ETAG 020 PDF

Type of anchors, anchor groups and number of anchors Concrete member Solid and hollow or perforated masonry Autoclaved aerated concrete Type and direction of load

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Characteristics of the anchor with regard to safety in use and methods of verification. Assumptions under which the fitness of the anchor for the intended use was favourably. Applications" the methods of verification and the assessments required for the use of plastic anchors in.

For a general assessment of plastic anchors, on principle, Part 1. In general, solid masonry units do not have any holes or cavities other than those inherent in the material. The required tests for suitability are given in Table 5. The determination of admissible service conditions and determination of characteristic. The plastic anchors for use in solid masonry materials shall be used for multiple fixings. By multiple. Therefore the design of the fixture may specify the number n 1 of fixing points to fasten the fixture and the.

Furthermore by specifying the design value of actions N Sd on a. The tests may be performed in single units or in a wall. If test are done in a wall, the thickness of the joints. If tests have been performed in walls with a mortar strength higher than M2. The walls may be lightly prestressed in vertical direction. In general, the tests should be carried out in the base material for which the plastic anchor is intended to be. The determined. The types of suitability tests, test conditions, the number of required tests and the criteria applied to the.

If there are existing tests for suitability carried out in concrete according to Part 2, Table 5. If more than 3 sizes shall be assessed the intermediate sizes shall not be tested if the tests from line. For determination of the admissible service conditions the tests given in Table 5.

If existing information is available from the manufacturer and the corresponding test report contains all. However, it will be considered in the assessment only if the results.

All tests for determination of admissible service conditions should be carried out according to Annex A in the. The drill holes should be drilled using d cut,m drill bits.

The minimum edge distance c min and minimum spacing s min should be given by the manufacturer and should. Table 5. Conversion of ultimate loads to take account of concrete-, masonry- and steel strength.

In contrast to Equation 6. In the suitability tests according Table 5. The values of. The requirements on the coefficient of variation of the ultimate loads is given in. The characteristic resistances of single anchors without edge and spacing effects under tension loading shall.

The characteristic resistances of single anchors near the free edge under tension loading should be. If pull-out failure is observed in tests according to Table 5. Therefore the characteristic. If no shear tests available, the characteristic shear resistances V Rk,b for brick edge failure may be calculated.

The concrete strength f ck,cube has to be replaced by the brick normalised mean compressive strength f b in the. If shear tests towards the edge are performed and brick edge failure occurs the characteristic shear. The characteristic shear resistances V Rk,s of the metal expansion element for single anchors may be.

V Rk,b have to be calculated under consideration of the appropriated partial safety factors. The corresponding. The value of the characteristic resistance F Rk should be rounded to the following numbers:. As a minimum, the displacements under short and long term tension and shear loading shall be given in the. The value derived should correspond.

Under shear loading, the displacements might increase due to a gap between fixture and anchor. The plastic anchors for use in solid masonry materials should be used for multiple fixings. By multiple anchor.

Furthermore by specifying the design value of actions N Sd on a fixing. The design concept with partial safety factors should be used for anchorages in solid masonry. The appropriated partial safety factor and the corresponding values c min and s min for this. This limitation. If the joints of the masonry are visible e. The characteristic resistance F Rk may be used only, if the wall is designed such that the joints are to.

If the wall is designed such that the joints are not to be filled with mortar then the characteristic. The ETA should contain only one characteristic resistance F Rk for one base material independent of the load. The appropriated partial safety factor and the corresponding values c min.

The determined characteristic resistances for the ETA are valid only for the brick sizes which are used in the. Furthermore, if the tests have been performed in walls with a mortar strength higher than M2.

If smaller brick sizes are present on the construction site or if the mortar strength is smaller than the required. Assumptions under which the fitness of the anchor for the intended use was favourably assessed. The specific conditions 2 , 3 and 4 for the design method according to 7. ETAG - Aedilitia. Safety in use 4 5. Tests for suitability 4 5. Tests for admissible service conditions 6 6.

Safety in use 7 6. Conversion of ultimate loads to take account of concrete-, masonry- and steel strength 7 6. In all tests the follwing criteria shall be met 7 6. Criteria valid for suitability tests 7 6. Admissible service conditions 7 6. General 7 6. Characteristic resistance of single anchor for the different conditions 7 6.

Characteristic resistance of single anchor in the ETA 9 6. Displacement behaviour 9 7. Design methods for anchorage in solid masonry 10 7.

Multiple use 10 7. Design and safety concept 10 7. Characteristics of the anchor with regard to safety in use and methods of verification 9. Assumptions under which the fitness of the anchor for the intended use was favourably assessed PlasticAnchorspartFinal. For a general assessment of plastic anchors, on principle, Part 1 applies. The determination of admissible service conditions and determination of characteristic resistances for plastic anchors to be used in solid masonry materials are completely given in 6.

The same numbering of paragraphs as in Part 1 is used. By multiple anchor use it is assumed that in the case of excessive slip or failure of one anchor the load can be transmitted to neighbouring anchors without significantly violating the requirements on the fixture in the serviceability and ultimate limit state. Therefore the design of the fixture may specify the number n 1 of fixing points to fasten the fixture and the number n 2 of anchors per fixing point.

Safety in use 5. Tests for suitability The tests may be performed in single units or in a wall. If test are done in a wall, the thickness of the joints should be about 10mm and the joints should be completely filled with mortar of strength class M2.

The walls may be lightly prestressed in vertical direction to allow handling and transportation the wall.

In general, the tests should be carried out in the base material for which the plastic anchor is intended to be used. The determined characteristic resistances for the ETA are valid only for the brick sizes which are used in the tests or larger brick sizes; therefore the information about the brick sizes shall be given in the ETA. The types of suitability tests, test conditions, the number of required tests and the criteria applied to the results are given in Tables 5.

Tests for admissible service conditions The tests may be performed in single units or in a wall. The determined characteristic resistances for the ETA are valid only for the brick sizes which are used in the tests or larger brick sizes; therefore the information about the brick sizes has to be given in the ETA. If existing information is available from the manufacturer and the corresponding test report contains all relevant data, then the Approval Body may reduce the number of tests for admissible service conditions, making use of this existing information.

However, it will be considered in the assessment only if the results are consistent with the Institute's test results. The minimum edge distance c min and minimum spacing s min should be given by the manufacturer and should be confirmed by the tests according to Table 5. Safety in use 6. Conversion of ultimate loads to take account of concrete-, masonry- and steel strength In contrast to Equation 6.

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