Rakennustuoteteollisuus RTT

 

This document describes a method for determining the unidirectional apparent chloride diffusion coefficient and surface concentration of specimens of hardened concrete. The test method enables the determination of the chloride penetration after a specified length of curing and length of exposure to NaCl solution. Since resistance to chloride penetration depends on ageing which includes the effects of continual hydration and interactions with the chloride solution, then the apparent chloride diffusion coefficient also changes with age. A procedure to determine this ageing, expressed here by an ageing exponent, is included in this document and described in Annex A. The test procedure does not apply to concrete with surface treatments such as silanes and it does not apply to concrete containing fibres (see Clause D.1).

 

(1) This document gives common requirements for execution of concrete structures, it applies to both in situ construction works and use of prefabricated concrete elements. (2) This document expects the execution specification to state all the specific requirements relevant to the particular structure. (3) This document is applicable to permanent as well as temporary concrete structures. (4) This document does not apply to concrete members used only as equipment or construction aids for the execution. (5) This document does not cover the specification, production and conformity of concrete. (6) This document is not applicable to the production of precast concrete elements made in accordance with product standards. (7) This document does not cover safety and health aspects of execution, or third-party safety requirements. (8) This document does not cover contractual issues or responsibilities for the identified actions.

 

This document specifies a method of determining the carbonation rate of a concrete, expressed in mm/va. This document establishes a procedure where a standardized climate-controlled chamber is used and where specimens are placed on a natural exposure site protected from direct rainfall. The standardized climate-controlled chamber procedure is the reference method. These procedures are applicable for the initial testing of concrete, including that manufactured with slowly reacting binders, provided that the ages at which the carbonation depth is measured, the number of measurements required to calculate the carbonation rate, as well as the length of exposure to CO2, are appropriately selected, as described in this document. These procedures are not applicable for factory production control.

 

This document describes a method for evaluating the carbonation resistance of concrete using test conditions that accelerate carbonation. After a defined period of curing and a period of preconditioning, the test is carried out under controlled exposure conditions using an increased level of carbon dioxide. NOTE The test performed under reference conditions takes a minimum of 112 days comprising a minimum age of the specimen prior to curing under water of 28 days, a minimum preconditioning period of 14 days and an exposure period to increased carbon dioxide level of 70 days. This procedure is not a method for the determination of carbonation depths in existing concrete structures.

 

This document specifies a method for the determination of the water vapour transmission properties of waterproofing sheets. It is applicable to factory made bitumen, plastic and rubber sheets for roof waterproofing, damp proof sheets, damp proof courses, underlays and vapour control layers.

 

This document specifies a test method for determining the watertightness under dynamic pressure of curtain walling, as defined in iso:proj:73332ISO 22497:2021 , including fixed and openable infills as shown in Figure 1 , assembled for normal use and installed as in practice. This document is applicable to areas subject to driving rain and strong wind, including typhoons, hurricanes, and cyclones. This document does not apply to the joints between curtain walling perimeter frame and the building construction as shown in Figure 2 .

 

This document specifies characteristics of factory-made double skin metal faced insulating sandwich panels intended to be used as elements for self-supporting applications in construction works in roofs, external and internal walls (including partitions) and in ceilings (hereafter referred to as non-structural sandwich panels). The non-structural sandwich panels consist of two faces made of: — steel; — stainless steel; — aluminium; — aluminium alloys; — copper and insulating core made of: — rigid polyurethane (PU) (see 3.1.17); — expanded polystyrene (EPS) (see 3.1.15); — extruded polystyrene foam (XPS) (see 3.1.16); — phenolic foam (PF) (see 3.1.14); — mineral wool (MW) (see 3.1.13) either by using an auto-adhesive bonding technique or by using a separate adhesive layer. Products which are — curved; — perforated (perforated faces); — used for stabilization purposes; — consisting of two or more clearly specified layers of different insulating core materials (multi-layered) or of different materials per face; — used as ceilings when fastening is under permanent tension load; — parts of clean room kits, conditioning room kits, cold storage room kits and cold storage building envelope and building kits; — reused; are excluded from this product definition. Products intended to be used for structural applications are excluded from this product definition.

 

This document specifies test methods needed for determination of mechanical strength, building physical behaviour and durability of factory-made double skin metal faced insulating sandwich panels (hereafter sandwich panels) for both self-supporting and structural applications in roofs, in external and internal walls (including partitions) and in ceilings in buildings as well as those in cold store applications.

 

This document covers structural double skin metal faced insulating sandwich panels intended to be used as elements for structural applications in construction works in roofs, in external and internal walls (including partitions) and in ceilings (hereafter referred to as structural sandwich panels). The structural sandwich panels consist of two faces made of: — steel; — stainless steel; — aluminium; — aluminium alloys; — copper and insulating core made of — rigid polyurethane foam (PU) (see 3.1.23); — expanded polystyrene (EPS) (see 3.1.21); — extruded polystyrene foam (XPS) (see 3.1.22); — phenolic foam (PF) (see 3.1.20); — mineral wool (MW) (see 3.1.19) either by using an auto-adhesive bonding technique or by using a separate adhesive layer. Products which are — curved; — perforated (perforated face); — used for stabilization purposes having insulation core material of phenolic foam; — consisting of two or more clearly specified layers of different insulating core materials (multi-layered) or of different materials per face; — used as ceilings when fastening is under permanent tension load; — parts of clean room kits, conditioning room kits, cold storage room kits and cold storage building envelope and building kits; — reused are excluded from this product definition.

 

This document specifies test methods for determination of characteristics for fixing of factory-made double skin metal faced insulating sandwich panels (hereafter referred to as sandwich panels) to substructure and for stabilization of substructure. Sandwich panels are used for both self-supporting and structural applications in roofs, in external and internal walls (including partitions) and in ceilings in buildings as well as those in cold store applications.

 

This document specifies design methods for combination of actions and spans for factory made double skin metal faced insulating sandwich panels (hereafter sandwich panels). The sandwich panels are for use in self-supporting and structural applications in roofs, in external and internal walls (including partitions) and in ceilings in buildings as well as those in cold store applications. This document covers uniformly distributed loads, line loads perpendicular to the span over the full width of the panel and thermal gradients, it gives no information about normal forced axially loaded sandwich panels, torsional loaded sandwich panels or sandwich panels as a part of a diaphragm.

 

This document defines the method to be used to determine the air permeability of curtain walling, both its fixed and openable parts. It describes how the specimen shall be tested under positive and negative air pressure. This document applies to any curtain walling product as defined in EN 13830.

 

This document specifies requirements and classification of air permeability of both fixed and openable parts of curtain walling, under positive and negative static air pressure. This document applies to curtain walling as specified in EN 13830. NOTE This version of EN 12152:2023 will supersede EN 12152:2002. Existing test results according to EN 12152:2002 could be considered still valid compared with this version of EN 12152.

 

This document specifies the structural performance requirements of curtain walling under wind load, both its fixed and openable parts, under positive and negative static air pressure. This document applies to any curtain walling product as defined in EN 13830.

 

In this document, the pozzolanicity of a cement is assessed by comparing the concentration of calcium ion, expressed as calcium oxide, present in the aqueous solution in contact with the hydrated cement, after a fixed period of time, with the quantity of calcium ion capable of saturating a solution of the same alkalinity.

 

This document specifies requirements and test methods for durability, strength, security and function of devices that restrict the opening of windows and door height windows to a maximum opening width. Depending on the requirements imposed in Member States on the basis of building regulations or in tenders for window or door height windows, the hardware manufacturer designs the restrictors to allow opening widths of for example max. 89 mm, max. 100 mm or max. 120 mm; for the use of restrictors in building components. This document does not apply to a) restrictors with an opening width limitation of more than 120 mm; b) child protective window restrictors intended to be installed by the end consumers; such restrictors from the DIY market are covered in EN 16281; c) restrictors for window designs with sliding sashes. NOTE 1 Restrictors and reverse restrictors can be either a separate item of hardware or an integral part of hardware, for example a part of the operating gear or an integral part of a hinge. NOTE 2 It is possible to use more than one restrictor on a single window. NOTE 3 The requirements included within this document take the needs for child safety into consideration. This document applies to restrictors that are intended to be factory installed in windows and door height windows by specialist companies in their production facilities.

 

1.1 Scope of EN 1995-3 (1) This document gives minimum requirements for execution of timber structures (buildings and bridges) designed in accordance with EN 1995 (all parts) to ensure that what is built meets the requirements for mechanical resistance, serviceability, durability, and fire performance. (2) This document gives guidance on moisture control during transport to the building site, storage on site, handling on site and erection. (3) This document gives guidance on workmanship and deviation limits during execution. (4) This document assumes that there is an execution specification which states all the specific requirements relevant for the execution of a particular structure. (5) For products covered by a European technical product specification, this document only covers those aspects of fabrication such as cutting, machining and drilling after placement of the product on the market. (6) This document does not cover: a) parts which are not designed according to EN 1995; b) temporary works (such as formwork, scaffolding, propping, shoring, etc.); c) specification, production and conformity of timber members in accordance with European technical product specifications; d) deviation limits for other properties than mechanical resistance, serviceability, durability and fire performance; e) contractual aspects, responsibilities of the various parties, competency requirements or the degree of independence of the personnel undertaking the inspection; f) health and safety requirements during execution. 1.2 Assumptions (1) It is assumed that all relevant provisions of EN 1995 are complied with. (2) It is recognized in this document that areas such as detailed requirements for competence of personnel, and details related to Quality Management are within the competence of the CEN Member States. (3) Before the execution begins on a part of the structure, it is assumed that the following are available on site: — the drawings and specification of that part; — the execution specification. (4) Before the start of the execution, it is assumed that the execution specification has been checked for completeness. (5) It is assumed that previous work (such as foundations) has been inspected and that any work which needs to be done due to deviations from the execution specification has been carried out.

 

1.1 Scope of prEN 1995-1-1 (1) prEN 1995-1-1 gives general design rules for timber structures. (2) prEN 1995-1-1 also gives specific design rules for buildings and timber civil engineering works. 1.2 Assumptions (1) The assumptions of EN 1990 apply to this document. (2) prEN 1995-1-1 is intended to be used in conjunction with EN 1990, EN 1991 (all parts), EN 1998 (all parts) when timber structures are built in seismic regions.

 

1.1 Scope of EN 1995-1-2 (1) This document deals with the design of timber structures for the accidental situation of fire exposure and it is intended to be used in conjunction with EN 1995-1-1 and EN 1991-1-2. This document only identifies differences from, or supplements to, normal temperature design. (2) This document applies to timber structures required to fulfil a loadbearing function, separating function or both. (3) This document gives principles and application rules for the design of structures for specified requirements in respect of the aforementioned functions and the levels of performance. (4) This document applies to structures, or parts of structures, that are within the scope of EN 1995-1-1 and are designed accordingly. (5) The methods given in this document are applicable to all products covered by European technical product specifications made reference to in this document. 1.2 Assumptions (1) In addition to the general assumptions of EN 1990, the following assumptions apply: - the choice of the relevant design fire scenario is made by appropriate qualified and experienced personnel, or is given by the relevant national regulation; - any fire protection measure taken into account in the design will be adequately maintained.

 

(1) This document gives design rules for the structural parts of bridges made of timber or other wood-based materials, either singly or compositely with concrete, steel or other materials. (2) The provisions of this document supplement, and in some cases modify or supersede, provisions given EN 1995-1-1. (3) Prestressed timber-concrete composite (TCC) members are not covered by this document. The design of stress-laminated timber decks used as part of a TCC system is covered. (4) TCC structures which rely on friction between wood and concrete are not covered by this document.