TEST REPORT · 2021. 2. 9. · Test Report: UK2077/Ref. 2/Supp2/CR1 Page 2 of 22 Pages CONTENTS...

Fab-Lite Façades Ltd82 Limepit LaneStanleyWakefieldWF3 4DF

Client:

Lucideon UKWork Location:

This report supersedes the report issued on 03.02.2021.

Project ManagerReviewer

TEST REPORT

Project Title:

Lucideon Reference:

Structural and Durability Testing of Fab-Lite's Mechanically Restrained Pro-Clad 3 Pre-fabricated Brick Slip Cladding System Generally inAccordance with EAD 090062-00-0404:2018

UK2077 (QT-59078/1/AS)/Ref. 2/Supp2/CR1

1001

05 February, 2021

280Purchase Order No.:

For the Attention of:

Author(s):

Mr Keith Sykes

Mr Nicholas Fennell

Report Date:

Testing Team

Mr Nicholas FennellMr Matthew GraingerTesting Team

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shall not be reproduced in part without the written approval of Lucideon Limited, nor used in any way as to lead to

Lucideon is the trading name of Lucideon Limited. Registered in England No. 1960455.

No responsibility is taken for the accuracy of the sampling unless this is done under our own supervision. This reportThis report is issued in accordance with the Conditions of Business of Lucideon Limited and relates only to the sample(s) tested.

misrepresentation of the results or their implications.

Test Report: UK2077/Ref. 2/Supp2/CR1

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CONTENTS

Page 1 INTRODUCTION 4 2 TEST PROGRAMME 4 3 TEST SAMPLE 5 4 TEST INSTRUMENTATION 5 5 TEST EQUIPMENT 6

5.1 CWCT (Centre for Window and Cladding Technology) Test Rig 6 5.2 Soft Body Impactors 6 5.3 Hard Body Impactors 7

6 TEST METHOD 7

6.1 Hygrothermal Test 7 6.1.1 Weathering Cycles 7 6.1.2 Heat/Rain – 80 Cycles 8 6.1.3 Heat/Cold – 5 Cycles 8 6.2 Wet Freeze/Thaw Test 8 6.2.1 Freeze/Thaw – 30 Cycles 8 6.3 CWCT Testing 8 6.4 Impact Resistance Testing 9 6.4.1 Soft Body Impact 9 6.4.2 Hard Body Impact 10 6.5 Bond Strength Tests 10 6.5.1 Control Tests 10 6.5.2 After Hygrothermal and Freeze/Thaw Testing 10 6.6 Pull-out of Fixings 11


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Page 7 RESULTS 11

7.1 Hygrothermal Test 11 7.1.1 Results 11 7.2 Wet Freeze/Thaw Testing 12 7.2.1 Results 12 7.3 CWCT Wind Load Testing 12 7.4 Soft Body Impact Test 12 7.5 Hard Body Impact Test 13 7.6 Bond Strength Test 13

8 SUMMARY OF FIRE TESTING 14 TABLES 15-16 PLATES 17-21 CHART 22 APPENDICES A-E


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1 INTRODUCTION As part of their product development process, Fab-Lite Façades Ltd wish to determine the structural and durability performance of two pre-fabricated brick slip cladding systems – one using an MgO Multi-Pro XS backing board called Pro-Clad 3. The report for the R-Lock system is provided in UK2077/Ref. 1/Supp2/CR1. Fab-Lite contracted Lucideon Limited to conduct durability and structural testing in accordance with EAD 090062-00-0404:2018 Kits for external wall cladding mechanically fixed.

2 TEST PROGRAMME

The mechanically-restrained Pro-Clad 3 pre-fabricated brick slip cladding system, mounted onto 9 mm MgO backing boards was subjected to the test programme in Table 1. Both control test panels and an installed wall system were tested. Each used a range of high, medium and low water absorption brick slips of F2 durability in accordance with BS EN 771-1:2011.

Table 1 – Test Programme for the EAD 090062-00-0404:2018 Testing

Sample Type Test Relevant Standards

600 mm x 600 mm control panels

Determination of adhesive bond strength (control test)

EAD 090062-00-0404:2018; ETAG 034:2012; BS EN 1015-12:2016

2.6 m x 3.2 m wall

Hygrothermal heat/rain and heat/cold cycles

EAD 090062-00-0404:2018; ETAG 034:2012

Freeze/thaw test EAD 090062-00-0404:2018; ETAG 017:2005

Resistance to wind load (CWCT test)

EAD 090062-00-0404:2018; ETAG 034:2012

Impact resistance EAD 090062-00-0404:2018; ETAG 034:2012; ISO 7892:1988

Determination of adhesive bond strength

EAD 090062-00-0404:2018; ETAG 034:2012; BS EN 1015-12:2016

Pull-out of fixings EAD 090062-00-0404:2018; ETAG 034:2012

The testing was completed between 28 September and 4 December 2020. The results of fire testing completed externally on the individual components of the system will be summarised in the Results Section.


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3 TEST SAMPLE Fab-Lite supplied one full 2.6 m x 3.2 m testing wall using the Pro-Clad 3 cladding system. They also provided three Pro-Clad 3 600 mm x 600 mm samples used for bond strength testing control samples. A full installation description with photos is supplied in Appendix A. A full product list with batch numbers is provided in Appendix B. Drawings are provided in Appendix C. Product details of the Pro-Clad 3 system are supplied in Appendix D. The testing was completed on systems which incorporated three different brick slip types, each representing a typical brick slip of F2 durability with low, medium and high water absorption properties. Whilst there is no standard defining low, medium and high water absorption, it is generally recognised that 0-12% is considered low, 13-16% is medium, and 17+ % is high. The brick slip sample references, the supplier’s water absorption values and relative water absorption properties are detailed in Table 2. It must be noted that whilst the results below apply exclusively to the named products listed in Table 2, these may also be treated as guidelines for performance of similar F2 brick slips with comparable water absorption properties.

Table 2 – Details of the Brick Slips Used in Testing

Brick Slip Name Water Absorption

(%) Relative Water

Absorption Property Sample

Reference

Michelmersh Wrekin Dark Red

12 Low WALow

Floren Alaskan Sintered 14 Medium WAMid

Michelmersh Victorian Dark Red

17 High WAHigh

4 TEST INSTRUMENTATION

The instrumentation in Table 3 was used in the test programme detailed above.

Table 3 – Instrumentation for the Tests Completed

Instrumentation Laboratory No.

25 kN calibrated load cell FOR007

Calibrated data logger DAQ028

Laptop F62RTY1

Hygrothermal chamber 2 6869/C2


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5 TEST EQUIPMENT The following test equipment was used in the test programme detailed above: 5.1 CWCT (Centre for Window and Cladding Technology) Test Rig

A steel framed, plywood clad (interior and exterior) air tight box of nominal dimensions 2300 mm x 3800 mm x 6600 mm (D x W x H).

A 1200 mm x 1200 mm servo controlled pneumatic damper attached to one side of the rig used to control the flow of air.

A 6000 Pascal 3-phase fan used to apply either a positive or a negative flow of air dependent on the direction of rotation of the internal blade.

A programmable logic controller (PLC) used to control the fan speed and damper opening during testing to achieve the desired pressure.

5.2 Soft Body Impactors

The small soft body impactor should be a spherical ball of 100 mm diameter, comprising a 1.5 mm thick envelope made of flexible rubber with a canvas reinforcement. The bag is filled until it weighs 3 (±0.3) kg. The impactor is shown in Figure 1.

Figure 1 – Drawing of Small Soft Body Impactor

The large soft body impactor should be a spherical canvas bag of diameter 400 mm (±40) filled with 3.0 mm (±0.3) diameter glass spheres to give a total weight of 50 kg (±0.5). The impactor is shown in Figure 2.


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Figure 2 – Drawing of Large Soft Body Impactor

5.3 Hard Body Impactors

One hard body impactor should be a steel ball with a diameter of 63.5 mm (±1) with a mass of 1030 g (±40) (1 kg steel ball).

One hard body impactor should be a steel ball with a diameter of 50 mm (±0.5) with a mass of 514 g (±19) (0.5 kg steel ball).

6 TEST METHOD

6.1 Hygrothermal Test The wall frame was centrally clamped to the face of a 2.4 m high x 3.0 m long test aperture. Testing was carried out in accordance with Clause 5.4.6 of ETAG 034:2012 and Annex M of EAD 090062-00-0404:2018. The testing involved subjecting a panel to repeated heat/rain cycles followed by repeated heat/cold cycles at controlled humidity conditions designed to simulate naturally occurring conditions. 6.1.1 Weathering Cycles The panel was subjected to cyclic heat/rain conditions followed by heat/cold cycles according to the following programme.


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6.1.2 Heat/Rain – 80 Cycles

Heating to 70°C rising over 1 hour and maintaining at 70oC (5) at 10-15% RH for a further 2 hours.

Followed by spraying with water (water temperature 15 ( 5)°C) at 1 l/m2/min for 1 hour and then draining for 2 hours. On completion of the heat/rain cycles, the wall was conditioned for 48 hours at a temperature between 10 and 25°C with a minimum RH of 50%. 6.1.3 Heat/Cold – 5 Cycles

Exposure to 50oC (5) with a rise of 1 hour and maximum 10% RH for 7 hours.

Exposure to -20°C (5) with a fall over 2 hours and hold for 14 hours. The test panel was inspected every four heat/rain cycles and daily under the heat/cold cycles to observe changes in the visual characteristics of the panel. 6.2 Wet Freeze/Thaw Test After hygrothermal testing, the panel was subjected to freeze/thaw testing in accordance with Clause 5.7.2.2 of ETAG 017:2005. The test involved subjecting a panel to repeated freeze/thaw cycles as follows: 6.2.1 Freeze/Thaw – 30 Cycles

Exposure to water for 8 hours at +23 (2)°C.

Freezing to -20 (2)°C (fall for 2 hours) for 14 hours (total 16 hours). At periods of every three cycles during freeze/thaw cycles, observations relating to a change in characteristics of the surface or to the behaviour of the entire kit were recorded. On completion of the cyclic testing, the wall was left to dry for 7 days. 6.3 CWCT Testing Each test specimen in turn was mounted into the CWCT test rig and tested using the following procedure:

Uniformly distributed suction loads were exerted on the front face of the test specimen.

Two pulses between zero and 300 Pa were applied.

The test was performed in successive steps of 500 Pa up to 1000 Pa and 200 Pa after 1000 Pa, with a return to zero at each level until significant irreversible deformation occurred – either the sample failing catastrophically or the limit of the rig being reached at a pre-determined pressure as shown in Figure 3.


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Figure 3 – CWCT Loading Cycle Procedure

The pressure was held at each level for approximately 10 seconds with the time for each increase and decrease of load of at least 1 second.

The loads at which defects or damage occurred were noted.

Linear voltage displacement transducers (LVDTs) were positioned to the rear of the sample during testing to monitor the deflection of the framing sections and the boards to ensure the elastic limit of the framing was not surpassed prior to the final test to destruction.

The LVDTs were connected to a data logger, which in turn was connected to a laptop to record the data from the LVDTs at a frequency of 1 Hz.

6.4 Impact Resistance Testing The impact tests consist of the impact body falling in a pendular motion onto the specimen arranged in position in a frame. In case of rebound, the impact body shall be held back to avoid a second impact. 6.4.1 Soft Body Impact Per Annex G – Impact testing of EAD 090062-00-0404:2018, soft body impacts consisted of:

Small soft body S1 and S2 (10 Joules (J) and 60 J respectively) carried out with the spherical bag weighing 3 kg and from a height of 0.34 m and 2.04 m respectively (at least in three locations).

Large soft body S3 and S4 (100 J and 400 J respectively) carried out with the spherical bag weighing 50 kg and from a height of 0.61 m and 0.82 m respectively (at least in the space between two profiles).

Each of the bags mentioned above was suspended from a 3 m steel cable such that the face of the impact bag touched the face of the test area while at rest. The bag was then pulled back until the required drop height was achieved above the point of impact.


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After this, it was released and once impacted, caught in order to avoid a second impact. Any deterioration was photographed and logged. 6.4.2 Hard Body Impact Per Annex G – Impact testing of EAD 090062-00-0404:2018, hard body impacts consisted of:

H1 and H2 (1 J and 3 J respectively) carried out with the steel ball weighing 1 kg and from a height of 0.2 m and 0.61 m respectively (at least in three locations).

H3 (10 J) carried out with the steel ball weighing 1 kg and from a height of 1.02 m (at least in three locations).

Each of the steel balls mentioned above was suspended from a 3 m steel cable such that the face of the steel ball touched the face of the test area while at rest. The steel ball was then pulled back until the required drop height was achieved above the point of impact. After this, it was released and once impacted, caught in order to avoid a second impact. Any deterioration was photographed and logged. 6.5 Bond Strength Tests 6.5.1 Control Tests The test was undertaken on the three 600 mm x 600 mm control samples provided. Each sample had a different brick slip component and as such was tested separately. A steel plate was bonded to the face of three of the brick tiles with an epoxy resin and allowed to cure for 24 hours. A centralised tensile load was provided to the plate at a rate of 1 to 10 mm/minute through a tensile load machine. Bond strength (σB) was determined using the tensile load at failure (Fmax) and the area of the Plate A according to the equation below:

𝜎𝐵 = 𝐹𝑚𝑎𝑥𝐴

6.5.2 After Hygrothermal and Freeze/Thaw Testing The test was undertaken on the wall after being subjected to hygrothermal and freeze/thaw cycles. Three (215 mm x 64 mm) rectangles were cut through the mortar joints described in the Results Section as ‘Cut’. A steel plate was bonded to the face of the brick tile with an epoxy resin and allowed to cure for 24 hours. The same procedure was followed for another three bricks but this time with the mortar left intact; these were described in the Results Section as ‘Uncut’. A centralised tensile load was provided to the plate at a rate of 1 to 10 mm/minute through a tensile load machine. These tests were completed on all three brick types.


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Bond strength was again determined using the same calculation as for the control samples. 6.6 Pull-out of Fixings Pull-out of fixings testing was competed by EJOT with the report provided in Appendix E.

7 RESULTS

When considering the results of the testing completed in accordance with EAD 090062-00-0404:2018, refer to Section 1.2.2 Working Life/Durability of the Standard: “The assessment methods included or referred to in this EAD have been written based on the manufacturer’s request to take into account a working life of the cladding kit for the intended use of 25 years when installed in the works. These provisions are based upon the current state of the art and the available knowledge and experience. When assessing the product, the intended use as foreseen by the manufacturer shall be taken into account. The real working life may be, in normal use conditions, considerably longer without major degradation affecting the basic requirements for works. The indications given as to the working life of the construction product cannot be interpreted as a guarantee neither given by the product manufacturer or his representative nor by EOTA, when drafting this EAD, nor by the Technical Assessment Body issuing an ETA based on this EAD, but are regarded only as a means for expressing the expected economically reasonable working life of the product.” 7.1 Hygrothermal Test According to Section 6.4.6 of ETAG 034:2012, the performance requirements of the large scale hygrothermal test are that the test sample should not show evidence of any of the following defects during nor at the end of the test programme:

Deterioration such as cracking or delamination of the cladding element that allows water penetration to the insulation.

Detachment of the cladding element.

Irreversible deformation. At the end of the test programme, no water penetration shall be evident up to the kit/substrate interface. 7.1.1 Results

WALow No defects

WAMid No defects

WAHigh No defects

The surface finish was thoroughly examined to establish whether any deterioration or cracking had occurred.


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No damage was noted to the face the panel after the 28-days cure period prior to installing in the test apparatus. No visible damage was noted to the face of the panel during the test regime or on completion of the test regime. 7.2 Wet Freeze/Thaw Testing According to Section 8 of BS EN 16383:2016, the sample is deemed to have satisfactorily completed the wet freeze/thaw testing if the following defects do not occur during or at the end of the test programme:

Cracking or delamination of the skin that allows water penetration to the insulation.

Blistering flaking or other visible change to the surface.

Detachment of the skin.

Irreversible deformation. 7.2.1 Results

WALow No defects

WAMid No defects

WAHigh No defects

7.3 CWCT Wind Load Testing The test was taken to the limit of the rig (3600 Pascals) with no deterioration noted upon inspection. This resulted in the sample achieving a maximum Q value of 3600 Pascals. Deflection during testing of the support frame (TR 1) and the backer boards holding the brick slip systems (TR 2) can be seen in Chart 1. 7.4 Soft Body Impact Test The results of the soft body impact testing carried out at 10, 60, 300 and 400 J are given in the Tables Section (Table 5). Categorisation is based on Table G.1 of EAD 090062-00-0404:2018. An example of an undamaged brick after 60 J test is shown in Plate 1.

WALow No defects - Category I

WAMid No defects - Category I

WAHigh No defects - Category I


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7.5 Hard Body Impact Test The results of the hard body impact testing carried out at both 3 J and 10 J energy are given in the Tables Section (Table 6). Categorisation is based on Table G.1 of EAD 090062-00-0404:2018. Images of the cracking in the hard body impact tests are shown in Plates 2-4.

WALow No defects - Category I

WAMid No penetration/perforation - Category II

WAHigh No penetration/perforation - Category II

7.6 Bond Strength Test The results of the bond strength testing carried out on the control samples and the wall after being subjected to hygrothermal and freeze/thaw cycles are given in the Tables Section (Tables 7 and 8, respectively). Images of the test set-up and failure modes are shown in Plates 5-11. The bond strength and wind load tests need to be considered together. Design to resist wind load is a complex subject and every location is unique. Under wind loading there is no pass or fail criteria, the system will either be adequate or inadequate in any particular situation. So for example a system installed on a building at the top of an escarpment in the North of Scotland will be expected to resist much greater wind forces than one in the centre of London. However as an indication, the speed of a 3 second gust of wind in the North of Scotland could reach 56 m/s at 10 m above the ground with a likely incidence of return of once in 50 years. This is the sort of level we would design for in the UK. This gust has a dynamic pressure equivalent to 1.9 kN/m². The results of the dynamic wind load test of greater than 3.6 kPa are clearly above this value with a minimum safety factor of 1.9 with no demonstrable failure of the system. Taking even the minimum pressure to de-bond the brick slip from the substrate at 67 kN/m² (0.067 N/mm2), there is clearly a global safety factor of over 35 against failure occurring, which is more than is regarded as being socially acceptable. Hence the experimental results demonstrate considerable safety against wind forces likely to occur anywhere in the UK after subjecting the panel to a heat/rain and freeze/thaw test regime. The values achieved in both the dynamic wind load tests and the bond strength tests will need to be considered when designing project specific use of the system in conjunction with Eurocode 11.

1 BS EN 1991-1-1:2002 Eurocode 1. Actions on structures. General actions. Densities, self-weight, imposed

loads for buildings


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8 SUMMARY OF FIRE TESTING The externally contracted fire testing and classification is summarised in Table 4.

Table 4 – Summary of the Fire Testing Externally Completed on the Individual Components in the System

Component Classification Document Reference

N-Velope rainscreen systems

A1 non-combustible

BBA ‘Agrément Certificate 19/5671’

N-Velope rainscreen cladding support systems

A1 non-combustible

BBA ‘Agrément Certificate 19/5671’

Multi-Pro XS MgO board A1

non-combustible Resistant building products: ‘Passive fire protection guide’


non-combustible Multi-Pro XS technical data sheet


non-combustible BBA ‘Agrément Certificate 15/5255’

25 mm brick slips A1

non-combustible Pro-Clad 3 product data sheet

A2/304 grade stainless steel plates/rail

A1 non-combustible

Pro-Clad 3 product data sheet

Mortar A1

non-combustible Pro-Clad 3 product data sheet

A4/316 stainless steel TKE fixings

A1 non-combustible

Pro-Clad 3 product data sheet

Brickfix31 A2 Firebond resin

A2-s1,d0 WarringtonFire classification report No. 415154

All classifications stated in Table 4 are not provided by Lucideon Limited; these have been declared separately in the above referenced documents as-supplied by Fab-Lite Façades Ltd. Lucideon Limited accepts no responsibility for the accuracy of these classifications.

NOTE: The results given in this report apply only to the samples that have been tested. END OF REPORT


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TABLES

Table 5 – Results of the Soft Body Impact Tests

Brick Reference Impact Energy

(J) Observations

WALow

10 No damage recorded




WAMid





WAHigh





Table 6 – Results of the Hard Body Impact Tests

Brick Reference

Location Impact Energy

3 J 10 J

WALow

1 No damage recorded No damage recorded



WAMid

1 No damage recorded Curved crack present


3 No damage recorded Curved crack present, 4 mm indentation

WAHigh


2 No damage recorded Vertical crack present



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Table 7 – Results of Bond Strength Control Tests

Brick Reference Location Pull-off Strength (N/mm2) Mode of Failure

WALow

1 0.213 Pull out from rail



Mean 0.186 -

WAMid




Mean 0.145 -

WAHigh




Mean 0.120 -

Table 8 – Results of Bond Strength Tests after Exposure

Brick Reference Cut/Uncut Location Pull-off Strength (N/mm2) Mode of Failure

WALow

Uncut




Mean 0.417 -

Cut




Mean 0.221 -

WAMid

Uncut




Mean 0.154 -

Cut

1 0.067 Pull out From rail

2 0.211 Pull out From rail


Mean 0.123 -

WAHigh

Uncut




Mean 0.148 -

Cut




Mean 0.147 -

* Cut/Uncut refers to the state of the mortar during bond strength testing


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PLATES

Plate 1 – Undamaged Brick Face in 60 J Soft Body Impact Test on Floren Alaska Sintered Brick

Plate 2 – Curved Crack and 4 mm Indentation Present in 10 J Hard Body Impact Test on Floren Alaska Sintered Brick

Plate 3 – Vertical Crack Present in 10 J Hard Body Impact Test on Michelmersh Victorian Dark Red Brick (traced along red line)


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Plate 4 – Typical Condition of Michelmersh Wrekin Dark Red Brick, Undamaged after Impact Tests

Plate 5 – Typical Setup of a Bond Strength Test Completed on a Control Sample Panel


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Plate 6 – Typical Tensile Failure of a Floren Alaska Sintered Brick during Bond Strength Testing of the Control Samples

Plate 7 – Typical Tensile Failure of a Michelmersh Victorian Dark Red Brick during Bond Strength Testing of the Control Samples


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Plate 8 – Typical Tensile Failure of a Michelmersh Wrekin Dark Red Brick during Bond Strength Testing of the Control Samples

Plate 9 – Typical Tensile Failure of a Floren Alaska Sintered Brick during Bond Strength Testing of the Weathered Samples


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Plate 10 – Typical Tensile Failure of a Michelmersh Victorian Dark Red Brick during Bond Strength Testing of the Weathered Samples

Plate 11 – Typical Tensile Failure of a Michelmersh Wrekin Dark Red Brick during Bond Strength Testing of the Weathered Samples

0

5

10

15

20

25

30

35

0 0.001 0.002 0.003 0.004 0.005 0.006

De

fle

ction

(m

m)

Time (hh:mm:ss)

Chart 1 - Deflection - Time Curve of Fab-Lite's Pro-Clad 3 Pre-fabricated Cladding System Wall in CWCT Testing

TR1 TR2Key


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INSTALLATION GUIDE Pro-Clad 3 System Wall – 21 August Cement particleboard was pre-installed onto Metsec SFS stud sections, which were fixed at 600 mm centres to the 2.6 x 3.2 m wall frame provided by Lucideon Limited. The particleboard was installed over the stud sections at 150 mm perimeter centres and 300 mm interior centres using EasyDrive 40 mm self-drilling wing tip screws. These steps were completed by technicians from Lucideon Limited. From this point, technicians from Fab-Lite completed the Pro-Clad 3 system install. N-Velope NV1 helping hand brackets were installed onto the particleboard using EJOT 6.3 x 50 mm Tekscrews, which pierced through the particleboard and into the underlying Metsec SFS stud sections. Double brackets were installed in two horizontal lines through the central sections of the particleboard, whilst single brackets were installed along the top and bottom of the boards. Each bracket was attached using three fixings. Next, 2.6 m lengths of N-Velope NV1 aluminium helping hand rails were installed into the helping hand brackets vertically. They were first slotted into position before being fixed at each of the four bracket positions using three SFS 5.5 x 22 mm fixings per bracket. Pro-Clad 3 mechanically restrained brick slip systems with Multi-Pro XS 9 mm backing board were fixed to the helping hand rails using EJOT 4.8 x 50 mm Tekscrews installed as per the drawing in Appendix C. Three different brick types were installed across the height of the wall with two rows of panels installed per type. The three bricks were: Michelmersh Wrekin Dark Red (top), Michelmersh Victorian Dark Red (middle) and Floren Alaskan Sintered (bottom). Upon installation of the brickslip panels, Parex Easipoint MID grey historic pointing mortar was made using a 4.5 l water/25 kg ratio. This was applied using a pointing gun into the spaces between the brick slips and allowed to cure for 28 days. Plates 1A-5A detail the install process.

APPENDIX A

PLATES

Plate 1A – Installation of the N-Velope NV1 Helping Hand Brackets

Plate 2A – Installation of the N-Velope NV1 Helping Hand Rails

Plate 3A – Fixing Locations for the SFS Bracket Fixings

Plate 4A – Wall Layout with Multi-Pro XS Backed Pro-Clad 3 Brickslip Systems in Place

Top Two Levels without Mortar, Bottom Level already Pointed

Plate 5A – Completed Wall

Product Description Batch

Number Image of Label

N-Velope NV1 helping hand vertical brackets

Helping hand vertical brackets: Single bracket – VB090S Double bracket – VB090D

-

EJOT Tekscrews 6.3 x 50 mm

JT3-3-6.3 x 50 S16 Bi metal fastener with washer

3599811331 QC:3072011

N-Velope NV1 helping hand rails

Aluminium T and L sections 2.6 m lengths T-section 60 x 100 x 2.2 rails L-section 60 x 40 x 2.2 rails

-

SFS self-drilling fasteners 5.5 x 22 mm

SDA5/3.5-8-H13-S4-5.5 x 22 Aluminium to Aluminium

Mat 1507572 Po. 72948375

07/02/2020

Pro-Clad 3 mechanically restrained pre-fabricated brickslip panel system with 9 mm MgO backing boards

3 brick types: Michelmersh Wrekin Dark Red; Michelmersh Victorian Dark Red; Floren Alaska Sintered

-

EJOT Tekscrews 4.8 x 50 mm

Stainless steel fixings

Batch: 3053390 Art no:

7384108301

APPENDIX B

Parex Easipoint MID grey mortar

Historic pointing mortar, mix ratio 4-4.5 l water/25 kg

Batch: MO/102473

24/07/20

S3

S5

TEST RIG SAMPLE PANEL SET OUT WITH

Mgo MULTI PRO-XS CARRIER BOARD

S4

S2

S1

S4

S3

S3

S1

S3

S3

S1

S3

S3

S1

S3

S3

S1

S3

S6

S5

S5

S5

S5

A A A A A A A A

B

B

C

B

B

C

B

B

C

B

B

C

B

B

C

B

B

C

B

B

C

B

B

C

A NV1 System

1. Single N90mm Brackets

B NV1 System

1. Double N90mm Brackets

B NV1 System

1. Double N90mm Brackets

c NV1 System

1. Single N90mm Brackets

L = 60 x 40

T = 60 x 100 L = 60 x 40

T = 60 x 100

T = 60 x 100T = 60 x 100

T = 60 x 100

T = 60 x 100

TKE 4.8x50Stainless steel

Mgo Resistant Multi Pro-xsBacking Board

A2 USP Brickfix Resin

Typical section With Mgo

Resistant Multi Pro-xs

Pro-lock mechanical fix

retainer in stainless steel

Brick slip with groove

To accommodate Pro-Lock rail

S6

S2

S4

S1

S5

S3

REV REV DATE PURPOSE OF REVISION

Client

Project

DrawingTitle

Status

LUCIDEON

Scale As Noted at A3 DO NOT SCALE

Date 21.02.20

Dwg NO PC3-001 Rev

This drawing is not to be used in whole or part other than for theintended purpose and project as defined on this drawing.

www.fab-lite.co.uk

A 05-03-2020 UPDATED TO COMMENTS

DISCLAIMER. FAB-LITE FACADES LTDACCEPT NO LIABILITY WITH RESPECT TODRAWING ACCURACY OR QUANTITIESSHOWN. ALL DRAWINGS SHOULD BEAPPROVED BY THE PROJECTPROFESSIONALS BEFORE PLACING ANYORDER.CONTENTS OF THIS DRAWING REMAINSTHE PROPERTY OF FAB-LITE FACADESLTD AND NO REPRODUCTION WITHOUTWRITTEN PERMISSION IS ALLOWED.

NOTES

1. DO NOT SCALE FROM THIS DRAWING2. BRICK SIZES AND CUT BRICKDIMENSIONS ISSUED ON UNIT DRAWINGSARE APPROXIMATE DIMENSIONS FORILLUSTRATION PURPOSES ONLY ANDSUBJECT TO VARIATION DEPENDING ONBRICK TYPE, SHAPE AND TOLERANCE.3. OVERALL BRICK DIMENSIONS ONINDIVIDUAL PANEL DRAWINGS AREAPPROXIMATE DIMENSIONS WITH JOINTSBETWEEN SLIPS EQUALLY SPACED BUTWITHIN THE TOLERANCES OF NORMALBRICKWORK CONSTRUCTION.4. OVERALL PANEL DIMENSIONS ISSUEDARE APPROXIMATE AND SUBJECT TOTOLERANCE BASED ON PANEL SIZES.5. RESPONSIBILITY FOR THE QUALITY OFFREE ISSUE BRICKS PROVIDED FORFABRICATION REMAINS WITH OTHERS.5. ALL ORDERS ARE SUBJECT TO OURSTANDARD TERMS AND CONDITIONS OFSUPPLY A COPY OF WHICH IS AVAILABLEON REQUEST.6. ALL GOODS ARE MANUFACTURED INACCORDANCE WITH OUR CERTIFIEDMANUFACTURING PROCEDURES ONLY.7. ONLY STAINLESS STEEL FIXINGSSUPPLIED BY US ARE TO BE USED FORTHE INSTALLATION OF OUR PRODUCTS.FAILURE TO COMPLY WILL INVALIDATEANY WARRANTY PROVIDED.8. ONCE INSTALLED PANELS POINTEDWITH PAREX EASY POINT MORTAR.

Test Rig Sample Panel Set Out

Pro Clad - 3

B

Pro-Clad 3

B 14-12-2020 UPDATED TO COMMENTS

APPENDIX C

AutoCAD SHX Text

BRICK Type: ALASKA SINTERED 2no S1 4no S3 2no S5

AutoCAD SHX Text

BRICK TYPE: BLOCKLEYS WREKIN DARK RED 1no S2 1no S1 2no S4 2no S3 1no S6 1no S5

AutoCAD SHX Text

BRICK Type: RUFTEC VICTORIAN DARK RED 2no S1 4no S3 2no S5

AutoCAD SHX Text

-FIXING POINTS

AutoCAD SHX Text

Fixings Type: TKE/316 Stainless Steel Drilling 4.5x50mm Fixings suitable for 2mm Aluminum or Timber Rail Installation

AutoCAD SHX Text

A-Horizontal Pro-Lock Rail

AutoCAD SHX Text

B-Pro-Lock Perp Square

AutoCAD SHX Text

Vertical Aluminum Rail Centers 2mm Helping Hands minimum 50mm wide

Front Elevation

1

2

3

46

Isometric

View

21

3

6

57

3 - A1

4 - B

Pro-clad 3

Product Components1. 9mm BBA Certified MgO carrier panel with 4layers of fibreglass

mesh, and with A1 reaction to fire classification

2. 25mm Cut brick slip, pistol corners and bed slip cut from bricks withan F2 durability rating and bricks of either a high, medium and or lowwater absorption can be used in this process. Bricks are inorganicand non-combustible

3. Reference A1=1mm flat retaining rail 30mm wide stainless steelA2/304 grade with 5mm punched holes starting at 93mm centres,and A1 non-combustible

4. Reference B=1mm flat square retaining plate 35 x 30mm stainlesssteel A2/304 grade with a central 5mm punched hole, and A1non-combustible

5. A2 firebond bedding resin as Warrington fire classification reportWF 415154, and the products reaction to fire is A2-s1, d0

6. TKE self-drilling stainless steel fixing grade A4/316 and A1non-combustible

7. Pointing mortar which is gun injected to fully fill the open joint byothers, and A1 Non-combustible

Pro-clad 3 Product specificationPro-clad 3 is a mechanically restrained prefabricated brick slip cladding panel solutionBricks are cut on purpose made automated machinery in factory controlled conditions enabling the bricks to begroove cut in various orientations to allow a 1mm stainless steel retaining plate to be inserted into the cut brick slip,this creates a mechanical restraint fix to 9mm MgO carry board, the plate and brick slip is secured by using A4/316grade stainless steel fixings which both secure the panels to the carry rail behind and which also completes themechanical restraint process of the brick slipsIn addition to the mechanical restraint brick slips are also resin applied to the carry panel with the use of A2 brick fixfirebond resin as Warrington fire classification report WF 415154, which is specially formulated for the bedding ofbrick slips to various substrates, and this resin whilst also adding to the fix of the slip to the carrier panel is mainlyused as a bedding material to ensure cut bricks are aligned and bonded to the panel surface before the securing ofthe brick slips with the mechanical restraint process once installedThe Pro-clad 3 process can accommodate a variety of brick orientation and brick sizes and any F2 durability ratedbrick with either a Low, Medium or High water absorption can be considered for this fabrication processThis method of brick slip attachment to the carrier panel is developed to ensure all components are A1 or A2-s1, d0in accordance with EN13501-1Please note Unit set out drawings are raised for every individual project for approval complete with considerationfor movement, ventilation and fixing strategy, and there is not site installation of brick slips required on site as allpanels are prefabricated in factory controlled ISO9001:2015 conditionsOnce panels are installed they are gun pointed to complete the finished appearance

Typical section

for use in vertical application

Scale As Noted at A3 DO NOT SCALE

Date 21.10.2020

Dwg NO 007 Rev

This drawing is not to be used in whole or part other than for theintended purpose and project as defined on this drawing.

www.fab-lite.co.uk

-

PR3-450X900-SBDrawingTitle

APPENDIX D

Fab Lite

Product Code:

Batch Reference:

Product Description:

Batch End Date and Time:

Operator:

Temperature:

Relative Humidity:

TKE 4.8

Samples

2.2mm Aluminium

18/06/2019 09:56

JU

21

46

Specimen Number YieldN

Yieldmm

Max ForceN

Elongation at Max Forcemm

1.00 2560 5.14 2560 5.132.00 2620 6.06 2620 6.063.00 2460 5.09 2460 5.084.00 2650 5.60 2650 5.595.00 2690 5.54 2690 5.546.00 2590 5.20 2590 5.217.00 2610 5.70 2610 5.708.00 123 0.503 2680 5.009.00 2610 6.76 2610 6.7510.0 2630 5.60 2630 5.60

2350 5.12 2610 5.57Average786 1.69 66.5 0.530SD2690 6.76 2690 6.75Maximum123 0.503 2460 5.00Minimum2560 6.25 228 1.75Range2610 5.57 2610 5.56Median

Pull-out from 2.2 Aluminium using TKE 4.8 x L (20mm Protrusion)

N.B. The results above are obtained from tests carried out in accordance with equipment conforming to BS 5427 on a random sampleof fasteners. Information supplied should form part of a general guide only.EJOT UK LTD, Hurricane Close, Sherburn Enterprise Park, Sherburn in Elmet, LEEDS LS25 6PB.Tel. 01977 687040www.ejot.co.uk

Notes:

Internal ID - 1655

1.17 2.34 3.52 4.69 5.86 7.03 8.20 9.38 10.5 11.70

300

600

900

1,200

1,500

1,800

2,100

2,400

2,700

3,000

0

Forc

e (N

)

Length (mm)

v10.2.4.27 - 800428GB - EJOT UK LtdMethod: Pullout, (rev. 24) - Page 1 of 1 - H50KS/05 : 50000N. Printed: 18/06/2019 10:31

Output: Pullout (rev. 2070)

APPENDIX E

TEST REPORT · 2021. 2. 9. · Test Report: UK2077/Ref. 2/Supp2/CR1 Page 2 of 22 Pages CONTENTS...

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