate load, a failure
of the wooden flanges occur as well
16. Verification of results from ABAQUS with the
Experimental results published in literature
Literature – Theoretical verification of the
reinforced glass beams by M. Slivanský in the
Journal Procedia Engineering 40 ( 2012 ).
Literature – Theoretical verification of the
reinforced glass beams by M. Slivanský in the
Journal Procedia Engineering 40 ( 2012 ).
29. Comparison of load Vs deflection in the middle of the span
12
14
16
18
LoadinkN
Load Vs Deflection curve
0
2
4
6
8
10
0 2 4 6 8 10 12 14
LoadinkN
Deflection in mm
without cracks
with one crack
exp 1
exp 2
exp 3
exp 4
exp 5
exp 6
with eight crack
30. Interconnected load Vs deflection in the middle
of the span
10
12
14
16
18
LoadinkN
Load Vs Deflection curve
0
2
4
6
8
0 2 4 6 8 10 12 14
LoadinkN
Deflection in mm
31. Specimen Details
• Beam Dimensions
– 550 mm x 21.52 mm x 50 mm
• No. of specimen - 8
Glass type Thickness of
stainless steel
Reinforcement %Thickness of
stainless steel
Annealed Glass 0 0
Annealed Glass 0.36 1.13
Annealed Glass 1.2 3.77
Annealed Glass 1.5 4.71
Toughened glass 0 0
Toughened glass 0.36 1.13
Toughened glass 1.2 3.77
Toughened glass 1.5 4.71
32. Cross sectional details of the specimen
glass
inter layer(PVB)
adhesive (silicon sealant)
stainless steel
glass
inter layer(PVB)
adhesive (silicon sealant)
stainless steel
39. Failure pattern of reinforced Annealed Glass
beam reinforced by 0.36 mm thick S.S plate
40. Failure pattern of reinforced Annealed Glass beam
reinforced 1.2 mm and 1.5 mm thick S.S plate
41. Load Vs Deflection curve of Annealed glass
(Experimental )
15
20
25
Load(kN)
with 0.36 mm thickness reinforcement
Without reinforcement
0
5
10
0 0.5 1 1.5 2 2.5 3 3.5 4
Load(kN)
Deflection ( mm )
Without reinforcement
with 1.2 mm thickness reinforcement
with 1.5 mm thickness reinforcement
43. Failure pattern of reinforced Toughened Glass
beam reinforced by 0.36 mm thick S.S plate
44. Failure pattern of reinforced Toughened Glass beam
reinforced 1.2 mm and 1.5 mm thick S.S plate
45. Load Vs Deflection curve of Toughened glass
(Experimental )
20
25
30
35
Load(kN)
with 0.36 mm thickness reinforcement
Without reinforcement
0
5
10
15
0 1 2 3 4 5 6
Load(kN)
Deflection ( mm )
Without reinforcement
with 1.2 mm thickness reinforcement
with 1.5 mm thickness reinforcement
54. Load Vs Deflection curve of Annealed glass
(ABAQUS)
15
20
25
Load(kN)
Without reinforcement
0
5
10
0 0.5 1 1.5 2 2.5 3
Load(kN)
Defelction (mm)
Without reinforcement
with 0.36 mm thickness reinforcement
with 1.2 mm thickness reinforcement
with 1.5 mm thickness reinforcement
55. Load Vs Deflection curve of Toughened glass (ABAQUS)
20
25
30
35
Load(kN)
Without reinforcement
0
5
10
15
0 1 2 3 4 5 6
Load(kN)
Defelction (mm)
Without reinforcement
with 0.36 mm thickness reinforcement
with 1.2 mm thickness reinforcement
with 1.5 mm thickness reinforcement
56. Comparison of Analytical and
Experimental Results
Comparison of Analytical and
Experimental Results
66. Load carrying capacity of glass beam
Glass - linear elastic material,
Where
= moment of inertia
= depth of neutral axis
tg =thickness of glass beam
Eg = Young’s modulus of glass
εg = ultimate tensile strain of glass
hg = height of the glass
ε g
ε g
h g
t g
Uncracked Stage
Glass - linear elastic material,
Where
= moment of inertia
= depth of neutral axis
tg =thickness of glass beam
Eg = Young’s modulus of glass
εg = ultimate tensile strain of glass
hg = height of the glass
67. Load carrying capacity of reinforced glass beams in
uncracked stage is calculated using the following relation
Where
and
Eg = young’s modulus of stainless steel
hs = height of stainless steel
ts = thickness of stainless steel
h g
tg
ts
h s
d
ε g
ε s
y 0E g
E s
Load carrying capacity of reinforced glass beams in
uncracked stage is calculated using the following relation
Where
and
Eg = young’s modulus of stainless steel
hs = height of stainless steel
ts = thickness of stainless steel
68. Load carrying capacity of reinforced glass beams in
cracked stage is calculated using the following
relation
Where
and
hg
tg
ts
s
d
y0
Eg
Es
yct
1/3 0
εs
g
Load carrying capacity of reinforced glass beams in
cracked stage is calculated using the following
relation
Where
and
69. Load carrying capacity of reinforced glass beams in
yield stage is calculated using the following relation
Where
and
Where
hg
tg
ts
hs
d
y0,cr
Eg
Es
εs
g
Load carrying capacity of reinforced glass beams in
yield stage is calculated using the following relation
Where
and
Where
72. Conclusion
• Load carrying capacity of reinforced glass
beams are higher compared to unreinforced
glass beam.
• Results from ABAQUS, good agreement with
the experimental results.
• Ductility of the glass beams is improved by
providing reinforcement in the tensile zone of
the glass beams.
• Load carrying capacity of reinforced glass
beams are higher compared to unreinforced
glass beam.
• Results from ABAQUS, good agreement with
the experimental results.
• Ductility of the glass beams is improved by
providing reinforcement in the tensile zone of
the glass beams.
73. Reference
1) AS 1288—2006 Glass in buildings—Selection and installation
Sydney: Standard Australia, 2006.
2) ASTM E 1300 – 02 Standard Practice for Determining Load
Resistance of Glass in Buildings
3) Briccoli Bati.B., Ranocchiai.G., Reale.C. and Rovero.L. (2013) 'Time-
Dependent Behavior of Laminated Glass', ASCE, Journal of
Materials in Civil Engineering, Vol. 22, No. 4,pp.389 -396.
4) Christian Louter ,Anne van de Graaf, Jan Rots.(2010) 'Modeling the
Structural Response of Reinforced Glass Beams using an SLA
Scheme', Challenging Glass 2 – Conference on Architectural and
Structural Applications of Glass,Bos, Louter, Veer eds. TU
Delft, The Netherlands.
5) Christian Louter,Calvin Leung, Henk Kolstein, Jan Vamberský
(2010), 'Structural Glass Beams with Embedded Glass Fibre
Reinforcement' Challenging Glass 2 – Conference on Architectural
and Structural Applications of Glass, Bos, Louter, Veer (Eds.), TU
Delft, The Netherlands.
1) AS 1288—2006 Glass in buildings—Selection and installation
Sydney: Standard Australia, 2006.
2) ASTM E 1300 – 02 Standard Practice for Determining Load
Resistance of Glass in Buildings
3) Briccoli Bati.B., Ranocchiai.G., Reale.C. and Rovero.L. (2013) 'Time-
Dependent Behavior of Laminated Glass', ASCE, Journal of
Materials in Civil Engineering, Vol. 22, No. 4,pp.389 -396.
4) Christian Louter ,Anne van de Graaf, Jan Rots.(2010) 'Modeling the
Structural Response of Reinforced Glass Beams using an SLA
Scheme', Challenging Glass 2 – Conference on Architectural and
Structural Applications of Glass,Bos, Louter, Veer eds. TU
Delft, The Netherlands.
5) Christian Louter,Calvin Leung, Henk Kolstein, Jan Vamberský
(2010), 'Structural Glass Beams with Embedded Glass Fibre
Reinforcement' Challenging Glass 2 – Conference on Architectural
and Structural Applications of Glass, Bos, Louter, Veer (Eds.), TU
Delft, The Netherlands.
74. 6) Christian Louter, Jan Belis, Freek Bos, Dieter Callewaert, Frederik
Veer (2010). 'Experimental investigation of the temperature effect
on the structural response of SG-laminated reinforced glass
beams', Engineering Structures 32 pp 1590-1599
7) Christian Louter , Jan Belis , Frederic Veer, Jean-Paul Lebet, (2012)
'Durability of SG-laminated reinforced glass beams: Effects of
temperature,
thermal cycling, humidity and load-duration', Construction and
Building Materials 27, pp 280–292
8) Christian Louter , Jan Belis ,Frederic Veer, Jean-Paul Lebet, (2012)
'Structural response of SG-laminated reinforced glass beams;
experimental
investigations on the effects of glass type, reinforcement
percentage and beam size', Engineering Structures 36, pp 292–301
9) Christian Louter, Fred Veer Jan Belis (2010) 'Redundancy of
reinforced glass beams; temperature, moisture and time
dependent behavior of the adhesive bond', challenging glass:
conference on architectural and structural applications of glass.
pp.479-490
6) Christian Louter, Jan Belis, Freek Bos, Dieter Callewaert, Frederik
Veer (2010). 'Experimental investigation of the temperature effect
on the structural response of SG-laminated reinforced glass
beams', Engineering Structures 32 pp 1590-1599
7) Christian Louter , Jan Belis , Frederic Veer, Jean-Paul Lebet, (2012)
'Durability of SG-laminated reinforced glass beams: Effects of
temperature,
thermal cycling, humidity and load-duration', Construction and
Building Materials 27, pp 280–292
8) Christian Louter , Jan Belis ,Frederic Veer, Jean-Paul Lebet, (2012)
'Structural response of SG-laminated reinforced glass beams;
experimental
investigations on the effects of glass type, reinforcement
percentage and beam size', Engineering Structures 36, pp 292–301
9) Christian Louter, Fred Veer Jan Belis (2010) 'Redundancy of
reinforced glass beams; temperature, moisture and time
dependent behavior of the adhesive bond', challenging glass:
conference on architectural and structural applications of glass.
pp.479-490
75. 10) Louise Blyberg and Erik Serrano,(2010) ‘Timber/Glass Adhesively Bonded I-
beams’ Linneaus Univesity [online] Available http://www.diva-
portal.org/smash/get/diva2:447937/FULLTEXT01.pdf accessed on
November, 2010
11) Maria Fröling and Kent Persson,(2013) 'Computational Methods for
Laminated Glass', The Journal of EngineeringMechanics, Vol. 139, No. 7, pp.
780-790
12) Mehmet Zulfu Asık , Selim Tezcan (2005), 'A mathematical model for the
behavior of laminated glass beams', Computers and Structures 83, pp. 1742–
1753
13) Nielse.J.H & Olesen. J.F (2010), 'Post-crack capacity of mechanically
reinforced glass beams (MRGB)', Fracture Mechanics of Concrete and
Concrete Structures Recent Advances in Fracture Mechanics of Concrete - B.
H. Oh, etal. eds. pp180-188
14) Premalatha. E ( 2012 ), ‘Structural Behavior of glass panels in facades.’ M.S
thesis, Anna University, Chennai.
15) Slivansky.M (2012), 'Experimental verification of the resistance of Glass
Beams', Solvak journal of civil Engineering, Vol. XX, 2012, No. 1, pp 21 – 28
16) Slivansky.M (2012),'Theoretical verification of the resistance of Glass Beams'
Procedia Engineering 40, pp 417 – 422.
17) Umarani Gunasekaran, Premalatha, E, Aruna Malini, T.P ( 2010 ), ‘Facadesof
Tall Buildings’, Modern Applied. Science, Vol. 4, No.12.
10) Louise Blyberg and Erik Serrano,(2010) ‘Timber/Glass Adhesively Bonded I-
beams’ Linneaus Univesity [online] Available http://www.diva-
portal.org/smash/get/diva2:447937/FULLTEXT01.pdf accessed on
November, 2010
11) Maria Fröling and Kent Persson,(2013) 'Computational Methods for
Laminated Glass', The Journal of EngineeringMechanics, Vol. 139, No. 7, pp.
780-790
12) Mehmet Zulfu Asık , Selim Tezcan (2005), 'A mathematical model for the
behavior of laminated glass beams', Computers and Structures 83, pp. 1742–
1753
13) Nielse.J.H & Olesen. J.F (2010), 'Post-crack capacity of mechanically
reinforced glass beams (MRGB)', Fracture Mechanics of Concrete and
Concrete Structures Recent Advances in Fracture Mechanics of Concrete - B.
H. Oh, etal. eds. pp180-188
14) Premalatha. E ( 2012 ), ‘Structural Behavior of glass panels in facades.’ M.S
thesis, Anna University, Chennai.
15) Slivansky.M (2012), 'Experimental verification of the resistance of Glass
Beams', Solvak journal of civil Engineering, Vol. XX, 2012, No. 1, pp 21 – 28
16) Slivansky.M (2012),'Theoretical verification of the resistance of Glass Beams'
Procedia Engineering 40, pp 417 – 422.
17) Umarani Gunasekaran, Premalatha, E, Aruna Malini, T.P ( 2010 ), ‘Facadesof
Tall Buildings’, Modern Applied. Science, Vol. 4, No.12.
77. Annealed Glass
• It passes through an annealing lehr, a furnace that controls the
cooling process. The flat, cooled, solidified clear stuff at the
end of the line is annealed glass.
• Annealed glass is the most fragile type of manufactured glass
because of the relatively low amount of surface heat
compression.
• When glass breakage occurs, it does so in many small and
irregularly shaped pieces.
• It passes through an annealing lehr, a furnace that controls the
cooling process. The flat, cooled, solidified clear stuff at the
end of the line is annealed glass.
• Annealed glass is the most fragile type of manufactured glass
because of the relatively low amount of surface heat
compression.
• When glass breakage occurs, it does so in many small and
irregularly shaped pieces.
78. Toughened Glass
• This type of glass is four times as strong as annealed glass
• It breaks into smaller pieces (shards) that are less dangerous
than larger fragments created by annealed glass.
79. Types of Glass Construction
• Monolithic Glass
– It is simply a single piece of glass constructed using one glass thickness.
• Laminated Glass
– Laminated glass is constructed by combining two panes of glass fused together
with a middle layer of Polyvinyl Butylenes Film (PVB).
– PVB acts like a bonding agent to hold broken glass together.
– This feature creates an effective barrier against entry and reduces the chances
of flying shards of glass.
• Insulated Glass
– Insulated glass is a term used to describe two pieces of glass separated by
airspace.
– Airspace is created using spacers or edge seals located at the top and bottom of
an Insulated Glass (IG) unit.
– Additionally, a sealant is incorporated in the edge seals to absorb excess water
vapor that travels across the seal .
• Monolithic Glass
– It is simply a single piece of glass constructed using one glass thickness.
• Laminated Glass
– Laminated glass is constructed by combining two panes of glass fused together
with a middle layer of Polyvinyl Butylenes Film (PVB).
– PVB acts like a bonding agent to hold broken glass together.
– This feature creates an effective barrier against entry and reduces the chances
of flying shards of glass.
• Insulated Glass
– Insulated glass is a term used to describe two pieces of glass separated by
airspace.
– Airspace is created using spacers or edge seals located at the top and bottom of
an Insulated Glass (IG) unit.
– Additionally, a sealant is incorporated in the edge seals to absorb excess water
vapor that travels across the seal .
