6th Sense I.T. Park, Chennai

MindSpace Building, Hyderabad

Splendor Forum, New Delhi

Jaipur International Airport

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STRUCTURAL GLAZING WITH SILICON

 

Sub:    Providing and Fixing Structural Glazing for (Name of the Project), (Location).

TECHNICAL SPECIFICATIONS – (P R O F O R M A)

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 ITEM NO. 1 :    STRUCTURAL GLAZING :

Providing and fixing of Fully Fixed Structural Glazing as per the Elevation / Section / Plan Drawings enclosed.  (A set of drawings is enclosed for reference purposes – Annexure – A) The Structural Glazing shall be fabricated out of Heavy Duty Aluminium Extruded Profiles of Bhoruka / Jindal / Indo Alusys / ALM Pultrusion (ICOAT) make as per the Sections shown in the Profile Chart enclosed, (Refer drawing enclosed for reference purposes – Annexure - B) comprising of Corners Mullion; Typical Mullion - ( Load Bearing Mullion having a minimum Moment of Inertia of _____ X 104 mm4 ) (Refer enclosed Notes on Structural Glazing - Note One); Top and Bottom Transom; Normal Transom; Glazed Panel Shutters (Refer enclosed Notes on Structural Glazing - Note Two) – suitable to accommodate 23 mm thick Hermatically Sealed Double Glass Units for Vision Panels and 6 mm thick Single Glass for Spandrel Panels; and Glazed Panel Fixing Cleat Profile.

All profiles shall be conforming to IS-733 for Chemical Composition and Mechanical Properties; and conforming to IS : 8147 : 1976 for Composition of Alloy 63400 WP; Modular of Elasticity (65500 N/mm2) & Permissible Bending Stress (96 N/mm2).  The Permissible Deflection shall be (Refer enclosed Notes on Structural Glazing - Note Three). (Unsupported Span) L / 175, conforming to IS : 8147 : 1976 for Single Glass OR (Unsupported Span) L / 250, conforming to BS - 8118 – Part - 1 : 1991 for Double Glass Units.  The Structural Stability of the Load Bearing Mullion shall be checked for Full Fixity / Partial Fixity / Simply Supported Condition (Refer enclosed Notes on Structural Glazing - Note Four).

All profiles shall be Powder Coated in colour as may be approved by Architects to a thickness of minimum 50 Microns.  The Powder Coating shall be done with Pure Polyster Powder Interpon D-2000 of AKZO NOBEL make conforming to AAMA 2604, and the coating shall be done by an approved applicator – (e.g. ENDURA, CHENNAI; ICOAT TECHNOLOGIES, HYDERABAD; RADIANT, BEHROR).  The contractor shall be required to submit test certificates and product application quality certificates along with WARRANTY CERTIFICATE FOR 15 YEARS,  issued by Akzo Nobel.  

The profiles shall be provided with Protection Tapes of Sun Control or Wonder Polymer (before dispatch to site) to provide safety against external scratches at site (Protection Tapes to be removed only at the time of handing over as per the instructions of Site-In-Charge / Architect).

The Structural Glazings shall be designed for a Wind Pressure of __________ Kgs. Per Sq.M. (Refer enclosed Notes on Structural Glazing – Note Five).   The Glazing Contractor shall design the Structural Glazing as per the prevalent site conditions and building profiles and quote rates accordingly.  No extra claims shall be entertained at any stage for aluminium profile wall thickness and size dimensions.

The Glazing Contractor shall provide drawings of individual members – Corners Mullion, Typical Mullion, Top and Bottom Transom, Typical Transom, Double / Single Glass Glazing Shutter; and drawings of any other profiles that may be used – clearly indicating all dimensions, wall thickness and weight (Kg./M) of the individual profiles. (Refer enclosed Notes on Structural Glazing – Note Six)

The Anchoring / Bracing of the Structural Glazing to the RCC Beams / Slabs / Columns shall be done with 6 mm Thick Stainless Steel Brackets of approved design.  Two Numbers of Brackets shall be provided on each beam, one designed for load bearing and one designed for expansion characteristics of the Mullion. (Refer Typical Brackets Drawing for respective locations enclosed for reference purposes – Annexure - C)  PVC spacers shall be provided between the Aluminium Mullion Member and Bracket.  Solid Aluminium Shims of various required thickness shall be provided behind the brackets to adjust the beam level variations possible at site, or extended brackets duly designed shall be provided of required size as per site requirements – (Refer Beam Level Adjustment Drawing enclosed for reference purposes – Annexure - D)

The Anchoring of Brackets to RCC Beams shall be done with FISCHER make anchors (FBN - 10 / 15 + 23” A4), (Refer enclosed Notes on Structural Glazing – Note Seven) with a minimum anchoring depth of 50 mm in the concrete to withstand the dead load of Structural Glazing as well as stresses due to Wind Pressure.  Glazing Contractor shall also make arrangements with the Anchor Supplier – FISCHER to carry out RANDOM PULL OUT TESTS at site after embedding the anchors in the Concrete and submit Reports to the Engineer-in-Charge.

All Screws, Bolts, Nuts and Washers used in the Structural Glazing shall be only Stainless Steel, as manufactured by KUNDAN / PUJA / ATUL.

The Transom shall be jointed to Mullion with suitably designed S.S. Splice Plates  (Refer Typical Splice Plate Drawing enclosed for reference purposes – Annexure - E)  The Transom to Mullion joints shall be created with an even gap of maximum 4 mm and properly sealed all around with application of Weather Silicon Sealant of Dow Corning to make the joint watertight.  The Horizontal Fin of the Transom shall overlap up to the Vertical Fin of the Mullion, with a maximum gap of 4 mm. 

The Expansion Joints between two Mullions at every beam level should be created by inserting (300 mm / 600 mm / 750 mm / 900 mm / 1000 mm long – as may be required for the respective Project related to the slab + beam height and spacing between the Load Bearing and Expansion Bracket at every Floor Level) Aluminium Expansion Sleeve Tube and bolted with the main mullion member, and the Expansion Joint Gap should be minimum of 20 mm.  The Expansion Joint must be properly sealed all around with application of Weather Silicon Sealant of Dow Corning to make the joint watertight.  (Refer Typical Expansion Joint Drawing enclosed for reference purposes – Annexure - F) 

EPDM Gaskets of suitable profiles as manufactured by Hanu Industries shall be provided at all required positions to make the glazing air tight.

The glazing shutter profile shall be properly designed for Vision Panel to accommodate 23 mm thick Double Glass Units and for Spandrel Panel to accommodate 6 mm thick Single Glass of required specifications as given in Item No. 8 of this specification. 

(Cost of glass not included in this item and quoted separately under Item No. 8 of this specification.   However, the labour element for unloading the glass delivered at Site / Contractor’s Factory Premises, Stacking, Glazed Panels Making, Transportation of the Glazed Panels from Contractor’s Factory Premises to Site, Carrying to Heights and Fixing in Appropriate Locations to be included in this item).

The Contractor shall design the Structural Byte using the specified wind load, panel size and the sealant design strength of 138 kPa.  And the Structural Bite as well as the glue line thickness must be a minimum of 6 mm, however, the Structural Bite must be equal to or greater than the glue line thickness in the ratio between 1: 1 and 3: 1.  The Structural Sealant applied in the joint must be able to be filled using standard caulking practices and must not move during cure with adequate exposure to atmospheric air to cure. 

The load calculations for the designing of the dead load should be based on the design strength of structural sealant as 700 Kgs per Sq.M for dead load.  The weight of the panel divided by the silicone contact area must not exceed the dead load design strength of the sealant.

The Glazing Contractor shall make arrangements with the Structural Silicone Sealant Supplier to carry out initial Adhesion Compatibility Test and submit Report to the Engineer In-Charge of the Project confirming the adhesion properties of Structural Silicone between Glass and Aluminium.

The Glazing Contractor shall subsequently commence manufacture of the Glazed Panels, and shall ensure maintaining Log Book of each and every glazed panel manufactured and get it approved by the Structural Silicone Sealant Supplier.  The Complete Log Book duly approved by the Structural Silicone Sealant Supplier shall be submitted to the Engineer-In-Charge of the Project. 

The Glazing Contractor shall also make arrangements with the Structural Silicone Sealant Supplier to carry out Random Sample Rip Open Test against each batch of Glazed Panel produced, and Test Reports on De-Glazing shall be submitted to the Engineer-In-Charge of the Project.

Once the Glazed Panel is completely cured in horizontal position by giving adequate time for curing, the shipment shall be sent to the site.  The Fixing of the Glazed Panel to the Mullion and Transom Framework shall be done by inserting the Shutter Fixing Cleat in the Shutter Profile and fixed with 10 X 19 mm Stainless Steel Screws. .  (Refer Typical Shutter Fixing Drawing enclosed for reference purposes – Annexure - G) 

Gaps up to 10 – 15  mm between the Masonry / R.C.C. / Stone and the Peripheral Mullions and Transoms shall be sealed by inserting Bond Breaking Backer Rod as manufactured by Supreme Industries, and by application of weather silicon sealant DC – 789 (Black) of Dow Corning both from inside and outside to make the glazing water tight. 

The Vertical Gap between the face of Column and Mullions, and wherever Vertically or Horizontally the gaps are expected to be more than 10 - 15 mm between the Masonry / R.C.C. / Stone and Mullions and Transoms, shall be sealed by providing and fixing of 4 mm thick Aluminium Composite Panel sheet flashings bent to required profile as per approved design, and by application of weather silicon sealant DC – 789 (Black) of Dow Corning both from inside and outside to make the glazing water tight.    

The Structural Glazing shall be complete in all respects as per the elevation and accommodated as per the site conditions as per the dimension details given below :

SG-1 __________ mm X __________ mm = __________ Sq.M.
SG-2 __________ mm X __________ mm = __________ Sq.M.
SG-3 __________ mm X __________ mm = __________ Sq.M.

The Contractor shall be provided electricity supply at one point.  However, the Glazing Contractor has to make his own arrangements for electrical points wherever required.  The actual Electricity Consumption Charges shall be debited to the Contractor.  The Contractor has to make his own arrangement for scaffolding or cradle for the erection of the Structural Glazing.

At the time of tendering for the job, the Glazing Contractor shall submit the following details for evaluation:

After award of the work, The Glazing Contractor shall be required to submit following details to the Architects and get their approval before commencing physical execution work:

ITEM NO. 2 :    OPENABLE PANELS IN STRUCTURAL GLAZING AREA :

Extra over Item No. One for Providing and Fixing of Top Hung Openable Panels in  Structural Glazingarea with One Pair of 26” long Heavy Duty Stainless Steel Friction Stay accompanied by “Restrictor Arm” Code SR 8 and Adjustment Block S7280 of  SECURISTYLE, U.K. or GIESSE, Italy make and One No. of Two Point Locking Handle System of ALUALPHA, Portugal or GIESSE, Italy make.

THE PAYMENT SHALL BE MADE ON THE BASIS OF EACH OPENABLE PANEL IN NO.

ITEM NO. 3 :    SWING DOORS IN STRUCTURAL GLAZING AREA :

Extra over Item No. One for Providing and Fixing Swing Doors in Structural Glazing Area with Patch Fittings type __________ for Top Patch; __________ for Bottom Patch; __________ for Top Pivot; __________ for Floor Spring; __________ for Floor Lock; __________ for Strike Plate; (and any other fixtures that may be required related to specific elevation), including providing and fixing of Door Handle __________mm Long type __________.  The Patch Fittings shall be of DORMA / SEVAX make, suitable to accommodate 12.52 mm thick Laminated Glass (6 mm thick glass as mentioned in Item No. 4 of this specification duly tempered by horizontal tempering process ON THE OUTSIDE; 1.52 mm thick PVB Interlayer of Trosifol / Dupont make; 5 mm thick clear float glass duly tempered by horizontal tempering process ON THE INSIDE (Cost of Glass not included in this item and quoted separately, however, the labour element of fixing of glass shall be included in this item).

THE PAYMENT SHALL BE MADE ON THE BASIS OF AREA OF EACH SWING DOOR IN SQ.M.

ITEM NO. 4 :    SPANDREL INSULATION :

Providing and fixing of Spandrel Insulation in Spandrel Glazing Area with 20 Gauge Thick G.I. Sheet fabricated in a Tray Form, duly filled with 10 mm thick SIL XLC - Chemically Cross Linked Closed Cell Structure Insulation Material in Black Colour with One Side Self Adhesive, as manufactured by Supreme Industries, India.  The G.I. Tray shall be fixed on to the Spandrel Panel Shutter Profile with 50 mm long Aluminium Angle of 38 mm X 38 mm X 5 mm thickness at a spacing of 250 mm starting from 50 mm of the edge.  Each Aluminium Angle shall be riveted to the G.I. Tray with 2 Nos. of Aluminium Rivettes and fixed to the Spandrel Shutter Profile with 2 Nos. of 8 X 19 Panhead Stainless Steel Screws.  The Perimeter Gap between the G.I. Tray and Spandrel Panel Shutter Profile shall be sealed by application of Weather Silicon Sealant DC – 789 (Black) of Dow Corning.  (Refer Typical Spandrel Area Drawing enclosed for reference purposes – Annexure - H) 

THE PAYMENT SHALL BE MADE ON THE BASIS OF AREA OF SPANDREL PANELS IN SQ.M.

ITEM NO. 5 :            SOFFIT LEVEL FLASHING – FIXED BEFORE FIXING OF SPANDREL GLASS IN STRUCTURAL GLAZING ELEVATION:

Providing and fixing + / - 1200 mm Wide Flashing at Soffit Level (Pelmet) made out of 4 mm thick Aluminium Composite Panel Sheet, bent to required profile and shape to seal the Soffit. (Refer Typical Spandrel Area Drawing enclosed for reference purposes – Annexure - H).  Detailed drawing of this flashing to be submitted by the Glazing Contractor for the approval of the Architect.  The Flashing shall be fixed to Aluminium Transom of Structural Glazing  with 8 X 25 Panhead Stainless Steel Screws, and the RCC members / Beam / Masonry by drilling holes with an electric drill, inserting PVC sleeves and fixed with Countersunk Screws of 8 X 50 mm, including providing and application of Weather Silicon Sealant DC – 789 (Black) of Dow Corning at both edges of  the flashing. 

(Refer enclosed Notes for Architects on Structural Glazing – Note Eight)

THE PAYMENT SHALL BE MADE ON THE BASIS OF R.MT. OF FLASHING INSTALLED.

ITEM NO. 6 :            SMOKE SEAL - FIXED BEFORE FIXING OF SPANDREL GLASS IN STRUCTURAL GLAZING ELEVATION:

Providing and Fixing of Smoke Seal fabricated with 20 Gauge thick G.I. Sheet fabricated to required shape (Tray and Cover) and filled with Loose Rock Wool as manufactured by Lloyds Insulation.  (Refer Typical Spandrel Area Drawing enclosed for reference purposes – Annexure - H) 

The Smoke Seal Tray shall be fixed on the outer face of the Sill / Parapet Wall Brick Work / PCC / RCC flushed to sill level by drilling holes with an electric drill, inserting PVC Sleeves and fixed with Stainless Steel Counter Sunk Screws of 10 X 50 mm at regular intervals of 100 mm starting from 25 mm of the edge.

The Smoke Seal shall be sealed between the G.I. Tray and Masonry on top of the Tray as well as gap between two consecutive trays by application of Weather Silicon Sealant DC – 789 (Black) of Dow Corning.

THE PAYMENT SHALL BE MADE ON THE BASIS OF R.MT. OF SMOKE SEAL INSTALLED.

ITEM NO. 7 :            SILL / PARAPET LEVEL PLATE - FIXED BEFORE FIXING OF SPANDREL GLASS IN STRUCTURAL GLAZING ELEVATION:

Providing and Fixing of + / - 600 mm Wide 3 mm Thick Galvanized Plate on top of Sill and top of Parapet wall to cover the gap between Edge of Sill to Transom.  (Refer Typical Spandrel Area Drawing enclosed for reference purposes – Annexure - H) 

The Plate shall be fixed on the top of brick work / RCC/ PCC Sill and Parapet Wall by drilling holes with an Electric Drill, Inserting PVC Sleeves and fixed with 10 X 50 mm CSK Wooden Screws in two rows, starting from 50 mm from the Edge and at Subsequent Interval of 100 mm.

The Transom side edge of the Plate will be bent by 25 mm, and after insertion of backer rod between the G.I. Plate and the Transom, the gap will be filled with Weather Silicon Sealant – DC – 789 )Black) of Dow Corning. 

(Refer enclosed Notes for Architects on Structural Glazing – Note Eight)

THE PAYMENT SHALL BE MADE ON THE BASIS OF R.MT. OF G.I. PLATE INSTALLED.

ITEM NO. 8 :   GLASSES :  

(ARCHITECT TO CHOOSE THE GLASS REQUIRED,
BASED ON PERFORMANCE AND SAFETY EXPECTATIONS
OF SPECIFIC PROJECT
& NOT ON THE BASIS OF COLOUR OR COST)

SPECIFICATIONS FOR HEAT STRENGTHENED GLASS :

Providing and Fixing of 6 mm thick Heat Strengthened Glass.  Heat Strengthening process should be done on Horizontal Tempering Furnace Plant, conforming to ASTM C 1048 Standards.

SPECIFICATIONS FOR DOUBLE GLASS UNITS :

Providing and Fixing of 23 mm thick Insulated Double Glass Units (OR) 28.14 mm thick Laminated Insulated Double Glass Units (Architect to choose the glass as  may be required)  Hermatically Sealed, made of Two Pieces of Glass put together with Perforated Aluminium Spacers in between to maintain space uniformity. 

The Perforated Aluminium Spacers shall be filled with Dessicant of Bead Size minimum 2 mm in order to keep Insulated Glass Unit Moisture Free. 

The Aluminium Spacers shall be applied with Butyl Coating (Primary Sealant). 

Secondary Seal shall be DC – 982 of Dow Corning with a minimum depth of 6 mm.

The Outer Glass shall be 6 mm thick Glass Heat Strengthened (OR) 6 mm thick Glass Heat Strengthened + 1.14 mm thick PVB Interlayer + 4 mm thick Glass Heat Strengthened with 12 mm Air Gap and Inner Pane of 5 mm thick Heat Strengthened Glass.

The Heat Strengthening process should be done on Horizontal Tempering Furnace Plant, conforming to ASTM C 1048 Standards and Double Glazing should be manufactured on Automatic Insulating Line, conforming to ASTM E 774.
SPECIFICATIONS FOR LAMINATED GLASS :

Laminated Glasses to be manufactured in Laminating Facilities with Clean Room Environment for the PVB Feeding Roll Stand and Lay Up Area with RH not exceeding 24% and Temperature not exceeding 24 Degree Centigrade with separate chillers and dessicant based dehumidifiers.  The deairing operation shall be two stage with independent nip rollers.  The Autoclaving Operation shall be with real time monitoring and recording of temperature and pressure curves for each Autoclave Cycle.

CHOICE OF GLASS REQUIRED FOR RESPECTIVE AREA
OF SPECIFIC PROJECT CAN BE MADE FROM FOLLOWING:

Providing and fixing 6 mm / 8 mm / 10 mm / 12 mm thick Clear Float Glass as manufactured by ASAHI / SAINT GOBAIN.

( O R )

Providing and fixing 6 mm thick ________ colour (As may be required – Bronze / Grey / Green / Blue) Tinted Float Glass as manufactured by ASAHI / SAINT GOBAIN.

( O R )

Providing and fixing  6  mm thick (Manufacturer’s Catalogue Description of Glass) _________ Colour (As may be required – Bronze / Grey / Green /  Blue / Blue-Green) Heat Reflective Glass as manufactured by ASAHI / SAINT GOBAIN.

Refer Enclosed Notes for Architects on Structural Glazing  – Note - Nine – Advantages and Limitations of using Tempered Glasses,  Bettter Advantages on using Laminated Glasses AND JUSTIFICATION TO CONSIDER DOUBLE GLASS UNITS OR LAMINATED DOUBLE GLASS UNITS IN STRUCTURAL GLAZING.

NOTES FOR ARCHITECTS ON STRUCTURAL GLAZING

NOTE ONE:

PROFILES, THEIR DIMENSIONS, AND WEIGHT DETAILS SHOWN IN DRAWING REFERRED AS “ANNEXURE – B” ARE ONLY INDICATIVE. 

The Actual Sections required for individual project will have to be designed on the basis of:

The Moment of Inertia and Centre of Gravity of the Load Bearing Mullion are TWO MOST IMPORTANT FACTORS relevant for Stability of Mullion against Deflection and Bending Stress.  

IF THE MOMENT OF INERTIA AND THE CENTRE OF GRAVITY OF
LOAD BEARING MULLION ARE NOT SPECIFIED IN THE TENDER,
THE CONTENT OF ALUMINIUM CONSIDERED FOR TENDERING
MAY NOT BE EQUAL IN THE CASE OF ALL CONTRACTORS.

THIS COULD RESULT IN
“POST-AWARD COMPROMISE”
IN DESIGN SUBMISSIONS
OF THE CONTRACTOR FINALISED FOR THE PROJECT.

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NOTE TWO :

The Glazed Panel Shutters will have to be individually designed for each project depending on the possibility of using the following glasses in Structural Glazing :

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NOTE THREE :

The Permissible Deflection of the Load Bearing Mullion for the Project in the event of using Single or Single Laminated Glass is L / 175 conforming to IA : 8147 : 1976 (Unsupported Span – Floor to Floor Height of the Building divided by 175 – e.g. Floor Height 3500 mm / 175 = Permissible Deflection 20 mm).

The Permissible Deflection of the Load Bearing Mullion for the Project in the event of using Double Glass Units or Laminated Double Glass Units is L / 250 conforming to BS – 8118 – Part – 1 : 1991 (Unsupported Span – Floor to Floor Height of the Building divided by 250 - e.g. Floor Height 3500 mm / 250 = Permissible Deflection 14 mm).

FROM THE ABOVE, IT WOULD BE CLEAR THAT THE LOAD BEARING MULLION  FOR PROJECT WITH DOUBLE GLASS UNITS OR LAMINATED DOUBLE GLASS UNITS HAS TO BE 30% (THIRTY PER CENT) STRONGER AS COMPARED TO MULLION FOR PROJECT WITH SINGLE OR SINGLE LAMINATED GLASS.  (THIS IS NOT DIRECTLY RELATED TO THE WEIGHT OF THE PROFILE BUT RELATED TO THE MOMENT OF INERTIA AND THE CENTRE OF GRAVITY).

THEREFORE, IT IS IMPORTANT TO SPECIFY
PERMISSIBLE DEFLECTION
BASED ON THE CHOICE OF GLASS
PROPOSED FOR THE PROJECT.

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NOTE FOUR :

The Fixity Condition is also an Important Factor related to Structural Stability of Load Bearing Mullion.  The following Conditions are possible for individual project based on Installation Detail followed for the Structural Glazing:

FULL FIXITY
PARTIAL FIXITY
SIMPLY SUPPORTED CONDITION

It is important to specify
Condition of Fixity Expected for the Project,
duly supported by Drawing of Fixity being achieved
at every Typical Beam Location,
Bottom Start Location and
Top Termination Location.

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NOTE FIVE :

The Wind Pressure is required to be designed for each and every building conforming to IS : 875 (Part – 3 : 1987), based on:

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NOTE SIX :

The Design and Shape of the FRONT PORTION of Load Bearing Mullion is derived from system requirements to suit concepts of air tightness; water tightness; glass panel installation; and sealing applications.

However, Structural Stability of the Load Bearing Mullion profile is derived from factors mentioned in Note Three, Note Four and Note Five above. 

Therefore, to achieve required Moment of Inertia and Centre of Gravity of the Load Bearing Mullion for individual project, the same shape and design of the profile can be retained with changes adopted in the TUBULAR PORTION either by increasing the depth dimension or the wall thickness of the profile. 

Since the formula to calculate the Inertia is BD3 / 12, the increase of wall thickness would not be as effective as increasing the depth of the profile – the depth increase provides three times jump to the Inertia Factor.

TO AVOID ANY ASSUMPTIONS
BY CONTRACTORS BIDDING FOR THE PROJECT,
ALL DESIGN ACTIVITIES
MUST BE CARRIED OUT IN ADVANCE.

PROPER SPECIFICATIONS AND SUPPORT DRAWINGS
MUST BE PROVIDED WITH THE TENDER.

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NOTE SEVEN :

The Construction of Structural Glazing for any project happens as follows:

AFTER COMPLETION OF THE STRUCTURAL GLAZING CONSTRUCTION,
ENTIRE DEAD LOAD OF ALUMINIUM, GLASS, ETC.,
ENTIRE LIVE LOAD OF EXTERNAL WIND PRESSURE & INTERNAL PRESSURE
ARE ATTACHED TO THE BUILDING
BY THE ANCHOR EMBEDDED INTO THE CONCRETE.

IT IS IMPORTANT TO SPECIFY THE CORRECT ANCHOR
TO BE USED FOR THE PROJECT
AND NO POST-AWARD COMPROMISE POSSIBILITY
SHOULD BE LEFT OPEN
TO CONTRACTOR OF THE PROJECT

IT IS ALSO IMPOSSIBLE TO REPAIR / REPLACE

THE ANCHOR EMBEDDED IN THE CONCRETE,
THE BRACKET FIXED ON THE BEAM THROUGH THE ANCHOR,
THE VERTICAL LOAD BEARING ALUMINIUM MULLION PROFILE,
THE HORIZONTAL ALUMINIUM TRANSOM PROFILE,
SPLICE PLATE TO JOIN VERTICAL MULLION & HORIZONTAL TRANSOM,
AND NUTS, BOLTS, & SCREWS USED.

THEREFORE, ONLY STAINLESS STEEL
ANCHOR, BRACKET, SPLICE PLATE,
NUTS, BOLTS & SCREWS
TO BE SPECIFIED.

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NOTE EIGHT :

Whenever the Curtain Wall is erected, it is anchored to the main building from the face of the beam, and therefore, the inner face of the glass would be at least 200 mm – 250 mm away from the face of the beam. 

The top of the Dry Wall / Sill and Parapet can be closed by the Glazing Contractor with the G.I. Plate and the Interior Contractor can subsequently handle Stone / Granite fixing as may be required.  

It is also important to incorporate Smoke Seal at the Sill Level to avoid possibility of Smoke Travelling to the Upper Floors in the event of Fire.

The Soffit Level will have to be sealed by Aluminium Flashing.  The flashing would, therefore, cover the gap between the face of the beam to the back face of the profile, and also cover the bottom depth of the beam and will be further bent at least 25 mm upwards on the inner face of the beam.  Based on this complete dimension, the width of the flashing is to be specified. 

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NOTE NINE :

ADVANTAGES AND LIMITATIONS OF USING TEMPERED GLASS &
BETTER ADVANTAGES OF USING LAMINATED SAFETY GLASS

In the case of Commercial High Rise Buildings, lot of public movement is expected at Ground Level around the Structural Glazing Area.

IN THE EVENT OF BREAKAGE OF GLASS, THE GLASS IN ANNEALED FORM CAN FALL IN LARGE PIECES AND CAUSE INJURY AND EVEN CASUALTY.

It is recommended that whenever the Structural Glazing is considered for any building, the glass proposed to be used should be a HIGHER SAFETY GLASS to avoid any injuries or casualties in the event of breakage of glass.
The first Graduation from Annealed Glass to Higher Safety Glass is
TEMPERED GLASS

ADVANTAGES OF TEMPERED GLASS:

Once the glass is tempered, the impact bearing capacity of the glass multiplies.  In the event of breakage of a Tempered Glass, it will fall in splinters.  However, the Splinters can also be dangerous causing injury or even casualty.

LIMITATIONS OF TEMPERED GLASS:

In spite of the additional cost incurred in Tempering the Glass, there is no change in the Thermal Properties and Acoustic Properties of Tempered Glass as compared to Annealed Glass. 

While the Impact Bearing Capacity of the Tempered Glass multiplies in comparison to Annealed Glass, still the Glass can break. 

The Breakage of Tempered Glass will immediately lead to VOIDS in the Structural Glazing Area.

The process of replacement of a Glass in Structural Glazing is time consuming due to inherent time required for processing of the Tempered Glass and the dependence on specialised technicians to carry out the replacement. 

This time gap with the VOID having been created would lead to various types of security hazard to the building and its occupants.
The second Graduation from Annealed Glass and Tempered Glass
to Higher Safety Glass is LAMINATED GLASS

ADVANTAGES OF LAMINATED GLASS:

The Laminated Architectural Glass is constructed by bonding a tough polyvinyl butyral (PVB) interlayer between two pieces of glass under heat and pressure. Once sealed, the glass “sandwich” behaves as a single unit and appears transparent, just like ordinary glass.

Laminated Glass reduces the danger of flying or falling glass in the event of any breakage, and resists penetration and forced entry through the Glazed Area.

The Laminated Glass in comparison to the Annealed Glass and Tempered Glass can give various high performance advantages of Thermal Properties by screening out 99 percent of sun’s ultraviolet rays.  It also reduces the thermal losses, thus reducing the consumption of energy. 

The laminated glass also has a considerable advantage on acoustic properties, by providing sound isolation performance.  The sound isolation of laminated glass occurs over the frequency range where glass is almost transparent to sound, due to the shear damping characteristics of the viscoelastic PVB interlayer.

Besides these advantages, in the event of breakage of the glass, the glass remains in its position and the void is not created in the Structural Glazing area, thereby allowing the replacement at convenience.

JUSTIFICATION TO CONSIDER DOUBLE GLASS UNITS OR
LAMINATED DOUBLE GLASS UNITS IN STRUCTURAL GLAZING

In view of the present and consistent future emphasis being directed towards energy conservation, it is recommended that all the Structural Glazing may be designed with Double Glass Units or Laminated Double Glass Units for the entire Vision Area and Single Heat Strengthened Glass for the Spandrel Area.  The elevation is suggested to be designed in such a way that the Spandrel Areas are separated from the Vision Areas to avoid thermal breaks in the Glazing Area.
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