6.1 Determination of Appropriate Glass Thickness
6.1.1 General
This Section gives provisions to determine the minimum glass thickness to be used to resist the ultimate limit state design wind pressures. However, the location of the glass within the building require additional considerations, such as safety with respect to human which may impose either a minimum glass thickness above the basic calculation of this part or a provision for a specific glass type or both.
In addition to the provisions herein, the design requirements such as wind loads determined in accordance with good practice and the serviceability deflection requirement limit given in this Section shall have to be complied.
The provisions under 6 are applicable provided the following parameters are satisfied:
a) Ultimate limit state wind pressure shall not be greater than 10 kPa.
b) For laminated glass, the two sheets are of equal thickness and the interlayer material is either polyvinyl butyral or an equivalent type of interlayer with a modulus of elasticity of about 24 MPa and a Poisson's ratio of 0.50 at 20°C.
c) Design flexural tensile strength of glass depends upon the design strength obtained after applying a factor of safety of 2.5. The
minimum design strength of normal glass for thickness up to 6 mm is 16.7 N/mm and for thickness above 6 mm is 15.2 N/mm .
6.1.2 Design Considerations
The following design considerations shall be considered in determination of appropriate thickness of glass:
a) Maximum area of glass panel is restricted to
b) Maximum span of window is restricted to .
c) Aspect ratio of the glass panel should be greater than 1.5. If it is less than 1.5, next higher available thickness should be selected.
d) Factor of safety used is 2.5 considering the variability in strength of glass.
e) Applicable to normal, reflective, laminated, tempered and insulating glass.
f) Applicable to rectangular panels properly secured.
g) Design minimum thickness of laminated glass will be the maximum value of thickness in accordance with the Table 5.
h) Any recognized method of analysis may be used for design, in consultation with the manufacturer.
6.1.3 Empirical Relationship
Empirical relation between the wind pressure, area of the glass panel and the required glass thickness can be used:
where
Area of glass panel, in
T = Standard nominal thickness (SNT) of glass from Table 14, in mm; and
Constant from the Table 14.
| T, mm | 3 | 4 | 5 | 6 | 8 | 10 | 12 | 15 | 19 | 25 |
|---|---|---|---|---|---|---|---|---|---|---|
| k | 1.683 | 1.732 | 1.753 | 1.765 | 1.57 | 1.578 | 1.583 | 1.579 | 1.569 | 1.569 |
6.1.3.1 Glass supported on two opposite sides
a) Normal and laminated glass panels supported on two opposite sides can be designed using following empirical relations:
PART 6 STRUCTURAL DESIGN — SECTION 8 GLASS AND GLAZING
- For :
- For :
b) Tempered/toughened panel supported on two opposite sides can be designed using following empirical relations:
- For :
- For :
where
strength factor as in Table 15.
For insulated glass, thickness of only one glass pane shall be considered. If the glass panes are of different thickness, the minimum of the two thicknesses shall be considered.
For laminated glass, the thickness of PVB has not been considered. The value to be used is;
T = Standard nominal thickness - Thickness of PVB.
For non-linear analysis, specialist literature may be consulted.
6.1.4 Determination of Design Wind Pressure
Net design wind pressure is an important parameter governing the thickness of glass to be used in the window panels. It depends on factors as given below:
a) Location of the building (wind zone);
b) Construction patterns around buildings (terrain category);
c) Topography of site;
d) Building plan and height, etc.
Net design wind pressure , may be defined using
the following equation:
where
= net pressure coefficient as per good practice [6-8(7)]; and
= design wind pressure as per good practice [6-8(7)], in N/m .
where
basic wind speed based on Location [as per Fig. 1 of good practice [6-8(7)];
risk co-efficient factor;
terrain factor;
topography factor;
importance factor for the cyclonic region and
design wind speed, in
6.1.4.1 Laminated/tempered/insulating glass
To determine the thickness of laminated/tempered/insulating glass, the design wind pressure is modified by dividing it with the strength or pressure factor , dependent on the type of glass. The values of the are given in Table 15.
Using the modified values of , the thickness of other glass types can be obtained in accordance with 6.1.3.
| Sl No.(1) | Glass Type(2) | (3) |
|---|---|---|
| i) | Normal (Annealed) | 1.00 |
| ii) | Laminated | 0.80 |
| iii) | Tempered | 2.50 |
| iv) | Insulated | 1.50 |
| v) | Heat strengthened | 1.60 |
| vi) | Wired glass | 0.50 |
6.1.5 Aspect Ratio ( )
The design of the thickness using empirical relation in accordance with 6.1.3 shall be valid up to a limiting aspect ratio . The value of for different thickness (T) of glass is given in Table 16.
| Table 16 Thickness and Corresponding Values(Clause 6.1.5) | ||||||||||
| T, mm | 3 | 4 | 5 | 6 | 8 | 10 | 12 | 15 | 19 | 25 |
| 7.3 | 6.8 | 6.5 | 6.3 | 5.9 | 4.9 | 4.3 | 3.8 | 3.3 | 2.9 | |
6.1.6 Seismic Design
6.1.6.1 Seismic load (EQ)
The design for seismic forces shall be performed in steps to establish upper and lower bound force and movement response parameters. In addition, the response of the structure sensitive to certain parameters such as the damping and the stiffness of the support points may be evaluated.
The principal design criteria for the seismic design are,
a) Structure will remain elastic during the design seismic event.
b) ‘Hangers’ will stiffen the cantilever ‘tree’ structure.
c) ‘Hangers’ will not go slack.
6.1.6.2 Non-structural elements
Depending on response sensitivity, non-structural elements can be classified as deformation sensitive, acceleration sensitive, or both deformation and acceleration sensitive. Table 17 classifies non-structural elements according to their response sensitivity
| Sl No. | Component | Sensitivity | |
| Acceleration Sensitive (3) | Deformation Sensitive (4) | ||
| (1) | (2) | ||
| i) | Exterior skin: | ||
| a) Adhered veneer | S | P | |
| b) Anchored veneer | S | P | |
| c) Glass blocks | S | P | |
| d) Prefabricated panel | S | P | |
| e) Glazing system | S | P | |
| ii) | Partitions: | ||
| a) Heavy | S | P | |
| b) Light | S | P | |
| iii) | Interior veneers: | ||
| a) Stone, including marble | S | P | |
| b) Ceramic tile | S | P | |
| iv) | Parapets and appendages | P | — |
| v) | Canopies and marquees | P | — |
| vi) | Stairs | P | S |
| NOTES | |||
| 1 P = Primary response. | |||
| 2 S = Secondary response. | |||
6.1.6.3 Design seismic force
Design seismic force, , on the non-structural element shall be calculated using the following expression:
where
zone factor {as per Table 2 of good practice [6-8(8)]};
x = height of point of attachment of the non-structural element above the foundation;
height of the structure;
component amplification factor given in Table 18;
= component response factor of the non-structural modification factor given in Table 18;
importance element (to be taken as 1.5); and
weight of the non-structural element.
| Sl No. | Architectural Component or Element | (see Note) | |
| (1) | (2) | (3) | (4) |
| i) | Interior non-structural walls and partitions: | ||
| a) Plain (unreinforced) masonry walls | 1.0 | 1.5 | |
| b) All other walls and partitions | 1.0 | 2.5 | |
| ii) | Cantilever elements (braced to structural frame above its centre of mass): | ||
| a) Parapets | 1.0 | 1.5 | |
| b) Chimneys and stacks | 1.0 | 2.5 | |
| c) Exterior non-structural walls | 1.0 | 2.5 | |
| iii) | Exterior non-structural wall elements and connections: | ||
| a) Wall element | 1.0 | 2.5 | |
| b) Body of wall panel connection | 1.0 | 2.5 | |
| c) Fasteners of the connecting system | 1.25 | 1.0 | |
| iv) | Veneer: | ||
| a) High deformability elements and attachments | 1.0 | 2.5 | |
| b) Low deformability elements and attachments | 1.0 | 1.5 |
NOTE — A lower value of is permitted provided a detailed dynamic analysis is performed which justifies a lower value. The value of shall not be less than 1.0. The value of is for equipment generally regarded as rigid and rigidly attached. The value of is for flexible components or flexibly attached components.
6.1.6.4 Seismic relative displacement
a) For two connection points on the same structure ‘A’, one at a height , and other at a height , seismic relative displacement shall be determined as:
is not required to be taken as greater than
PART 6 STRUCTURAL DESIGN — SECTION 8 GLASS AND GLAZING
where
deflection at building level x of structure A due to design seismic load determined by elastic analysis, and multiplied by response reduction factor R of the building as per Table 9 of good practice [6-8(8)];
deflection at building level y of structure A due to design seismic load determined by elastic analysis, and multiplied by response reduction factor R of the building as per Table 9 of good practice [6-8(8)];
height of level x to which upper connection point is attached;
height of level y to which lower connection point is attached;
allowable storey drift for structure A calculated as per 7.11.1.1 of good practice [6-8(8)]; and
storey height below level x.
b) For two connection points on separate structures A and B, or separate structural systems, one at height, , and the other at a height, , shall be determined as:
is not required to be taken as greater than
where
deflection at building level y of structure B due to design seismic load determined by elastic analysis, and multiplied by response reduction factor, R, of the building as per Table 9 of good practice [6-8(8)]
allowable storey drift for structure B calculated as per 7.11.1.1 of good practice [6-8(8)]
6.1.7 Imposed Loads
The uniform distributed load and point load is to be considered based on application and is to be selected in accordance with good practice [6-8(9)]. Appropriate uniform distributed load (UDL) and concentrated load are selected in accordance to good practice [6-8(9)] based on nature of building (for example, residential, institutional, industrial building, etc) and nature of activity under each building type.
6.1.8 Load Contribution
6.1.8.1 Wind load
The wind load is the effect of wind pressure which is dependent on the location, building height, topography and ground roughness factor. The wind speed is taken from good practice [6-8(7)] for the geographic location.
6.1.8.2 Dead load
In case of inclined sloped glazing, the dead weight of the glazing should be considered. In case of component of sloped glazing, the following corresponding component of the total glazing may be used:
a) Point load shall be applied as a uniformly distributed load over a circular area of .
b) For a glazed panel supported on all edges, the point loading shall be applied at the centre.
c) For free glazing edges, the point load shall be applied adjacent to the centre of the free edge.
d) Ultimate limit state design wind pressure shall not be greater than 1.2 kPa. For greater design wind pressures, the glass shall be separately designed to withstand wind loading in accordance with 6.1.4.
6.1.9 Reference Chart Relating Wind Load, Maximum Allowable Area for a Thickness of Glass with respect to Terrain Category
Table 19 to Table 27 provides relation between design wind pressure and maximum allowable area for a thickness of glass with respect to specific terrain category. User may select the type of glass depending on the support conditions.
Specialist literature may be consulted for use of nonlinear analysis and the like for laminated glass.
The deflection at the centre of glass pane can be calculated using the formula in accordance to Annex C.
Typical model calculation to calculate thickness and determine wind load and deflection at the centre of the glazing is given at Annex D.
