Publ

icat

ion

issu

ed b

y th

e Ed

uard

o To

rroja

Con

stru

ctio

n S

cien

ce In

stitu

te. I

ts re

prod

uctio

n w

ithou

t aut

horis

atio

n is

forb

idde

n

INSTITUTO DE CIENCIAS DE LA CONSTRUCCIÓN EDUARDO TORROJA

C/ Serrano Galvache nº 4. 28033 Madrid Tel (+34) 91 3020440 Fax (+34) 91 3020700

e-mail: dit@ietcc.csic.es http://www.ietcc.csic.es

TECHNICAL APPROVAL DOCUMENT: No. 513R/14

General area / Intended use:

Trade name:

Beneficiary:

Head office:

Place of manufacture:

Validity. From: To:

GRAPAMAR PF1025 VENTILATED FACADE CLADDING SYSTEM

GRAPAMAR PF1025

ANCLAJES GRAPAMAR, S.L. Ctra Novelda-Aspe Km 1 03660 NOVELDA (Alicante) Spain Tel.: (+34) 965 607 016 Fax: (+34) 965 605 197 www.grapamar.com

Ctra Novelda-Aspe Km 1 03660 NOVELDA (Alicante) Spain

30 July 2014 30 July 2019 (Subject to annual follow up)

This Document has 28 pages

MEMBER OF: UNIÓN EUROPEA PARA LA EVALUACIÓN DE LA IDONEIDAD TÉCNICA UNION EUROPEENNE POUR L’AGRÉMENT TECHNIQUE DANS LA CONSTRUCTION EUROPEAN UNION OF AGREEMENT EUROPÄISCHE UNION FÜR DAS AGREMENT IN BAUWESEN

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

VERY IMPORTANT

The TECHNICAL APPROVAL DOCUMENT is by definition a positive technical appreciation by the "Instituto de Ciencias de la Construcción Eduardo Torroja" Spanish Institute Eduardo Torroja of Construction Sciences, regarding the suitability in the construction centre of non-traditional materials, systems and procedures bound to a determined and specific use.

Before using the material, system or procedure it refers to, full knowledge of the Document is required, which must be therefore fully supplied by the holder.

The modification of the characteristics of the products or the fact of not respecting the conditions for use, as well as the comments from the Committee of Experts, invalidates this technical approval.

C.D.U.: 692.232.4 Bardage ventilated facades Cladding kit

DECISION NUM. 513R/14

THE DIRECTOR OF THE EDUARDO TORROJA CONSTRUCTION SCIENCE INSTITUTE

- In accordance with Decree no. 3.652/1963, of 26 December, by the Presidency of the Government, that empowers the Eduardo Torroja Construction Science Institute to draw up the TECHNICAL APPROVAL DOCUMENT of the non-traditional construction materials, systems and procedures used in construction and public works, and with Order no. 1.265/1988, of 23 December, by the del Ministry of Parliament Relations and by the Government Secretariat, governing its granting;

- In accordance to the request made by ANCLAJES GRAPAMAR, S.L., for the RENEWAL of TECHNICAL

APPROVAL DOCUMENT no. 513 for the GRAPAMAR PF1025 System for the cladding of ventilated facades including a discontinuous horizontal profile.

- Considering article 5.2, section 5, of the Technical Building Code (hereinafter C T E ) regarding conformity

with the CTE of products, equipments and innovative systems, that establishes that a construction system is in conformity with the CTE if it has a favourable technical assessment of the suitability for its intended use;

- Considering the specifications established in the Regulations for the Monitoring of the TAD of 28 October

1998;

- In accordance with the current Statutes of the Union Européenne pour l’Agrément technique dans la construction (UEAtc);

- Taking into account the visits to sites and factories by the representatives of the Eduardo Torroja Construction

Science Institute, the reports of the tests carried out at the Eduardo Torroja Construction Science Institute (hereinafter IETcc), as well as the comments submitted by the Commission of Experts, in sessions held 13 May 2008 and 3 July 2014.

DECIDES:

To renew and extend TECHNICAL APPROVAL DOCUMENT number 513, to the GRAPAMAR PF1025 System for the cladding of ventilated facades with number 513R/14 and trade name GRAPAMAR PF1025, considering that,

The technical approval carried out leads to the conclusion that the System is IN ACCORDANCE WITH THE SPANISH TECHNICAL BUILDING CODE (CTE), whenever the entire content of this document and, in particular the following conditions, are fully respected:

2

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

GENERAL CONDITIONS

This TECHNICAL APPROVAL DOCUMENT exclusively assesses the construction System proposed by the beneficiary, and must be accompanied in each case, in accordance with the current Legislation, by the prescriptive building project and carried out according to the corresponding works management. It will be the construction project that will consider in each case the actions that the System transmits to the building's general structure, ensuring that these are admissible.

In each case, ANCLAJES GRAPAMAR S.L., in view of the architectural project of the facade carried out by the architect author of the project, will provide sufficient technical assistance, including all the information necessary both to define each of the system components and to execute the facade, that will subsequently enable the technicians in charge to develop the construction project. This project will consider, for each case, the actions that the System transmits to the general structure and the building envelope, ensuring that these are admissible.

In general, both in the project and the execution of the work, all the requirements contained within the current regulations will be taken into consideration.

MANUFACTURING CONDITIONS The manufacturer must maintain the self-control that it currently applies regarding raw materials, manufacturing process and finished product according to the indications on section 5 of this document.

CONDITIONS FOR USE AND START-UP The GRAPAMAR PF1025 ventilated facade cladding system is projected for the exterior cladding of facades with mechanical fixings hidden to a metallic structure. The system does not contribute to the stability of the construction.

The execution of the System must be carried out by ANCLAJES GRAPAMAR S.L., or by specialised and qualified companies, recognised by it, under its technical assistance and control. These companies will guarantee that the System is used in conditions and fields of application covered by this Document respecting the comments submitted by the Commission of Experts. An updated copy of the installation companies recognised by ANCLAJES GRAPAMAR S.L., will be available at the IETcc. According to the foregoing, this document exclusively covers the works undertaken by ANCLAJES GRAPAMAR S.L., or by qualified companies and recognised by it.

All the provisions necessary will be adopted regarding the stability of the constructions during the assembly, risks of falls of suspended loads, protection of persons and, in general, the provisions included in the current regulations on Health and Safety at Work will be taken into consideration.

VALIDITY This TECHNICAL APPROVAL DOCUMENT no. 513R/14, is valid for a period of five years provided that:

- The manufacturer does not modify any of the product characteristics indicated in the Technical Approval Document,

- The manufacturer performs a systematic self-control of the production as indicated in the Technical Report, - A follow up is carried out every year by the Institute that verifies the compliance of the previous conditions,

visiting, if applicable, any of the most recent performances, With the favourable result of the follow up, the IETcc will annually issue a certificate that must be attached to the TAD, to give it validity.

This Document must therefore be renewed before the 30 July 2019.

Madrid, 30 July 2014

THE DIRECTOR OF THE EDUARDO TORROJA CONSTRUCTION SCIENCE INSTITUTE

Marta Mª Castellote Armero

3

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

4

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

Table 1. MINIMUM PLATE THICKNESSES

Stone Thickness (mm)

Granite 20

Marble 20

Limestone 30

Sandstone 30

TECHNICAL REPORT 1. PURPOSE

Cladding system for GRAPAMAR PF1025 ventilated facade made with natural stone plates, fixed to aluminium substructure, attached to the support wall, made up of corbels, hidden vertical and horizontal profiles (continuous or discontinuous) of the company ANCLAJES GRAPAMAR, S.L. (Figure 1).

The plates are fixed to the aluminium horizontal profiles through a groove on the top and bottom edges.

This cladding system can be applied on masonry supports, concrete or metallic structure supports, both on new projects and restoration works.

The anchors that fix the substructure to the support and the thermal insulation do not form part of the System and therefore have not been evaluated. In any case, the anchors must be defined in the technical project of the ventilated facade according to the support elements and the loads to transmit.

The natural stone cladding plates are not considered system elements either and, in any case, they must be defined in the technical project of the ventilated facade.

2. SYSTEM DESCRIPTION

The GRAPAMAR PF1025 System is a ventilated facade cladding system that consists of:

1. Outdoor cladding natural stone plates, not

supplied by ANCLAJES GRAPAMAR, S.L.

2. Ventilated air chamber on which a thermal insulation not supplied by ANCLAJES GRAPAMAR, S.L. is usually installed.

3. Aluminium supporting substructure anchored to the support. This substructure, supplied by ANCLAJES GRAPAMAR, S.L., consists of:

- Support and retention corbels to transmit

loads from the substructure to the support by means of anchors.

- Vertical profiles.

- Continuous or discontinuous horizontal

profiles (L= 120 mm) for hidden mechanical fixing of the natural stone plates.

The GRAPAMAR PF1025 system is a mechanical fixing system that does not require any adhesive element for its installation. The system works by the support and retention exerted on the plate edges.

3. MATERIALS AND COMPONENTS

3.1 Natural stone plates

The natural stone plates of the GRAPAMAR PF1025 System can be of granite, marble, limestone or sandstone and, in all cases, they must have CE marking according to UNE-EN 1469:2005.

The physical and mechanical characteristics that must be used as reference to accept the plates are the following:

3.1.1 Physical and mechanical characteristics

- Apparent density: ≤ 2.8 g/cm3

According to UNE-EN 1936: 2007 - Water absorption: ≤ value declared

by the manufacturer According to UNE-EN 13755: 2002

- Resistance to flexion: ≥ 8 MPa According to UNE-EN 12372: 2007

- Resistance to frost: ∆E ≤ 20 % According to UNE-EN 12371: 2002

The different water absorption values must be taken into consideration according to the type of natural stone chosen. The performance of mechanical tests in saturation conditions is therefore recommended to determine the mechanical characteristics to be considered when choosing the plates, as for some type of stone the mechanical characteristics can be affected in saturation conditions.

3.1.2 Geometric conditions of the plates:

The size and thickness of the plates are variable, depending on the design characteristics of the facade, whenever these plates can withstand the action of the wind where they are located.

The minimum thicknesses, according to the type of natural stone are:

5

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

Table 5. CHARACTERISTICS OF THE CORBELS

TYPE 80 - 60 x 5 R5

100 - 60 x 5 R5

135 - 60 x 5 R5

Section (mm2) 680.20 780.10 954.29

Weight (kg/m) 1.68 2.11 2.84

Perimeter (mm) 276.80 316.80 365.71

xc (mm) 24.52 32.96 48.44

Ixc (cm4) 21.70 23.01 24.59

yc (mm) 45.39 46.85 48.86

Iyc (cm4) 44.50 82.08 185.83

Table 3. GROOVING TOLERANCES

Thickness ± 0.5 mm

Depth + 1.0 mm

Position regarding the face side + 0.0 mm - 1.0 mm

Table 4. ALUMINIUM DATA Designation

Simbolic AL Numeric AL 6063

Treatment T6 Standard UNE-EN 755-2 2

Phisical Properties Specific weight 2.70 g/cm3

Linear thermal expansion coeff. 23,6·10-6 ºC-1 (20/100ºC) Elasticity module 70,000 N/mm. Poisson coefficient 0.33

Mechanical properties Tensile resistance (Rm) 175 MPa

Elastic limit (Rp0,2) 130 MPa Lengthening (A) ≥ 8 %

3.1.3 Dimensional tolerances 3.2.2 Characteristics of the corbels

The corbels are the fixing elements of the vertical profiles to the support. They are extruded aluminium adjustable brackets (6063 T6) of approx. 5 mm thick. As an indication, the geometric and mechanical characteristics of a selection of corbels are detailed on Table 5, while the tolerances are defined according standard UNE-EN 755-9: 20093

The geometry and dimensions are included in Figure 3.

The measurements must be carried out according to standard UNE-EN 13373:2003.

3.1.4 Plate grooving

The plates must be supplied already mechanised, with grooving as defined on Figure 2.

The tolerances on the grooving are the following:

3.2 Substructure for plate fixing

3.2.1 Materials

The framework of vertical and horizontal profiles and corbels is made of extruded aluminium of alloy 6063 with treatment T6. Its basic characteristics are detailed below:

3.2.3 Characteristics of the vertical profile

The vertical profiles are manufacturer in extruded aluminium (6063 T6). According to the thickness of the cladding, two types of profiles are used. For stone thicknesses of up to 3 cm the C section profile is used, and for greater thickness, or when the calculation requires so, the U profile is used.

The geometric and mechanical characteristics of the vertical profiles are detailed in Table 6 and their tolerances are defined according to standard UNE-EN 755-9:2009.

Table 6. CHARACTERISTICS OF THE VERTICAL PROFILE

TYPE Profile C 30 x 45 x 2.5

Profile U 40 x 40 x 4

Section (mm2) 306.36 448.00

Perimeter (mm) 242.40 232.00

Wight (kg/m) 0.83 1.21

xc (mm) 22.50 20.00

Ixc (cm4) 3.86 7.25

rxc (mm) 11.18 12.72

yc (mm) 17.42 25.14

Iyc (cm4) 9.55 11.50

ryc (mm) 17.60 16.02

3

2 UNE-EN 755-9: Aluminium and aluminium alloys. Rods, pins, UNE-EN 755-2: Aluminium and aluminium alloys. Rods, pins,

tubes and extruded profiles. Part 2: Mechanical characteristics. tubes and extruded profiles. Part 9: Profiles, dimensional and shape tolerances.

Table 2. DIMENSIONAL TOLERANCES

Thickness (mm)

Length (mm)

Tolerance

Thickness ≤ 30 - ± 10 %

30 > e ≥ 80 - ± 3 mm

Flatness

-

-

≤ 0,2 % of the length

≤ 3 mm

Length and width

≤ 50 < 600 ± 1,0 mm ≥ 600 ± 1,5 mm

> 50 < 600 ± 2,0 mm ≥ 600 ± 3,0 mm

6

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

80 % (fibra de vidrio); 20 % (Álcali resistente con acabado retardante a llama).

Table 9. CHARACTERISTICS OF THE JOINING SCREWS OF THE SUBSTRUCTURE ELEMENTS

Description Self-drilling hexagonal head screws

Standard DIN 7504K UNE EN ISO 15480:20005

Diamete

6.3 mm, 5.5 mm and 4.8 mm

Lenght 25 mm, 25 mm and 16 mm

Material Stainless steel A2 (AISI 304)

Standard UNE EN ISO 3506-1: 20106

Resistance class 70

Tensile resistance (Rm) 11,54 MPa and 6,14 MPa

Elastic limit (Rp0,2) 450 N/mm2

Tabla 7. CHARACTERISTICS OF THE HORIZONTAL PROFILE

TYPE Intermediate

Profile Base/top profile

Section (mm2) 268.00 250.86

Perimeter (mm) 160.60 142.31

Weight (kg/m) 0.725 0.678

xc (mm) 15.70 12.27 I (cm4) xc 2.03 1.78

rxc (mm) 8.69 8.43

yc (mm) 15.76 7.54

Iyc (cm4) 2.89 2.49

ryc (mm) 10.38 9,96

Table 8. CHARACTERISTICS OF THE JOINING SCREWS OF THE SUBSTRUCTURE ELEMENTS

Description Hexagonal head screws

Standard DIN 933

Diameter 8 mm

Length 20 mm

Material Stainless steel A2 (AISI 304)

Standard UNE EN ISO 3506-1: 20104

Resistance class 70

Tensile resistance(Rm) 700 N/mm2

Elastic limit (Rp0,2) 450 N/mm2

The geometry and dimensions of both profiles is included in Figure 4.

3.2.4 Characteristics of the horizontal profile

The horizontal profiles are manufacturer in extruded aluminium (6063 T6).

The geometric and mechanical characteristics of the horizontal profiles are detailed in Table 7 and their tolerances are defined according to standard UNE-EN 755-9:2009.

The dimensions are included in Figure 5.

3.4 Anchors to the support wall

The fixing anchors of the substructure to the support are not part of the system and have therefore not been evaluated. Nevertheless, the type, position and number of anchors to fix the corbels to the support must be defined in the technical project of the ventilated facade according to the support base material and the stresses transmitted to it.

The company ANCLAJES GRAPAMAR, S.L. can asses on the type of anchor to use.

3.3 Set of screws

To join the elements that make up the substructure (support and retention corbels, vertical and horizontal profiles) the following will be used, according to the size of the plate and its weight: a set of stainless steel made up of hexagonal head screw DIN 933 M8x20 (Table 8), washer DIN 9021 M8, toothed washer M8 DIN 6798 A and one nut M8 DIN 934; or either, stainless steel self drilling screws A2 with hexagonal head, the characteristics of which are detailed on Table 9.

This data is included in the technical project of the ventilated facade and will be defined for each support base material, according to the recommendations of the manufacturer of the anchors.

The installing company and the construction Management is responsible for checking the suitability of the anchoring, defined in the technical project, regarding the support element executed on the work.

3.5 Mesh

In the case the thickness of the plate does not guarantee the resistance to impact of the cladding, as described on point 12.1.3, a fibreglass mesh will be used adhered to the rear side of the plate that prevents the plate from detaching in the case of breakage.

- Composition: 80 % (fibreglass); 20 % (Resistant alkali with flame retardant finish).

- Weight: 98 g/m2 ± 5% (ISO 3374).

- Distance to thread axes: 12.5 x 11.8 mm.

5 UNE EN ISO 15480:2000 self drilling screws with washer hexagonal

4

UNE EN ISO 3506-1:2010 Mechanical characteristics of the corrosion-resistant stainless steel fixing elements. Part 1: Bolts, screws and studs. (ISO 3506-1:2009).

head, with self-tapping thread. (ISO 15480:1999). 6

UNE EN ISO 3506-1:2010 Mechanical characteristics of the corrosion resistant stainless steel fixing elements. Part 1: Bolts, screws and studs. (ISO 3506-1:2009).

7

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

Estos elementos no son fabricados por

- Ultimate tensile strength

· longitudinal: 1,650 N/ 5 cm · transversal: 1,400 N/ 5 cm

To fix the fibreglass mesh, two-component polyurethane adhesive is used.

4. MANUFACTURING

The manufacturing process of the GRAPAMAR PF 1025 System takes place entirely at the factory of ANCLAJES GRAPAMAR, S.L., in Novelda (Alicante) and generally includes the following stages:

- Reception of the raw material.

- Visual analysis of the same.

- Handling and mechanisation of the different components with automatic cutters.

- Visual control by sampling.

- Packaging and product identification.

5. QUALITY CONTROL

5.1 Manufacturing control of the anchoring

system

5.1.1 Raw materials

Control of reception of raw materials, checking:

- General appearance and finish.

- Dimensions,

- Verification of the certificate concerning the technical specification.

- Mechanical check.

5.1.2 Processes

- Cutting and die-cutting work with different tooling until the final forming of the different anchoring components.

- Final revision and check, visual and by sampling.

5.1.3 Finished products

- Checking by sampling of the dimensioning

tolerances of the profiling.

5.2 Set of screws

These elements are not manufactured by

ANCLAJES GRAPAMAR, S.L., and therefore the suppliers are required to provide a certificate in each supply concerning the technical specifications and compliance of the respective regulations.

The controls by ANCLAJES GRAPAMAR, S.L., of the set of screws upon the reception of these articles are:

- General appearance and finish;

- Dimensions; - Verification of the manufacturer's certificate

concerning the technical specification. 5.3 Reception control of cladding elements

These elements are not manufactured by ANCLAJES GRAPAMAR, S.L., and therefore the suppliers are required to provide a certificate in each supply concerning the technical specifications and compliance of the respective regulations.

The natural stone plates must have CE marking according to UNE-EN 12057:2005, and the following characteristics must be defined:

- Name of the natural stone according to UNE-

EN 12440:2001.

- Amount and dimensions of the plates.

- Apparent density and open porosity according to UNE-EN 1936:2007.

- Water absorption at atmospheric pressure according to UNE-EN 13755:2002.

- Resistance to compression according to UNE-EN 1926:2007.

- Resistance to flexion according to UNE-EN 12372:2007.

- Resistance to freezing according to UNE-EN 12371:2002.

- Resistance to thermal shock according to UNE-EN 14066:2003.

- Breaking load of the anchoring according to UNE-EN 13364:2002

The controls to carry out on the plates upon the reception of these articles are:

- General appearance and finish.

- Dimensions.

- Verification of the certificate concerning the technical specification.

- Verification of the plate's grooving according to the dimensions and tolerances defined in point 3.1.

8

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

5.4 Anchoring

The supplier of the anchoring must guarantee that the products of the anchoring system have passed the internal manufacturing and final product controls, according to its internal procedures and regulations. Also, that all the products comply with the material specifications and load values indicated in the handbooks and catalogues in force from the supplier, whenever they are installed according to its recommendations and instructions.

Whenever applicable, the anchoring must provide CE marking.

6. LABELLING, PACKAGING, TRANSPORT,

RECEPTION ON SITE, HANDLING AND STOCKING

The packaging of the profiling supplied by ANCLAJES GRAPAMAR, S.L. is strapped and palletised according to the manufacturer's specification and will have an identification label including:

- the manufacturers' trademark;

- manufacturing code, that enables its traceability;

- material and nominal dimensions;

- identification label with logo and TAD number.

The material must be unloaded as close as possible to the area of use, to prevent unnecessary haulage.

Avoid knocks to the materials both during the unloading and handling.

During the execution of the assembly works, all the elements that make up the facade cladding will be stored in an orderly way, avoiding breakages and deformations and, whenever the works allows so, the elements will be stocked inside the building.

The reception of the materials will be carried out by the project supervisor according to the regulations in force. Special attention and care must be given to all the handling and storage operations on site of all elements, mainly to long profiles and large plates, avoiding any kind of incident that may case their deformation preventing their use, for which auxiliary equipment must be used such as construction cranes, pallet trucks, etc.

For the natural stone plates the packaging, transport, storage and handling recommendations provided by the manufacturer must be followed.

7. ON SITE INSTALLATION

7.1 General specifications

For each work and in the light of the architectural project, a technical project of the ventilated facade will be performed in which the elements to be used and their arrangement will be calculated.

This project will include the construction plans and details necessary for the appropriate understanding and subsequent installation of the system by the site personnel.

In any case, ANCLAJES GRAPAMAR, S.L., will provide all the data necessary to carry out the project and the execution of the ventilated facade; and will have to provide, if requested, technical assistance during the project and execution stages, including the resolution of the particular points.

The assembly of the GRAPAMAR PF1025 ventilated facade system must be performed by specialised staff and authorised by ANCLAJES GRAPAMAR, S.L., under its control and technical assistance, using the previously described fixing elements.

Once the plates have been placed they must not be under strain and must have sufficient freedom of movement. Sufficient margin must be provided for this purpose when performing the joints, thereby enabling the expansions due to humidity and temperature both of the plates and the substructure.

7.1.1 Preparing the support and fixing system

Before mounting the system, a pull-out test must be performed according to the work's control plan, supervised by the construction management, to check, according to the project specifications, the stability and bearing capacity of the support and define the suitable anchoring system as described in point 3.4, that must be calculated to withstand the strains transmitted.

The installer of the facade will give his prior approval to the support before installing the system.

The substructure must be properly aligned with the aim of guaranteeing the flatness of the cladding system.

9

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

A los perfiles verticales se fija el perfil horizontal del extremo inferior de la fachada ventilada mediante los tornillos descritos en el punto 3.3. Sobre el perfil horizontal (continuo o discontinuo) se acoplan las placas de piedra natural, encajando la pestaña vertical del perfil en el ranurado de la piedra y a continuación se coloca el siguiente perfil horizontal encajándolo en el ranurado superior de

The profiles system must foresee the expansion of the plates and be defined according to:

- wind loads;

- maximum distances between plate fixing points;

- format and dimensions of the plates.

7.1.2 Ventilated air chamber

A continuous air chamber must be taken into consideration, as established by the CTE, of 3 to 10 cm thickness, ventilated by ascendant natural convection behind the cladding.

The total effective area of the ventilation openings will be of 120 cm2 per every 10 m2 of facade area between slabs, distr ibuted at 50% between the upper and lower part. For these effects the joints between plates may be counted, whenever they are not sealed.

Regardless of the position of the facade and the type of joints, the ventilation of the facade will be assured by the air inlet openings in the lower base of the cladding and lintels, and the outflow by windowsills and finishings at the end of the roof.

7.2 Installation

The sequence of the installation operations must be as follows:

- Layout.

- Installation of support and retention corbels.

- Installation of vertical profiles.

- Installation of insulation, if applicable.

- Installation of the horizontal profiles on the lower-end of the facade.

- Successive installation of the horizontal profiles and natural stone plates, from the bottom to the top, and establishment of joints.

7.2.1 Layout

The facade layout will be conducted checking the flatness of the support to cover, verifying the appropriate choice of the anchoring.

The distance between axes of vertical profiles will depend on the technical project of the ventilated facade and will be defined according to the plate format used, with a maximum separation of 1.5 m (see Figure 6).

The characteristics of the support, both regarding collapse and flatness, must comply with the conditions set in the CTE, as well as in the corresponding rules and regulations in force.

7.2.2 Installation of corbels

The substructure is anchored to the building's bearing structure by means of support corbels, that will be installed first on the load-bearing wall, beams and framework edges with the appropriate anchors, as described in point 3.4. The maximum distance between support is of 3.5 m (see Figures 1, 7 and 8).

The retention corbels are placed between the support corbels, and will be vertically fixed to the closing, staggered and distributed between framework edges. The vertical distance will depend on the type and state of the support and also on the loads it has to transmit to it, which must be lower than 1.5 m, whenever allowed by the support.

7.2.3 Installation of vertical profiles

The vertical profiles will be fixed to the corbels in “L” with the screws described in point 3.3, maintaining a distance between them equal to or less than 1.5 m.

The vertical profiles, perfectly aligned, will be fixed to the corbels with fixed and mounting holes, so that they guarantee the appropriate movement of the substructure and its flatness, with the aim of assuring the verticality of the cladding system.

The minimum horizontal joint between vertical uprights and horizontal profiles will be of 2 mm per linear meter of profile (see Figure 9).

7.2.4 Installation of the insulation

Whenever applied, the entire exterior side of the support wall and the resistant structure of the building will be covered according to the project specifications.

7.2.5 Installation of the continuous and

discontinuous horizontal profile and plates

The horizontal profile of the lower edge of the ventilated facade is fixed to the vertical profiles with the screws described in point 3.3. The natural stone plates are attached to the horizontal profile (continuous or discontinuous), fitting the vertical flange of the profile in the grooving of the stone and then the following profile is placed fitting it in the upper grooving of

10

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

the plates. The pieces will thereby be stabilised. The upper grooving of the plates is sealed with polyurethane plaster to prevent rain water from remaining in the groove and prevent the plates from rattling.

The same procedure is used on the upper levels.

The anchoring system works by support of the plate on the bottom horizontal profile, and by the retention that the horizontal profiles exert on the grooved edges of the plate.

The union joints of the horizontal profiles are always located where the vertical profiles are. In the case of window linings, building expansion joints, corners, etc. the maximum projection of the horizontal profile will be of 150 mm.

7.2.6 Joints

The joints between plates must always be open. The vertical joint must be of between 3 t o 15 mm; the horizontal joint will be of 6 to 10 mm. Although it is convenient to verify the expansion coefficient of each cladding when establishing the joints.

The building's expansion joints must always coincide with a vertical joint of the facade system by means of a double vertical profile.

The discontinuity of the vertical and horizontal profiles will coincide with the plate joint.

To interrupt a horizontal profile in a expansion joint of the building it will be necessary to double the vertical profile (see Figure 9).

8. MAINTENANCE AND REPAIR

To clean the plates, the manufacturer's recommendations will be followed and for their replacement, due to breakage or any other reason, the recommendations by ANCLAJES GRAPAMAR, S.L. will be followed.

9. CALCULATION CRITERIA

The use of the GRAPAMAR PF1025 System for the cladding of facades requires preparing a technical project according to the regulations in force.

The technical project of the ventilated facade must include a calculation report that justifies the appropriate behaviour of the substructure against the actions projected, checking the stability, resistance, admissible deformations and justifying the correct composition of the system to support the mechanical stresses that may derive from the actions corresponding to the

ultimate and service limit states.

For the calculation, it must be checked that the values of resistance to flexion, shear and impact of the plates, for the dimensions and distance between projected cladding supports, are sufficient and consider an appropriate safety coefficient for the stresses to which they are subject, and that these latter are admissible according to the mechanical properties of the plates.

9.1 Determination of actions

The actions on the ventilated facade system are calculated according to that established in the CTE-DB-SE-AE regarding the Actions on the building, with the increase coefficients collected in the CTE-DB-SE regarding Structural Safety.

Taking into consideration the limitations defined in the CTE-DB-SE-AE regarding the wind action, for buildings of up to 30 m high, the actions are determined according to that established in said Basic Document, using the wind coefficients of pressure/suction included in Annex D of said Basic Document (table D.1), according to the slenderness of the building and the position of the plate and considering as area of influence that of the plate.

For greater heights and/or for those cases outside the filed of application of said Basic Document, or when wind actions higher than those considered in the CTE- DB-SE-AE are projected, i t w i l l b e n e c e s s a r y to carry out a specific study to determine the wind actions as well as the pressure/suction wind coefficients.

9.2 Calculation parameters

The mechanical properties of the plates are described in point 3.1 of this document. The mechanical properties of the aluminium profiles are described in point 3.2 of this document.

The wind pressure/suction resistance values of the plate's fixing points to the substructure can be taken from the results of test 11.2.5 a n d f r o m t h e mechanical characteristics of the plates (shear resistance values), corrected by its corresponding safety coefficient. This value must be compared to the wind load obtained to configure the facade projected.

The safety coefficient for the resistance values of the fixings must be specified in the technical project of the ventilated

11

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

facade, where a coefficient below 3 is not recommended.

9.3 Calculation assumptions

9.3.1 Installation with continuous horizontal

profiles

The mechanical performance of the system depends on the arrangement of the plates regarding the vertical profiles, distinguishing three types of configurations, with their corresponding calculation assumptions.

Configuration A (see diagram 1a)

The vertical edges of the plates coincide with the vertical profiles (for any plate thickness).

The following calculation assumptions may be considered:

• The action of the wind on the plates, as well as

their weight, is transmitted by the plates directly to the vertical profiles.

• Against the action of the wind, the plates will be considered supported on at least four fixing points over the uprights, having to check their resistance to flexion against the action of the wind projected. Against its own weight, the plate performs as a wide angled beam.

• The horizontal profiles, due to their lower rigidity opposite that of the plates, act only as support and retention elements on the fixing points.

• The fixing points between the plate and the substructure must be capable of transmitting the shear strength projected according to the tributary area corresponding to said fixing point, as indicated in diagram 1a.

Configuration B (see diagram 1b)

One of the vertical edges of the plate does not coincide with the vertical profile (for plates less than 30 mm thick).

The following calculation assumptions may be considered:

• The action of the wind on the plates, as well as

their weight, is transmitted by the plates directly to the vertical profiles.

• Against the action of the wind the plates work on cantilever, considered supported on the vertical profiles. The flexion resistance of the plates against the actions of the wind projected must be checked. Against its own weight, the plate performs as a wide angled beam.

• The horizontal profiles act as support and retention elements on the fixing points and must be capable, also, of transmitting the shear strength between the adjacent plates.

• The fixing points between the plate and the substructure must be capable of transmitting the shear strength projected according to the tributary area corresponding to said fixing point, as indicated in diagram 1b.

Configuration C (see diagram 1c)

There are plate with vertical edges that do not coincide with the vertical profiles (for plates less than 30 mm thick). The following calculation assumptions may be considered:

• The weight of the centre plate is transmitted to

the vertical profiles through the horizontal profiles.

• The action of the wind on the centre plate is transmitted by shear to the adjacent plates through the horizontal profiles.

• The plates that are supported directly on the vertical profiles work on cantilever according to that described in configuration B, considering not only the action of the wind directly applied on said plate, but also the shear due to the action of the wind on the centre plates.

• The horizontal plates must support the weight of the centre plates and transmit it to the vertical profiles. Furthermore, they must be capable of transmitting the shear due to the action of the wind on the centre plate to the adjacent plates. The horizontal profiles, working in elastic condition, will be calculated in order for them to have, against the action of the own weight of the centre plate, a deflection equal or lower than the horizontal joint between plates and not higher than L/200 of the distance between supports.

• The fixing points between the end plates and the substructure must be capable of transmitting the shear strength projected according to the tributary area corresponding to said fixing point, as indicated in diagram 1c.

12

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

DIAGRAM 1a. CONFIGURATION A

y

x/2

x

DIAGRAM 1b. CONFIGURATION B

x/2

y

x

DIAGRAM 1c. CONFIGURATION C

y

x/2

y/2

y/2

y/2

• Against the action of the wind, the plates will be considered supported on at least four fixing points over the uprights, having to check their resistance to flexion against the action of the wind projected. Against its own weight, the plate performs as a wide angled beam.

• The fixing points between the plate and the substructure must be capable of transmitting the shear strength projected according to the tributary area corresponding to said fixing point.

9.4 Vertical profiles and fixing systems

between profiles

The vertical profiles withstand bending stresses, transmitting the punctual loads they receive, to the support corbels or fixed supports (vertical and horizontal loads) and retention or mobile supports (only horizontal loads).

The calculation of the profiles against the action of the wind will be carried out by elastic methods, considering the joints between profiles as articulated. The deformation of the profiles, as there is no specific regulations, may be limited to L/200 of the distance between supports.

Complementary to this,

- The behaviour of the vertical profiles and of the corbels against the torsion stresses due to the offset of the loads over them will be checked.

- It will be checked that the screw pull-out resistance, for the thickness of profiles projected, is sufficient to guarantee, with an appropriate safety coefficient, the transmission of loads in the fixing points.

X

9.3.2 Installation with discontinuous horizontal profiles (clamps L=120 mm)

The plates' vertical edges coincide with the vertical profiles. (See diagram 1a).

The following calculation assumptions are considered:

• The action of the wind on the plates, as well as

their weight, is transmitted by the plates directly to the vertical profiles through the discontinuous horizontal profiles (fixation clamps).

10. REFERENCES OF USE

The manufacture and installation of the GRAPAMAR anchoring systems has been carried out since 1986 and the GRAPAMAR PF 1025, s i n c e 1994.

The manufacturer provides as references made with the GRAPAMAR PF1025 system the following works:

• Elda Hospital, 6,000 m² (1995).

• Guggenheim Museum, Bilbao, 7,000 m2 (1997).

• Rural house in Alicante, 800 m2 (1999).

• Reina Sofía Hospital, Murcia, 3,000 m2 (2002).

• Murcia Town Hall,1,300 m2 (2003)

13

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

Se han realizado dos series de ensayos sobre placas de granito de 600 mm x 400 mm de dimensiones nominales. Para la primera serie se ensayaron 5 placas de 20 mm de espesor; y para la segunda serie, 5 placas de 30 mm de espesor.

El ensayo se realizó con una separación entre apoyos de 580 mm, aplicando una carga en el centro de la luz.

Ensayo realizado conforme a las especificaciones establecidas en la Guía EOTA 034 (Part1), apartado 5.4.1.1 “Wind suction test” para un montaje formado por placas de granito de 600 mm x 400 mm x 20 mm, montadas en su propia subestructura con perfil horizontal discontinuo (120 mm), conforme a las especificaciones del fabricante y según descrito en el informe técnico.

• Housing estate Monte Sión in Palma de Mallorca, 4,300 m2 (2005).

• Puig de Molins Museum in Ibiza (Balearic Islands), 1,100 m2 (2005).

• Navy Command in Valencia, 1,300 m2 (2006). • Escola Andorrana in ENCAMP (Andorra), 5,200

m2 (2007). • Lofts in Móstoles (Madrid), 4,100 m2 (2007).

• Son Roca Swimming pools in Palma de Mallorca, 900 m2 (2007).

• Building of El Corte Ingles in Talavera de la Reina (Toledo), 2,400 m2 (2007).

• Housing estate RENFE plan in Córdoba, 4,800 m2 (2007).

The IETcc has carried out several visits to sites, and has held user surveys all with satisfactory results.

11. TESTS

The following tests have been carried out at the Eduardo Torroja Construction Science Institute (Reports no. 18.898-1 a n d no. 20.253-1) according to standard UNE-EN 12372:2007 a n d t h e EOTA Guide “Guideline for European Technical Approval of Kits for external wall claddings. Part 1: Ventilated cladding elements and associated fixing devices”.

To perform the tests Blue Extremadura Granite stone plates were used, supplied by Mármoles Pascual, S.L. (Cáceres) and by LAJANATUR (Toledo), Niwala Yellow Limestone supplied by LAJANATUR (Toledo) and Bateig Blue Sandstone supplied by Bateig (Alicante).

11.1 Identification tests of the plates' mechanical characteristics

11.1.1 Bending test of the natural stone

Tests performed according to standard UNE- EN 12372:2007.

The test has been performed on 10 granite plates of 120 mm x 60 mm x 20 mm of nominal dimensions, applying a load on the centre of the plate.

The span between supports was of 100 mm. The values of the rupture stresses obtained were:

Maximum rupture stress: σmax = 29.75 MPa

11.1.2 Plate bending test

Tests performed according to standard UNE- EN 12372:2007.

Two series of tests were performed on granite plates of 600 mm x 400 mm of nominal dimensions. For the first series 5 plates of 20 mm thick were tested, and for the second series, 5 plates of 30 mm thick.

The test was performed with a separation between supports of 580 mm, applying a load in the centre of the span.

The rupture stresses obtained were:

a) 20 mm thick plates

Maximum rupture stress: σmax = 19,20 MPa M inimum rupture stress: σmin = 9.73 MPa Medium rupture stress: σmedium = 14,42 MPa Uniform wind pressure7: Pv = 14.42 kN/m2.

b) 30 mm thick plates

Maximum rupture stress: σmax = 21.33 MPa M inimum rupture stress: σmin = 12.56 MPa Medium rupture stress: σmedium = 17.76 MPa Wind uniform pressure7: Pv = 42.00 kN/m2.

11.2 System use suitability testing

11.2.1 Wind suction resistance test

Test performed according to the specifications established in the EOTA 034 Guide (Part1), section 5.4.1.1 “Wind suction test” for an installation made up of granite plates of 600 mm x 400 mm x 20 mm, mounted on their own substructure with discontinuous horizontal profile (120 mm), in accordance with the manufacturer's specifications and as described in the technical report. The test was conducted in a wind suction chamber and the system withstood a pressure of 4.000 Pa without breakage.

11.2.2 Suction tests of the fixing points

Test performed according to Technical Instruction DIT- IT-27 to determine the suction resistance to wind of the fixing systems of the ventilated facades.

11.2.2.a Granite – continuous profile

Three different granite plate format were tested, each one anchored to two aluminium profiles

Minimum rupture stress: σmin = 13.63 MPa Medium rupture stress: σmedium = 23.58 MPa

7 Uniform wind pressure corresponding to the minimum rupture stress.

14

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

Dimensions (mm) 600 x 400 x 30

Medium brakage load (kN) 3.05

Approx. Resistance of the fixing (kN) 0.76

Equivalent wind pressure (N/m2) 12,700

Dimensions (mm) 600 x 400 x 30

Medium breakage load (kN) 2.75

Approx. resistance of the fixing(kN) 0.68

Equivalent wind pressure (N/m2) 11,474

Dimensions (mm) 600 x 400 x 30

Medium breakage load (kN) 1.98

Approx. resistance of the fixing (kN) 0.49

Equivalent wind pressure (N/m2) 8,274

Dimensions (mm) 600 x 400 x 30

Medium breakage load (kN) 2.15

Approx. resistance of the fixing (kN) 0.54

Equivalent wind pressure (N/m2) 8,968

by means of continuous horizontal profile, in accordance with the specifications provided by the manufacturer and according to that described in this Technical Report. The dimensions of the plates are detailed below:

- 600 mm x 400 mm x 20 mm; - 600 mm x 400 mm x 30 mm; - 1,000 mm x 800 mm x 50 mm.

The rupture load values obtained on the tests are the following:

Specific of the system fixing the plate to the vertical profile by means of a discontinuous horizontal profile (120 mm) in saturation condition. To obtain the plates' saturation the method described in standard UNE-EN 1925:1999 was used.

The termination of the test was caused by rupture of the plates' grooving, obtaining the following values:

Dimensions (mm x mm)

Thickness (mm)

Load* (kN)

Equiv. Suction (kN/m2)

600 x 400 20 3.18 13.25 600 x 400 30 8.61 35.86

1000 x 800 50 14.20 35.50

* Considering the weight of the cladding

In the first two cases the failure was caused by shear rupture in the grooving of the plates, while in the third case the failure was caused by deformation of the horizontal profile.

11.2.2.b Granite – discontinuous profile

Granite plates of 600 mm x 400 mm x 20 mm were tested mounted on the system's substructure of fixing the plate to the vertical profile by means of discontinuous horizontal profile (120 mm).

The termination of the test was caused by rupture of the plates' grooving, obtaining the following values:

11.2.2.e Sandstone – discontinuous profile

Sandstone plates of 600 mm x 400 mm x 30 mm were tested mounted on the system's substructure of fixing the plate to the vertical profile by means of discontinuous horizontal profile (120 mm).

The termination of the test was caused by rupture of the plates' grooving, obtaining the following values:

Dimensions (mm) 600 x 400 x 20 Medium breakage load (kN) 1.43

Approx. resistance of the fixing (kN) 0.36

Equivalent wind pressure (N/m2) 5,982

11.2.2.e Limestone – discontinuous profile

Limestone plates of 600 mm x 400 mm x 30 mm were tested mounted on the system's substructure fixing the plate to the vertical profile by means of discontinuous horizontal profile (120 mm).

The termination of the test was caused by rupture of the plates' grooving, obtaining the following values:

11.2.2.e Sandstone (saturated) – discontinuous profile

Sandstone plates of 600 mm x 400 mm x 30 mm were tested mounted on the system's substructure of fixing the plate to the vertical profile by means of discontinuous horizontal profile (120 mm) in saturation condition. To obtain the plates' saturation the method described in standard UNE-EN 1925:1999 was used.

The termination of the test was caused by rupture of the plates' grooving, obtaining the following values:

11.2.2.e Limestone (saturated) – discontinuous profile

Limestone plates of 600 mm x 400 mm x 30 mm were tested mounted on the system's substructure

11.2.3 Groove resistance test

Test performed according to the specifications established in the EOTA 034 Guide (Part 1), sect ion 5.4.2.3.1 “Resistance of grooved cladding element”.

Two granite plates of 100 mm long were tested, one 20 mm thick and another plate of

15

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

30 mm, ambas con un ranurado de 3 mm. En el primer caso la parte resistente de piedra era de 7 mm y en el segundo caso de 13 mm.

subestructura de aluminio según se describe en el informe técnico, y ésta a su vez se ancló a un muro soporte con una separación entre montantes de 600 mm.

30 mm, b o t h w i t h a grooving of 3 mm. In the first case the resistant part of the stone was of 7 mm and in the second case of 13 mm. The rupture loads obtained for a fixing located on the grooving were of:

Thickness

(mm) Section

(mm) Resistant

thickness (mm) Load (kN)

20 7 + 3 + 9 7 1.533

30 13 + 3 + 13 13 4.022

11.2.4 Pull-through test of the screw to the fixing element

Test performed according to the specifications established in the EOTA 034 Guide (Part 1), sect ion 5.4.2.3.4 “Pull-through resistance of fixings from profiles”.

The test terminates due to deformation of the fixing elements, and the average load supported by each element was 4.45 kN.

11.2.5 Resistance test of the fixing element (continuous /discontinuous horizontal profile)

Test performed according to EOTA 034 Guide (Part 1), section 5.4.2.6.1 “Resistance of metal clip“.

The test terminates due to deformation of the fixing elements, and the average load supported by each element was 3.03 kN.

11.2.6 Vertical load test

Test performed according to the specifications established in the EOTA 034 Guide (Part 1), sect ion 5.4.2.6.2 “Resistance of v e r t i c a l load”.

The test was performed with an installation made up of one granite plate of 1,200 mm high and 1,000 mm wide, 50 mm thick, anchored to the aluminium substructure, that is also anchored to the test bench.

After 24 hours no deformations or apparent damages were observed on the plate or the anchors.

11.2.7 Hygrothermal behaviour test

Test performed according to the specifications established in the EOTA 034 Guide (Part 1), sect ion 5.4.7 “Hygrothermal behaviour”.

Three granite plates of 600 mm x 400 mm x 20 mm of nominal dimensions were used for the test, anchored to the aluminium substructure as

described in the technical report, and this was also anchored to a support wall with a separation between uprights of 600 mm

The test is performed in two stages, the first of rain-heat, and the second ice-heat.

Verifying that, after the cycles established in the guide, no apparent defects were appreciated on the plates or permanent deformation in the anchors or profiles of the substructure.

11.2.8 Test to the substructure. Vertical profile

Vertical profile in C

a) Wind load resistance

Considering the aluminium vertical profile of 1.50 m long on two supports, applying a load in its central section acting according to the wind load and its load-deformation curve having been obtained, it is verified that the profile, working elastically, withstands 1.40 kN t o t a l l o a d ; equivalent, for a separation between supports of 1.5 m and a separation between profiles of 1.0 m, at 1,86 kN/m2.

b) Wind suction resistance

Considering the aluminium profile of 1.50 m long on two supports, applying a load in its central section acting according to the wind suction and its load-deformation curve having been obtained, it is verified that the profile, working elastically, withstands 1.40 kN t o t a l l o a d ; equivalent, for a separation between uprights of 1.5 m and a separation between supports of 1.0 m, at 1.86 kN/m2.

Vertical profile in U

a) Wind load resistance

Considering the aluminium vertical profile of 1.50 m long on two supports, applying a load in its central section acting according to the wind load and its load-deformation curve having been obtained, it is verified that the profile, working elastically, withstands 2.00 kN t o t a l l o a d ; equivalent, for a separation between supports of 1.5 m and a separation between profiles of 1.0 m, at 2.65 kN/m2.

b) Wind suction resistance

Considering the aluminium profile of 1.50 m long on two supports, applying a load in its central section acting according to the wind suction and its load-deformation curve having been obtained, it is verified that the profile, working elastically, withstands 2.00 kN t o t a l l o a d ; equivalent, for a separation between uprights of 1.5 m and a

16

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

separation between supports of 1.0 m, at 2.65 kN/m2

11.3 System durability tests

11.3.1 Suction fatigue test of the fixing element (continuous/discontinuous horizontal profile)

Test performed according to EOTA 034 Guide (Part 1), section 5.7.1 “Pulsating load“.

The test results showed that there were no reductions of the fixing element's resistance, compared with the values obtained in the test reference in point 11.2.5.

12. USE SUITABILITY EVALUATION

12.1 Compliance of the national regulation

12.1.1 SE – Structural safety

The GRAPAMAR PF1025 ventilated facade cladding system does not contribute to the stability of the building, and therefore the Structural Safety Basic Requirements are not applicable.

Nevertheless, it must be taken into consideration that the structural behaviour of the ventilated facade, on the one hand, must be such as not to prejudice the compliance of the rest of the basic Requirements, and in particular those of Safety of Use and Habitability, as indicated in the Building Planning Law8, a n d , on the other hand, it must be such that is withstands and transfers to the supports the own loads and horizontal stresses, with an admissible deformation, according to the Basic Document of the building Technical Code regarding Structural Safety – Actions on the Building (DB SE-AE).

To use the GRAPAMAR PF1025 system for the cladding of ventilated facades it is necessary to prepare a technical project in accordance with the current regulations in which the stability, resistance and admissible deformations will be checked, justifying the adequate composition of the system to withstand the mechanical stresses that may derive from the actions corresponding to the ultimate and service limit states.

The calculation will be particularised according to the location and height of the building and the

8

characteristic plate resistance values. Likewise, special attention will be paid to the intensity located phenomena that the wind may case on certain parts of the buildings, especially on high buildings.

The support of the ventilated facade system, usually made up of an enclosure wall, must comply with its essential structural safety requirements, c o n s i d e r i n g t h e actions and stresses transferred to it by the ventilated facade system.

The joint between the system's substructure and the envelope must be projected so that during the period of use the extreme limit stresses or the limit durability values are not exceeded.

12.1.2 SI – Safety in case of fire

The composition of the envelope, including the insulation, must be compliant with the CTE, Basic Safety Document against Fire (DB-SI), r e g a r d i n g t h e stability to fire, as well as the reaction to fire of the materials comprising it.

According to Decision 96/603/CE of the Commission of 4 October 1996, natural stone products obtain a class A1 fire reaction classification (without contribution to the fire) without the need for tests.

The material complies with the requirement demanded in CTE-DB- SI (SI-2 point 1.4) regarding external spreading, f or exterior facade cladding materials and interior surfaces of the facade's ventilated chambers.

As in all the ventilated facade systems, in the case of fire, the spreading due to the chimney-effect may take place, for which the fire behaviour specifications of the materials must be respected, and if applicable, project firewall areas.

In any case, it is recalled that the design of the facade must comply with the DB SI 2, with the aim of preventing the horizontal and vertical spreading of the fire.

12.1.3 SUA - Safety of use and accessibility

The CTE does not specify requirements related to safety of use for the ventilated facade systems.

Safety of use so that the normal use of the building does not entail risk of accident for people (Article 3.1.b.3), and other functional aspects of the construction elements or of the installations that enable a satisfactory use of the building (Article 3.1.c.4).

The thickness and dimensions of the cladding will be justified, according to the specific location of the ventilated facade in the building and to the type of

17

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

natural stone used (specifically its heterogeneity and resistance to impact), in order to guarantee a good behaviour against shock of hard body or soft body.

Fibre meshes may be used on the hidden side of the stone plates, or other means that prevent the stone from detaching in the case of breakage.

12.1.4 HS - Healthiness

The complete facade solution must guarantee the minimum degree of impermeability required for the building where it will be installed, as described in the CTE-DB-HS, with the aim of satisfying the basic requirement of protection against humidity (HS 1)

As the System is described in Technical Report, the ventilated air chamber may be considered as “very high resistance barrier against filtration” (B3) according to that described in the CTE-DB-HS, HS 1, section 2.3.2, whenever:

- The dimensions of the air chamber, joints and

amount of ventilation openings described in point 7 of the Technical Report are respected.

- The insulating material is not hydrophilic and is located between the air chamber and the support element.

- A collection and evacuation system of the water filtered to it is provided in the lower part of the chamber and this is interrupted (as described in 2.3.3.5 of the CTE-DB-HS, HS-1).

In any case, special attention must be paid in the design of the facades, to the incorporation of windows and lighting elements, as well as the correct solution of the singular points, exterior fixings, etc. to achieve a suitable waterproofing in said points, preventing water accumulation and filtration.

The verification of the limitation of superficial and interstitial condensation humidity must be carried out according to that established in the Supporting Document of Basic Document DB-HE 2 of the Technical Building Code (DA DB-HE / 2, CTE), in its epigraph 4.

The system components, as declared by the manufacturer of the same, do not contain or release hazardous substances according to the national and European legislation.

12.1.5 HR – Protection against noise

The complete envelope solution, and mainly the support wall and the insulation, must be compliant with the requirements

of the CTE regarding protection against noise.

The construction solution will be studied of the joining of the facade with the elements of the vertical separation, so that the transmission of noise through the edges is prevented.

12.1.6 HE – Energy saving

The complete envelope construction solution must meet the requirements of the Technical Building Code CTE-DB-HE, concerning Energy Saving, in respect of hygrothermal behaviour.

For the purpose of calculating the System's thermal transmittance, as described in the Supporting Document of Basic Document DB-HE 1 o f t he Technical Building Code (DA DB-HE / 1, CTE), the System's air chamber will be considered “highly ventilated air chamber”, and the total thermal resistance of the envelope will be obtained ignoring the thermal resistance of the air chamber and of the other layers between the air chamber and the exterior, and including an exterior superficial resistance corresponding to the still air, equal to the interior superficial resistance of the same element.

12.2 Use of the product – On-site installation

During the execution of the singular points such as parapet walls, lintels, linings, overhangs, etc., their sealing must be taken into consideration as well as their prior waterproofing if necessary, and the correct water evacuation to prevent it from accumulating.

The recommendations given by the supplier of the natural stone plates will be followed for their handling, also taking into account that protection gloves must be used when handling the plates.

12.3 Use limitations

Aspects relating to the calculation collected in point 8 of this document refer to the field of application of the Structural Safety basic Document relating to Action on the Building of the CTE (DB-SE-AE).

For those cases outside the filed of application of said Basic Document, or when wind actions higher than those considered in the CTE- DB-SE-AE are projected, i t w i l l b e n e c e s s a r y to carry out a specific study to determine the wind actions.

12.4 Waste management

The specifications of Royal Decree 105/2008 regulating the Production and

18

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

11 14. Management of Construction and demolition Waste must be followed, as well as the regional and local regulations which apply.

For the purpose of waste management, the natural stone plates will be considered “inert waste”. The recycling of the aluminium profiling must be projected, either for the plates rejected during the installation, and in the case of dismantling the ventilated facade system.

12.5 Service Conditions

According to the durability tests conducted and the site visits, it is considered that the System has a satisfactory behaviour in accordance with the durability requirements; whenever the facade, installed in accordance with that described in this document, is subject to an appropriate use and maintenance, in accordance with that established in the CTE.

13. CONCLUSIONS

Considering that it has been verified that in the manufacturing process of the GRAPAMAR PF1025 anchoring system, a qual i t y contro l is performed that includes a self-control system in which the manufacturer checks the suitability of the raw materials, manufacturing process and product control;

Considering that the manufacturing and installation process is sufficiently verified by the practice, the results obtained and the practice, the results obtained n the tests and the site visits made.

The suitability of the use of the System proposed by the manufacturer is approved, with the remarks from the Commission of Experts of this DIT.

14. PROPOSAL FROM THE COMMITTEE OF EXPERTS 9

The main remarks from the Committee of Experts10, were the following:

- It is suggested that ANCLAJES GRAPAMAR,

S.L. assesses specifically on the suction values the stone plates may be subject to, determining the number of joining screws of the horizontal profiles to the vertical profiles and from these to the corbels, as well as their correct tightening, as defined in the Technical Report.

- It is recalled that according to the specific

location of the building, its shape and dimensions, the wind pressure and suction values on certain points may be higher than those described in the current regulations, which must be taken into consideration in the calculations.

- It is recommended to check on the substructure

calculation the stresses over the horizontal profile due to the weight of the cladding and the wind thrust/suction when the vertical joints

9 The Experts Committee according to the regulations of the DIT granting (O.M. o f 23/12/1988), has the function of assessing on the test plan and procedure to follow for the technical evaluation proposed by the IETcc. The comments and remarks made by the members of the Committee, do not in themselves entail a technical guarantee or preferential use recommendation of the system evaluated. The responsibility of the Committee of Experts does not cover the following aspects:

a) Intellectual property or patent rights of the product or system.

b) Marketing rights of the product or system. Works executed or in progress, in which the product or system has been installed, used or maintained, neither on its design, construction methods or training of operators intervening.

10 The Committee of Experts was made up of representatives

THE RAPPORTEUR:

Antonio Blázquez Architect

Francesca Aulicino Architect

of the following bodies and entities: - ACCIONA INFRAESTRUCTURAS, S.A. - AENOR. - Higher Council of the Collages of Architects of Spain

(CSCAE). - Control Técnico y Prevención de Riesgos, S.A. (CPV). - CRAWFORD SPAIN. - DRAGADOS, S.A. - University of Technical Architecture of Madrid (EUATM). - Higher Technical School of Architecture of Madrid

(ETSEM). - EUROCONSULT, S.A. - FCC Construcción, S.A. - FERROVIAL AGROMAN. - INTEC Control de Calidad. - Instituto Técnico de Inspección y Control, S.A. (INTEINCO). - Technical Institute for Materials and Constructions

(INTEMAC). - Spanish Army Engineers Lab. - Spanish Ministry of Housing. - Spanish Patent and Trademark Office (MINETUR) - QUALIBÉRICA. - SOCOTEC IBERIA, S.A.

Head of the Technical Assessment Unit of Innovative Products

- Polytechnic University of Madrid (UPM). - Eduardo Torroja Institute for Construction Science

(IETcc).

19

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

of the cladding do not coincide with the axes of the profiling (plates of up to 30 mm thick). For plates of more than 30 mm thick, the vertical joints of the cladding must coincide with the axes of the vertical profiling. Likewise, it is recommended to check the behaviour of the vertical profiles and of the corbels against the torsion stresses due to the offset of the loads.

- It has been checked that the resistance to

flexion, shear and impact values, for the larger plate dimensions are lower than those obtained for the smaller dimensions, for which it is recommended to verify said resistance values for the dimensions and distance between supports of the cladding projected; and check if these are sufficient, with an appropriate safety coefficient, for the stresses the plates will be subject to.

- It is advised that ANCLAJES GRAPAMAR, S.L.

assesses in the design and execution of hollows and singular points.

- According to the type and state of the support,

the most appropriate type of anchoring will be installed.

- It is recommended that, in the installation, the

uprights are placed first and then the insulation, if applicable.

- Given that the profiles are not continuous, the

levelling of the sections must be ensured.

- All the metallic elements incorporated to the System must not causes corrosion problems.

- For exceptional conditions of high exposure to

the presence of chlorides, it is recommended to use AISI-316 stainless steel for anchors and screws.

- It is recommended to use plastic washers that

prevent the contact of the aluminium of the profiling and the zinc plated steel of the anchors to impede corrosion caused by galvanic couple.

- The resistance to impact of the cladding must

be checked for the areas of the facade at floor level accessible to the public, and it may be necessary to include a fibreglass mesh through the backfill of the plate.

- It is recommended that, for marble thicknesses

pf 20 mm in the areas of the facade at floor level accessible to the public, a fibreglass mesh is incorporated through the backfill of the plate as described in point 3.5.

- The cladding joints will be considered in relation to the building's expansion joints.

- It is recalled that the ventilated facade cladding

systems do not guarantee, only with the exterior cladding sheet, the sealing of the envelope. In any case it is recommended to study the joint behaviour of the entire envelope, according to that described in the CTE, healthiness Basic Document (DB-HS) regarding protection against humidity (HS-1).

- It is recommended that a copy of this Technical

Approval Document is incorporated to the Building Record Book.

- When the cladding is Limestone or Sandstone it

could be advisable to apply a waterproof treatment to the uncovered side to prevent the absorption of water affecting the mechanical resistance of the cladding.

20

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

FIGURE 1. VERTICAL SECTION

INTERMEDIATE VERTICAL SECTION

TOP VERTICAL SECTION

SUPPORT CORBEL

VERTICAL PROFILE

HORIZONTAL PROFILE

FLOOR SLAB

RETENTION CORBEL

BOTTOM VERTICAL SECTION

Max. 1,500 mm

Max. 1,500 mm

Max. 200 mm

21

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

65

18

101

65

18

18

18

60

5

FIGURE 2. NATURAL STONE PLATE AND GROOVING.

FIGURE 3. SUPPORT AND RETENTION CORBEL

80

Y

X

48 3 48 8

SIDE FINISHED

CONTINUOUS GROOVE

22

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

FIGURE 4. VERTICAL PROFILE

VERTICAL PROFILE IN C VERTICAL PROFILE IN U Y

Y

X

X

23

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

FIGURE 5. CONTINUOUS AND DISCONTINUOUS HORIZONTAL PROFILE

INTERMEDIATE PROFILE

CONTINUOUS PROFILE DISCONTINUOUS PROFILE

START/END PROFILE

START DISCONTINUOUS PROFILE CONTINUOUS PROFILE

END DISCONTINUOUS PROFILE

24

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

FIGURE 6. INSTALLATION STAGES

x according to the format of the plate + joint

z maximum = 1,500 mm

y according to the format of the plate + joint

CORBELS INSTALLATION

VERTICAL PROFILES INSTALLATION

HORIZONTAL PROFILES INSTALLATION

PLATES INSTALLATION

25

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

FIGURE 7. HORIZONTAL SECTION

ENVELOPE

CORBEL

VERTICAL PROFILE

HORIZONTAL PROFILE

FIGURE 8. DIAGRAM OF THE FIXING SYSTEM

26

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

FIGURE 9. DETAIL OF JOINTS BETWEEN HORIZONTAL AND VERTICAL PROFILES

27

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.

28

DOCUMENT NOT V

ALID W

ITHOUT CERTIFIC

ATE ISSUED

FOR EACH W

ORK BY A

NCLAJE

S GRAPAMAR, S

.L.