aqu&iacute
Contents
1. F sa design value of resulting load acting on the most stressed anchor of an anchor group F9sa design value of resulting load acting on the tensioned anchors of an anchor group b3 For a group of mechanical anchors with two and more tensioned anchors the highest loaded anchor shall be verified for pull out failure according to Equation 5 1 where Rkconc seis iS the seismic pull out resistance of one anchor c Anchors that transmit tensile loads shall be ductile and shall have a stretch length of at least 8d unless otherwise determined by analysis Illustrations of stretch lengths are shown in Figure 5 2 d An anchor is considered as ductile if the nominal steel ultimate strength of the load transferring section does not exceed fuk 800 MPa the ratio of nominal yield strength to nominal ultimate strength does not exceed fyx fux 0 8 and the rupture elongation measured over a length of 5d is at least 12 per cent e The steel strength Nu of anchors that incorporate a reduced section e g thread over a length smaller than 8d d anchor diameter of reduced section shall be greater than 1 3 times the yield strength Nyx of the unreduced section stretch length anchor chair sleeve or debonded length anchor base plate column Figure 5 2 Seismic design by yielding of a ductile anchor illustration of stretch length February 2013 EOTA TR 045 Design of metal anchors for use in concrete under seismic actio2. j P se es gt s smicas LTOR A gt ss EB Hilti Superando expectativas El diseno sismico y la especificacion de productos adecuados es crucial Aplicaciones estructurales s smicas relevantes Las conexiones estructurales son de vital importancia para asegurar que la estructura responde de manera adecuada y predecible a un terremoto Por ello las conexiones deben estar definidas claramente en la fase de diseno para asegurar que tanto los contratistas como Direcci n Facultativa construyen las especificaciones del proyecto Soluciones bien ideadas es la mejor manera de asegurar que el producto disenado es el que se utiliza realmente en obra Refuerzos s smicos por ej arriostramientos refuerzos de cortante Placas de anclaje Conexiones corrugadas a posteriori Fijaciones de cerramientos a estructura principal Aplicaciones no estructurales s smicas relevantes Los anclajes son a veces utilizados para fijar componentes no estructurales Su diseno y elecci n es por ello crucial en t rminos de minimizar tanto posibles da os a los ocupantes de la edificaci n como los costes asociados a los terremotos Como el fuego es una consecuencia com n tras un terremoto los sistemas de protecci n pasiva contra incendios deber an ser especificados de acuerdo con su capacidad para resistir una deformaci n extrema Conexiones met licas no estructurales y fijaci n de servicios Equipamien
3. Design of metal anchors for use in concrete under seismic action Diameter of clearance hole in the fixture Recommended seismic performance categories for anchors Values of ga and Aa for non structural elements Required verifications Reduction factor aseis Anchorages covered by this design method Seismic design by protection of the fastening Seismic design by yielding of a ductile anchor illustration of stretch length Vertical effects of the seismic action Rotations and anchor displacements February 2013 page 2 of 15 EOTA TR 045 Design of metal anchors for use in concrete under seismic action page 3 of 15 1 Introduction This Technical Report contains a design method for anchors which have been awarded an ETA in accordance with ETAG 001 7 Annex E Note A design method that is consistent with the assessment according to ETAG 001 Annex E has been developed during the revision of the CENTS 1992 4 series 1 and is incorporated in EN 1992 4 4 Since the design provisions in the CENTS 1992 4 series are not consistent with the assessment according to ETAG 001 Annex E and the EN 1992 4 has not yet been published the need for a publicly available document arises The design method for anchors to resist seismic loading in this Technical Report TR is intended to bridge the time span until the publication of EN 1992 4 The design method given in this TR complies with the final draft of EN 1992 4 prepared by CEN TC 250 SC 2 WG 2
4. Una forma f cil y fiable de calcular puntos fijos en una l nea de tuberia determinada fuerzas la expansi n y la m nima longitud de brazo de lira para una tuber a 30 www hilti es Ingenieria Hilti PROFIS es nuestra serie excepcional de aplicaciones inform ticas para el diseno de soluciones de fijacion El nombre de Hilti es sinonimo de productos de calidad Implementamos la mas reciente tecnologia y el facil uso en los programas de calculo como una de nuestras principales responsabilidades Puedes descargarte PROFIS de forma gratuita a trav s de la p gina web www hilti es Hilti PROFIS Anchor Soluciones con anclajes para pr cticamente todos los trabajos de fijaci n Hilti PROFIS Rebar Diseno de conexiones estructurales con barras corrugadas a posteriori Hilti PROFIS Anchor Channel Diseno de soluciones con carril embebido y tornillo de acuerdo con los requerimientos del m todo de c lculo CEN Hilti PROFIS Installation El programa para definir la suportaci n de sus instalaciones Diseno delineaci n y lista de materiales Nunca ha sido tan f cil Hilti PROFIS Ferroscan Programa de an lisis de barras corrugadas y recubrimiento de hormig n con pantalla gr fica diseno CAD homologaciones y documentaci n t cnica Hilti PROFIS PS 1000 Programa de an lisis no destructivos para estructuras de hormig n con representaci n en 2D y 3D Hilti PROFIS FACADE Resuelve el diseno de estructura portante de
5. Va cp seis concrete edge 1 Verification for bonded anchors only lt Nha p sels 2 Steel failure for shear loads with lever arm is not covered in this Technical Report see Section 5 1 3 Verification is not required if cracked concrete is assumed and reinforcement resists the splitting forces 5 6 2 Design resistance The seismic design resistance Ra seis Nra seis VRa seis Of a fastening is given by ae Ra seis seis 5 7 YM seis where the partial safety factors yiseis 1 8 JMs seis JMc seis YMp seiss Msp seis Shall be taken according to 4 2 2 The characteristic seismic resistance Rx seis Nrk seis Vrkseis Of a fastening shall be calculated for each failure mode according to Equation 5 8 Rk seis gap seis Eis 5 8 where Ogap reduction factor to take into account inertia effects due to an annular gap between anchor and fixture in case of shear loading given in the relevant ETA seis reduction factor to take into account the influence of large cracks and scatter of load displacement curves see Table 5 4 R kseis basic characteristic seismic resistance for a given failure mode determined as follows February 2013 EOTA TR 045 Design of metal anchors for use in concrete under seismic action page 13 of 15 For steel and pull out failure under tension load and steel failure under shear load Fo vse shall be taken from the relevant ETA i e Naks seis Nek p seis Vrk s seis For co
6. clasificado como d ctil a Adicionalmente este m todo es aplicable solamente para la tracci n y algunas disposiciones requieren ser observadas con el fin de asegurar que el fallo del anclaje es debido al fallo del acero Servicios de Ingenier a Hilti Un equipo formado por ingenieros profesionales cualificados y experimentados est disponible para asesorarte con informaci n m s detallada y ayudarte a determinar y dise ar la mejor soluci n para tu proyecto Contacto Tel 902 100 475 De La V de 8 00 a 17 15 horas Fax 900 200 417 E mail es oficina tecnica hilti com 6 www hilti es Design of Metal Anchors For Use In Concrete Under Seismic Actions TR 45 Edition February 2013 EUROPEAN ORGANISATION FOR TECHNICAL APPROVALS El material que se expone a continuaci n ha sido definido por la European Organisation for Technical Approval Hilti lo incorpora como soporte informativo por razones meramente consultivas 2 1 2 2 2 3 2 4 3 1 3 2 3 3 3 4 3 5 4 1 4 2 4 3 9 1 9 2 E 9 4 5 5 5 6 Table of Contents Introduction Scope Genera E E EE pd E E E A E Type of anchors anchor groups and number of anchors eee CGOncrete MOMOSI esea diari a E a cd LE ole do jd o A E EA RS UND E Abbreviations and Notation PROTON NONE asinhas carisma ida e PI CPU PE E O nd cd q element e EE ICE PO ROMEO PO avecidnecutes So e o A A A E elt US EE Oo Shee abana
7. design of the connection such as for example on secondary seismic members or fagade elements it shall be demonstrated that these deformations can be accommodated by the anchors The rotation of a connection 6 Figure 5 4 is defined by Equation 5 10 Ob ON seis Smax 5 10 where ON seis displacement of the anchor under seismic loading distance between the outermost row of anchors and the opposite edge of the baseplate Smax On SES sleeve or debonding length anchor baseplate anchor plate element Figure 5 4 Rotations and anchor displacements If the anchor displacements n seis p s Under tension loading and or dy seis p s under shear loading provided in the relevant ETA for anchors qualified for seismic performance category C2 are higher than the corresponding required values nreg DLs and or v reg pLs the design resistance may be reduced according to Equations 5 11 and 5 12 to meet the required displacement limits N req DLS NRa seis reduced Nra seis i E didi 5 1 1 N seis DLS OV reo DLS Vra seisreduced Vra seis 5 1 5 12 V sei DLS If fastenings and attached elements shall be operational after an earthquake the relevant displacements have to be taken into account 6 Additional proofs for ensuring the characteristic resistance of concrete member The proof of the local transmission of the anchor loads into the concrete member is delivered by using the design methods described in t
8. las recomendaciones de la EOTA TRO45 Categor a s smica C2 ensayos cr ticos frente a movimientos s smicos califican un anclaje como adecuado para aplicaciones estructurales y no estructurales m s exigentes Aplicaciones estructurales Aplicaciones no estructurales ae Edificaciones de importancia sah Edificaciones de Edificaciones de Aceleraci n ag S Aceleraci n ag S i Il Wl y IV importancia Il y III importancia IV lt 0 05g No aplica lt 0 05g No aplica 0 05g to 0 1g 0 05g to 0 1g ETA C1 ETA C2 ETA C2 ETA C2 El mapa superior est basado en datos nacionales de terremotos para edificaciones residenciales y tipo de suelo y proporciona una visi n de la relevancia de la aplicaci n de la nueva directriz ETA en Europa Para mayor informaci n consultar normativa referida 4 www hilti es hocli Samka Bisi blg id do Ghee ici dE it rh hd o o Eid C i ag i m 4 Soluciones Hilti er lg W e e7 e o Ja s smicas MAPA DE PELIGROSIDAD SISMICA NORMA SISMORRESISTENTE Periodo de Retorno 500 Anos Categorias s smicas de anclajes C1 y C2 Actual mapa de peligrosidad s smica de Espana en valores de aceleraci n para edificaciones residenciales y todo tipo de suelo Para mayor informaci n contactar con nuestro servicio de Ingenieria Hilti NOTA En la zona naranja tenue la categor a s smica depender del tipo de suelo F
9. n estructurales y no estructurales de Resina inyectable y todo lo requerido para una adecuada y acuerdo a la nueva regulaci n europea segura instalaci n de conexiones hormig n hormig n Estructuras auxiliares de aluminio para sistemas de fachadas Soluciones para pasos de instalaciones a trav s de muros o ventiladas ligeras sistema testado para aplicaciones forjados y juntas de sellado y estanqueidad frente al fuego sismicas para minimizar danos tras el terremoto Maxima seguridad asegurada por expertos en diseno y el PS 250 y PS 1000 Sistema completo compacto y sin cable uso de soluciones estandares pre disenadas Hilti de uso rapido flexible y simple para detectar el armado y no danarlo durante el taladrado Hilti Espanola S A Avda Fuente de la Mora 2 Edificio 1 28050 Madrid T 902 100 475 F 900 200 417 www hilti es OT 06 14 300 1
10. qualified according ETAG 001 Annex E for use in concrete under seismic actions The anchor capacities in terms of resistances characteristic values and displacements are given in the relevant ETA The design method is valid for single anchors and anchor groups In case of an anchor group the loads are applied to the individual anchors of the group by means of a common rigid fixture e g anchor plate The diameter d of the clearance hole in the fixture should not be larger than the value given in Table 2 1 In an anchor group only anchors of the same type size and length shall be used Anchor configurations as given in Section 1 1 of ETAG 001 Annex C and EOTA TR 029 9 are covered by this Technical Report These configurations are also shown in Figure 2 1 Anchors qualified for multiple use for non structural applications according to ETAG 001 Part 6 are not covered by this document Table 2 1 Diameter of clearance hole in the fixture enema dameter dore 6 o 10 16 8 2022 27 0 dono Comedor pmm 7 o t va 10 te 20 22 2a a8 so ss 1 diameter d if bolt bears against the fixture diameter dnom if sleeve bears against the fixture February 2013 EOTA TR 045 Design of metal anchors for use in concrete under seismic action page 4 of 15 Anchorage situated far from the edge c 2 max 10 her 60d for all loading directions and anchorage situated close to the edge c lt max 10 her 60d if loaded in dead on
11. roscadas Arriostramiento longitudinal Ma may Aplicacion simple de tuberia CE Arriostramiento longitudinal 157 Trapecio con varillas roscadas er Arriostramiento en 4 direcciones 28 www hilti es Soluciones Hilti er lg W o et e o Ja sismicas Ejemplos de soluciones Carril para instalaciones Suelo T cnico Construcci n est ndar de suelo t cnico zonas no s smicas Construcci n est ndar de suelo t cnico con estructura de apoyo A E a zonas no s smicas Zonas s smicas Soporte con anclaje de seguridad HST Apoyo U estable ensamblado con sistema de carril de instalaci n MQ No son necesarios refuerzos adicionales dependiendo de la carga y la distancia a techo Zonas s smicas Arriostramiento de suelos t cnicos en los extremos sin muro tope Zonas s smicas carril para instalaci n suspendidos con varilla de anclaje y asegurada con arriostramientos transversales Zonas s smicas Arriostramiento de suelo t cnico bajo grandes cargas localizadas Herramientas de dise o El c lculo se ve altamente simplificado con nuestro software Hilti l PROFIS Installation el cual ayuda a sus usuarios a dise ar AN estructuras soporte de instalaciones f cilmente y de acuerdo con el Euroc digo 3 Adicionalmente el cat logo de sistemas de instalaci n proporciona todos los datos t cnicos para todos los sistemas MM MQ y MI Descargue la ltima versi
12. seismic actions on the fastening shall be taken into account o o Design with requirements on the ductility of the anchors The anchor or group of anchors is designed for the design actions including the seismic actions Ega corresponding to the ultimate limit state EN 1998 1 The tension steel capacity of the fastening shall be smaller than the tension capacity governed by concrete related failure modes Sufficient elongation capacity of the anchors is required The fastening shall not be accounted for energy dissipation in the global structural analysis or in the analysis of a non structural element unless proper justification is provided by a non linear time history dynamic analysis according to EN 1998 1 and the hysteretic behaviour of the anchor is provided by an ETA This approach is applicable only for the tension component of the load acting on the anchor Note Option b may not be suitable for the fastening of primary seismic members EN 1998 1 due to the possible large non recoverable displacements of the anchor that may be expected It is recommended to use option b for the fastening of secondary seismic members Furthermore unless shear loads acting on the fastening are resisted by additional means additional anchors should be provided and designed in accordance with option a1 or a2 5 4 Design criteria For the design of anchors according to design option a1 for both Type A and Type B connections the fa
13. 0 f HUR HR Inoxidable 8 10 14 HIT RE 500 SD HIT V Galvanizado M8 M30 inoxidable HCR HIT RE 500 SD HIS N Galvanizado M8 M20 inoxidable HIT RE 500 SD Rebar 18 932 Herramienta Hilti para determinar de forma f cil r pida y sencilla la categor a s smica recomendada para la fijaci n A su vez obtendremos la fuerza de aceleraci n F que deber soportar nuestro anclaje www hilti es Diseno sismico de anclajes a posteriori La EOTA TRO45 establece el est ndar de diseno s smico en fijaci n La EOTA TRO45 establece el est ndar de dise o s smico en conexiones acero hormigon hasta que la nueva EN 1992 4 sea publicada fecha de publicaci n pendiente de confirmaci n Este c digo cumple plenamente con los est ndares en el nuevo Anexo E de la ETAG 001 Tres opciones de dise o El c digo incorpora tres m todos de dise o que son descritos abajo Notar que estos tres enfoques son admisibles dentro de sus condiciones de aplicaci n a1 Dise o de capacidad El anclaje est dise ado para la fuerza que plastifica un componente d ctil o si es inferior la fuerza m xima que puede ser transferida por la fijaci n o el elemento a fijar a2 Dise o el stico La fijaci n est dise ada para la carga m xima suponiendo un comportamiento el stico de la fijaci n y de la estructura a3 Dise o considerando la ductilidad del anclaje Este dise o para fallo d ctil del acero requiere un anclaje
14. 1 5 it shall be permitted to design as for static loading situations see ETAG 001 Annex C and EOTA TR 029 Furthermore for the following situations a simplified verification may be carried out as stated a For the seismic design situation where the seismic tension component of the design force at the ultimate limit state applied to a single anchor or a group of anchors is equal to or less than 20 per cent of the total design tensile force provisions in 5 3 and 5 4 need not apply for the verification of the tension component acting on a single anchor or a group of anchors b For the seismic design situation where the seismic shear component of the design force at the ultimate limit state applied to a single anchor or a group of anchors is equal to or less than 20 per cent of the total design shear force provisions in 5 3 and 5 4 need not apply for the verification of the shear component acting on a single anchor or a group of anchors Anchors used to resist seismic actions shall meet all applicable requirements for non seismic applications Only anchors qualified for cracked concrete and seismic applications shall be used see relevant ETA February 2013 EOTA TR 045 Design of metal anchors for use in concrete under seismic action page 7 of 15 The concrete in the region of the fastening shall be assumed to be cracked when determining design resistances unless it is demonstrated that the concrete remains non cracked during the seismic eve
15. bjected to tension 2 Undercut anchors with the same concrete cone capacity in cracked concrete as cast in headed fasteners i e at least N Rk c 8 0 fck cube her t5 given in the relevant ETA 5 6 3 Interaction resistance to combined tension and shear loads The interaction between tension and shear forces shall be verified according to Equation 5 9 N V n ZE lt 1 5 9 NRd seis VRa seis with NsadlNra seis 1 and VsalVra seis lt 1 In Equation 5 9 the largest ratios Nsa Nra ses and Vsa Vra seis for the different failure modes shall be inserted where Nsa and Vsa are the design actions on the anchors including seismic effects 5 7 Displacements The anchor displacement under tensile and shear load at damage limitation state DLS shall be limited to a value OnreqDLs and 6vreqpis to meet requirements regarding e g functionality and assumed support conditions These values shall be selected based on the requirements of the specific application When assuming a rigid support in the analysis the designer shall establish the limiting displacement compatible to the requirement for the structural behaviour February 2013 EOTA TR 045 Design of metal anchors for use in concrete under seismic action page 14 of 15 Note In a number of cases the acceptable displacement associated to a rigid support condition is considered to be in the range of 3 mm If deformations displacements or rotations are relevant for the
16. boa adanedubateuduerantate A Design and safety concept E e yqpDU III RR O RREO AE RN RN SSD A Mic a 4 2 1 Partial safety factor for ACHONS in 4 2 2 Partial safety factor for resiStanCesS occccocccconccconncocnoconnncannonanconanconanconnnonannonaninnono Damage limitation ejto PERDE DE NENE eee eee eee RA ee eee ne Design of anchorages under seismic action A e eo CR ERR ORDER PD E E SEISMIC performance categories cccccccsecccseeccececeeecueecueeecueeceucecsucecsueesueeeeueeseueessueesseeeseas BESAD IONS ice ca as E wanes Desi CNA asi Derivation of forces acting on anchors cccccccssceceeccceeeccseeccceceueeceueeseeeeceesseeseueesseessaeesaas 5 5 1 SA 5 5 2 Addition to EN 1998 1 2004 4 3 3 5 5 5 3 Addition to EN 1998 1 2004 4 3 5 1 5 5 4 Additions and alterations to EN 1998 1 2004 4 3 5 2 50 0 Additions and alterations to EN 1998 1 2004 4 3 5 4 Recto Foi FS G1 estirado eee ee eee 5 6 1 Required VOCAIS sorna done a ARES ea aja 5 6 2 Design resistance RD RD E NINA RAD E RREO 5 6 3 Interaction resistance to combined tension and shear loadS oocococcccocnco BES AC STN UM durant odie kaani Additional proofs for ensuring the characteristic resistance of concrete member References February 2013 EOTA TR 045 Tables Table 2 1 Table 5 1 Table 5 2 Table 5 3 Table 5 4 Figures Figure 2 1 Figure 5 1 Figure 5 2 Figure 5 3 Figure 5 4
17. e diseno El calculo de anclajes se ve altamente simplificado con el a gt software PROFIS de Hilti el cual permite a los usuarios dise ar a sistemas de fijaci n y conexiones de corrugados f cilmente y m de conformidad con el marco legal del c digo del estado de la l E p t cnica Adicionalmente la versi n impresa del Manual T cnico de Fijaciones FTM proporciona todos los datos t cnicos para conexiones con anclajes o barras corrugadas PROFIS Anchor www hilti es 23 Aplicaciones estructurales de barras corrugadas instaladas a posteriori con resinas Homologadas por la calificaci n sismica CSTB Barras corrugadas de armado estructural a posteriori El diseno de hormig n armado asume que el hormig n tiene una despreciable resistencia a tracci n mientras permite el c lculo de la longitud de anclaje de la armadura y evita la rotura fr gil del hormig n en las dos situaciones siguientes e Transferencia de cargas de tracci n de una armadura a otra Solapamiento e Longitud de anclaje de la fuerza de tracci n en una barra m s all de un nodo en equilibrio Homologaci n s smica de barras corrugadas de armado estructural La homologaci n francesa DTA proporcionada por CSTB miembro de EOTA reconoce la resina inyectable Hilti HIT RE 500 SD como producto cualificado para aplicaciones con barras corrugadas instaladas a posteriori en zonas s smicas Con la aplicaci n de criterios de ingenier a l
18. es of ga and Aa for non structural elements Type of non structural element da Aa Cantilevering parapets or ornamentations EE 0 Signs and billboards Signs and billboards billboards Chimneys masts and tanks on legs acting as unbraced cantilevers along more than one half of their total height Hazardous material Hazardous material storage hazardous fluid piping fo 30 hazardous Hazardous material storage hazardous fluid piping piping Exterior and interior walls Partitions and facades Chimneys masts and tanks on legs acting as unbraced cantilevers along less than one half of their total height or braced or guyed to the structure at or above their centre of mass Elevators Computer access floors electrical and communication equipment Conveyors Anchorage elements for permanent cabinets and book stacks supported by the floor Anchorage elements for false suspended ceilings and light fixtures High pressure piping fire suppression piping Fluid piping for non hazardous materials Computer communication and storage racks February 2013 EOTA TR 045 Design of metal anchors for use in concrete under seismic action page 11 of 15 Equation 4 25 of EN 1998 1 for the seismic coefficient Sa may be rearranged as Sa as 145 4 05 5 3 where a ratio of the design ground acceleration on type A ground ag to the acceleration of gravity g S soil factor z height of the non structural element above the level of ap
19. fachadas ventiladas anclaje m nsula montante Documentaci n y libreria t cnica Hilti puede facilitarte una completa selecci n de informaci n y documentaci n t cnica Como usuario registrado de la p gina web www hilti es puedes descargarte de forma gratuita e Homologaciones e Fichas t cnicas e Hojas de seguridad e Certificados de conformidad e Obras de referencia e Art culos t cnicos Biblioteca Hilti BIM CAD Cuando lo virtual y lo real se encuentran en la innovaci n Con el fin de facilitar sus especificaciones y planos los productos Hilti est n disponibles en nuestra biblioteca BIM CAD Los bocetos existen en 2D y 3D con atributos BIM asociados Con el BIM CAD puedes insertar directamente un dibujo en el programa de delineaci n o puedes desc rgatelo en todos los formatos gr ficos Nuestra biblioteca est en construcci n Si no encuentras alg n producto agradecer amos te pusieras en contacto con nosotros con el fin de incluirlo Manuales t cnicos colecci n de referencia pum PAC pr A A be O a Anchor design at your fingertips Het Dulpariorm flat gt Conexiones estructurales con Anclajes Sistemas de instalaci n Fijaci n directa Firestop barras corrugadas a posteriori Soluciones Hilti er lg W e e7 e o ja sismicas Todo lo que necesitas para unas especificaciones s smicas f ciles y seguras T SE s Fi 7 Elementos de fijaci
20. fe ck cube fuk fyk her a YM E y2 E 3 5 Definitions non structural element structural element design value of resistance of a single anchor or an anchor group axial force shear force resulting design value of action on a single anchor or an anchor group axial load shear load plastic moment yield mechanism axial force positive tension force negative compression force design resistance characteristic resistance design action shear force edge distance edge distance in direction 1 in case of anchorages close to an edge loaded in shear C1 is the edge distance in direction of the shear load edge distance in direction 2 direction 2 is perpendicular to direction 1 diameter of anchor outside diameter of anchor characteristic concrete compressive strength measured on cubes with a side length of 150 mm value of concrete strength class according to EN 206 characteristic steel ultimate tensile strength nominal value characteristic steel yield tensile strength nominal value effective embedment depth of anchor displacement of the anchor bond strength partial safety factor for material partial safety factor taking into account installation safety architectural mechanical or electrical element system or component which whether due to lack of strength or the way itis connected to the structure is not considered in the seismic design of the structure as load carrying element the fai
21. his document The transmission of the anchor loads to the supports of the concrete member shall be shown as given in Section 7 of ETAG 001 Annex C and EOTA TR 029 for static loading 7 References 1 CEN TS 1992 4 series Design of fastenings for use in concrete European Committee for Standardization CEN Brussels Belgium 2009 2 EN 1990 Eurocode Basis of structural design European Committee for Standardization CEN Brussels Belgium 3 EN 1992 1 1 2004 Eurocode 2 Design of concrete structures Part 1 1 General rules and rules for buildings European Committee for Standardization CEN Brussels Belgium 2004 February 2013 EOTA TR 045 Design of metal anchors for use in concrete under seismic action page 15 of 15 4 5 6 7 8 9 EN 1992 4 Design of Fastenings for Use in Concrete European Committee for Standardization CEN Brussels Belgium in preparation not yet published EN 1998 1 2004 Eurocode 8 Design of structures for earthquake resistance Part 1 General rules seismic actions and rules for buildings European Committee for Standardization CEN Brussels Belgium 2004 EN 206 1 Concrete Part 1 Specification performance production and conformity European Committee for Standardization CEN Brussels Belgium ETAG 001 Guideline for European Technical Approval of Metal Anchors for Use in Concrete European Organisation for Technical Approvals EOTA Brussel
22. inition according to EN 1998 1 2004 3 2 1 ag design ground acceleration on Type A ground EN 1998 1 2004 3 2 1 S soil factor see e g EN 1998 1 2004 3 2 2 C1 for Type B connections see 5 1 C2 for Type A connections see 5 1 February 2013 EOTA TR 045 Design of metal anchors for use in concrete under seismic action page 8 of 15 5 3 Design options In the design of fastenings one of the following options a1 a2 or b shall be satisfied for details see also 5 4 a Design without requirements on the ductility of the anchors It shall be assumed that anchors are non dissipative elements and they are not able to dissipate energy by means of ductile hysteretic behaviour and that they do not contribute to the overall ductile behaviour of the structure a1 Capacity design the anchor or group of anchors is designed for the maximum tension and or shear load that can be transmitted to the fastening based on either the development of a ductile yield mechanism in the fixture or the attached element taking into account strain hardening and material over strength or the capacity of a non yielding attached element a2 Elastic design the fastening is designed for the maximum load obtained from the design load combinations that include seismic actions Ez corresponding to the ultimate limit state EN 1998 1 assuming an elastic behaviour of the fastening and of the structure Furthermore uncertainties in the model to derive
23. los ensayos Tres ensayos son definidos E Test del paralelogramo este ensayo es realizado para observar el comportamiento del sistema para seguir el movimiento de la edificaci n al cual est fijo La fachada ventilada est instalada en un marco r gido 3000 x 3000 mm fijo en la parte baja La soportaci n se deforma gradualmente en su plano paralelogramo por un desplazamiento est tico aplicado en la cabeza de acuerdo a los ciclos predefinidos E Test din mico en este ensayo se observa el comportamiento del sistema cuando el soporte donde est montado es desplazado en su plano bajo la acci n de un movimiento de vaiv n c clico impuesto La fachada ventilada est instalada en un marco r gido 3000 x 3000 mm sobre planeadores Los ciclos de movimiento son aplicados alrededor de la frecuencia del sistema El desplazamiento m ximo es 60 mm Se hace un control visual de los elementos ca dos rotos o deformados en el sistema E Test din mico perpendicular este ensayo es igual al test din mico con movimiento perpendicular a su plano Test din mico M nsula MFT MFI M A Perfil L Para punto deslizante E f En aluminio espesor 2 0 mm y 2 5 mm i CSTB q y Ta M nsula MFT MFIL Perfil T Para punto fijo En aluminio espesor 2 0 mm y 2 5 mm 26 www hilti es Soluciones Hilti er lg W o et e o ja sismicas Las estructuras soporte de instalaciones necesitan ser dise adas especificamente para resi
24. lure of such an element may result in medium consequence for loss of human life and considerable economic social or environmental consequences but does not result in the failure of the structure or part of the structure examples fa ade element piping etc Building element the failure of which may result in the failure of the structure or part of the structure examples column beam slab etc 4 Design and safety concept 4 1 General The design of anchorages shall be in accordance with the general rules given in EN 1990 2 It shall be shown that the value of the design action Sy does not exceed the value of the design resistance Ra Sd S Ra 4 1 February 2013 EOTA TR 045 Design of metal anchors for use in concrete under seismic action page 6 of 15 where Sa value of design action Ra value of design resistance The forces in the anchor shall be derived using appropriate combinations of actions for seismic design situations on the anchorage as recommended in EN 1990 The design resistance shall be calculated as follows Ra Rk YM 4 2 where Rx characteristic resistance of a single anchor or an anchor group m partial safety factor for material 4 2 Ultimate limit state 4 2 1 Partial safety factor for actions Partial safety factors shall be in accordance with EN 1990 4 2 2 Partial safety factor for resistances Partial safety factors for fastenings under seismic loading shall be applied to cha
25. ly C1 C2 lt max 10 her 60 d anchors anchor plate common fixture Anchorage situated close to the edge c lt max 10 her 60d for all loading directions Figure 2 1 Anchorages covered by this design method 2 3 Concrete member The concrete member should be of normal weight concrete of at least strength class C 20 25 and at most strength class C 50 60 according to EN 206 6 2 4 Type of load The design method applies to anchors subjected to seismic action see EN 1990 2 and EN 1998 1 5 3 Abbreviations and Notation 3 1 Abbreviations C1 C2 seismic performance categories for prequalification of anchors DLS Damage Limitation State see EN 1998 1 2004 5 2 2 1 ULS Ultimate Limit State see EN 1998 1 2004 5 2 2 1 3 2 Indices M material N tension R resistance S action V shear C concrete cp concrete pry out d design value k characteristic value p pull out pl plastic S steel seis seismic earthquake Sp splitting u ultimate February 2013 EOTA TR 045 Design of metal anchors for use in concrete under seismic action page 5 of 15 y yielding 3 3 Superscripts g load on or resistance of a group of anchors h most loaded anchor of a group 3 4 Notation Aa seismic amplification factor EE a design value of the effect of seismic actions as given in EN 1998 1 2004 F force resulting force Fra Nra Vra Fsa Nsa Vsa C2 d dnom
26. mance category C2 provides anchor capacities in terms of both resistances at ultimate limit state and displacements at damage limitation state and ultimate limit state The requirements for category C2 are more stringent compared to those for category C1 Based on the assessment according to ETAG 001 Annex E the seismic performance category of an anchor is given in the corresponding ETA Table 5 1 relates the seismic performance categories C1 and C2 to the seismicity level and building importance class The level of seismicity is defined as a function of the product ag S where ay is the design ground acceleration on Type A ground and S the soil factor both in accordance with EN 1998 1 5 Note The recommended seismic performance categories are given in Table 5 1 The value of ag or that of the product a S used in a Member State to define thresholds for the seismicity classes may be found in its National Annex of EN 1998 1 and may be different to the values given in Table 5 1 Furthermore the assignment of the seismic performance categories C1 and C2 to the seismicity level and building importance classes is in the responsibility of each individual Member State Table 5 1 Recommended seismic performance categories for anchors Seismicity level Importance Class acc to EN 1998 1 2004 4 2 5 e as 1 Ja ag S lt 0 05 y No additional requirement The values defining the ean levels are may be found in the National Annex of EN 1988 1 Def
27. mbined pull out and concrete cone failure in case of bonded anchors R k seis shall be determined as given in EOTA TR 029 i e Nrxp however based on the characteristic bond resistance under seismic loading 7rk seis given in the relevant ETA For all other failure modes R k seis shall be determined as for the design situation for static loading according to ETAG 001 Annex C or EOTA TR 029 i e Nrkc Nrksp Vrko VRK cp Note The forces on the anchors are amplified in presence an annular gap under shear loading due to a hammer effect on the anchor For reasons of simplicity this effect is considered only in the resistance of the fastening In absence of information in the ETA the following values Qgap may be used These values are based on a limited number of tests Aga 1 0 in case of no hole clearance between anchor and fixture 0 5 in case of connections with hole clearance according to Table 2 1 Table 5 4 Reduction factor aseis EJES 1 Steel failure Pull out failure Combined pull out and concrete failure Concrete cone failure e undercut anchors with the same behaviour as cast in headed fasteners 2 1 00 0 85 e all other anchors 0 85 0 75 Splitting failure Concrete edge failure Concrete pry out failure e undercut anchors with the same behaviour as cast in headed fasteners 2 e all other anchors 1 In case of tension loading single anchor also addresses situations where only 1 anchor in a group of anchors is su
28. n del Hilti PROFIS Installation y las fichas t cnicas en nuestra web www hilti es PROFIS Installation www hilti es 29 Un espacio nico en hilti es para ingenieros pensado para ti 4 Abierto 24 horas al dia siete dias a la semana Ingenieros y arquitectos podran encontrar acceso a SA A Las ltimas novedades t cnicas Nuevos medidores Software PROFIS Descarga y Formacion PD 1 y PD E Documentaci n T cnica Fichas t cnicas Declaraci n de prestaciones Homologaciones Hojas de seguridad de producto Instrucciones de montaje Certificados 2 2 M todos de c lculo de anclajes Soluciones espec ficas Hilti Calendario de Seminarios Hilti Planifique su formaci n Contacto con el departamento de ingenier a a trav s de la web Descubre la m s actualizada fuente de informaci n y asistencia en www hilti es Selector de anclajes Una herramienta pr ctica de b squeda de los anclajes adecuados abarcando todos los anclajes disponibles para la venta en Espa a maes Firestop selector permite tanto a prescriptores como a clientes encontrar la soluci n A contra incendios que mejor se adapta a tus aplicaciones a IT Volume calculator permite calcular el volumen de anclaje qu mico necesario para SAN cualquier aplicaci n Te ayudar a calcular el volumen de mortero que necesitar s as como el n mero de cartuchos necesarios para el trabajo completo Selector Fix Point
29. n page 10 of 15 5 5 Derivation of forces acting on anchors 5 5 1 General The design value of the effect of seismic actions Esq acting on the fixture shall be determined according to EN 1998 1 5 and 5 3 as applicable Provisions in addition to EN 1998 1 including vertical seismic actions acting on non structural elements are provided in this Section The maximum value of each action effect tension and shear component of forces for a anchor shall be considered to act simultaneously if no other more accurate model is used for the estimation of the probable simultaneous value of each action effect 5 5 2 Addition to EN 1998 1 2004 4 3 3 5 For the design of the anchors in Type A connections the vertical component of the seismic action shall be taken into account according to EN 1998 1 Section 4 3 3 5 2 2 to 4 if the vertical design ground acceleration avg is greater than 2 5 m s 5 5 3 Addition to EN 1998 1 2004 4 3 5 1 In the design of fastenings for non structural elements subjected to seismic actions any beneficial effects of friction due to gravity loads should be ignored 5 5 4 Additions and alterations to EN 1998 1 2004 4 3 5 2 The horizontal effects of the seismic action of non structural elements are determined according to Equation 4 24 of EN 1998 1 However the behaviour factor qa may be taken from Table 5 2 Note Table 5 2 includes information in addition to the values qa given in EN 1998 1 Table 4 4 Table 5 2 Valu
30. nt An annular gap between an anchor and its fixture should be avoided in seismic design situations For fastenings of non structural elements in minor non critical applications an annular gap diameter d of the clearance hole in the fixture not larger than the value given in Table 2 1 is allowed The effect of the annular gap on the behaviour of fastenings shall be taken into account see 5 6 2 Displacement of the fastening shall be accounted for in the design This requirement does not need to be applied to anchoring of non structural elements of minor importance The displacement shall be limited when a rigid connection is assumed in the analysis or when the operability of the attached element during and after an earthquake shall be ensured Note Anchor displacements for seismic applications at both damage limitation state and ultimate limit State are provided in the relevant ETA for anchors with seismic performance category C2 as defined in 9 2 Loosening of the nut or screw shall be prevented by appropriate measures Fastenings where shear loads act on anchors with a lever arm such as e g in stand off installation or with a grout layer are not covered 5 2 Seismic performance categories The seismic performance of anchors subjected to seismic loading is categorized by performance categories C1 and C2 Seismic performance category C1 provides anchor capacities only in terms of resistances at ultimate limit state while seismic perfor
31. or the anchor when the ratio of the vertical component of the design ground acceleration avg to the acceleration of gravity g is less than 0 25 and the gravity loads are transferred through direct bearing of the fixture on the structure see fastening 2 in Figure 5 3 D lt include Fva neglect Fva if avo g lt 0 25 gravity force floor wall horizontal direction vertical direction K 1 2 3 4 5 x Z Figure 5 3 Vertical effects of the seismic action February 2013 EOTA TR 045 Design of metal anchors for use in concrete under seismic action page 12 of 15 5 5 5 Additions and alterations to EN 1998 1 2004 4 3 5 4 Upper values for the behaviour factor ga for non structural elements may be selected from Table 5 2 5 6 Resistances 5 6 1 Required verifications For the seismic design situation the verifications Fsaseis Fra seis Shall be performed for all loading directions tension shear combined tension and shear as well as all failure modes see Table 5 3 Table 5 3 Required verifications l l anchor group failure mode single anchor most loaded anchor anchor group pull out failure Nsa seis lt NRa p seis NJ seis Nea p seis MO combined pull out and concrete cone Nsa seis S Nrd p seis N g seis 5 failure 7 concrete cone lt steel failure shear load without lever Vsa seis lt Vra s seis Vey seis lt V a s seis arm 2 concrete pry out o RE g failure Vsd seis VRd cp sel s Voa seis lt
32. os ingenieros pueden usar esta homologaci n francesa cuando dise an conexiones estructurales s smicas con barras corrugadas a posteriori Incluido en las DTA s e Considera la tensi n de adherencia f s smicas e Datos tabulados para dise o con Euroc digo 2 y Euroc digo 8 e Informaci n sobre los l mites de aplicaci n por ej refuerzo transversal instrucciones de instalaci n ba seism de la resina Hilti para su uso en zonas Homologaci n s smica DTA 24 Hilti HIT RE 500 SD Hilti HIT HY 200 A Resina de inyecci n de curado lento Resina de inyecci n de curado r pido i Homologaci n CTSB DTA 3 13 746 para aplicaciones Homologaci n CTSB DTA 3 13 746 para aplicaciones s smicas con barras de refuerzo s smicas con barras de refuerzo CSTB CSTB Herramientas de diseno ma Bee E brepari om EE Some em PROFIS Rebar P gina web dedicada a especialistas www hilti es Soluciones Hilti er lg W o et e o ja sismicas Sistema de sellados contra incendios recomendados frente a sismo El fuego como consecuencia de un terromoto representa un riesgo mayor tanto para la seguridad de vidas humanas como para la protecci n de equipamientos y mobiliario Tras un terremoto los da os por fuego humo y agua pueden causar severos problemas incluyendo Da os en equipamientos mec nicos y el ctricos Rotura fuga en sistemas de tuber as Da os en l neas el ct
33. os varillas roscadas www hilti es 27 Arriostramiento Los arriostramientos en una instalaci n sismorresistente necesitan ser colocados a una distancia b entre ellos que debe ser evaluada en funci n de la aceleraci n s smica la masa de la tuberia o la instalaci n en general y el tipo de arriostramiento en si mismo por ejemplo del arriostramiento respecto al eje principal de la tuberia Por esta razon podemos distinguir tres tipos b sicos de arriostramientos sismorresistentes E Arriostramiento longitudinal sujecci n s smica colocada longitudinalmente a la direcci n principal de la tuber a resiste las acciones horizontales que act an a lo largo del principal eje de la tuber a E Arriostramiento transversal sujecci n s smica colocada perpendicularmente a la direcci n principal de la tuber a resiste las acciones horizontales que act an transversalmente a la tuber a E Arriostramiento en 4 direcciones estructura compuesta por arriostramientos longitudinales y transversales por lo que es capaz de soportar todas las acciones actuantes en el plano horizontal Es conveniente que los arriostramientos est n a una distancia que sea m ltiplo de la separaci n entre soportes de tuber a de s as que por ejemplo arriostrar cada tres o cuatro soportes de tuber a Aplicaci n simple de tuber a Trapecio con varillas roscadas Arriostramiento transversal Arriostramiento transversal Trapecio con varillas
34. plication of the seismic action foundation or top of a rigid basement H building height measured from the foundation or from the top of a rigid basement Ay 54 Lella ey 5 4 T Ta fundamental vibration period of the non structural element T fundamental vibration period of the building in the relevant direction The seismic amplification factor Aa may be calculated according to Equation 5 4 or taken from Table 5 2 if one of the fundamental vibration periods is not known Note When calculating the forces acting on non structural elements according to Equation 4 25 of EN 1998 1 it can often be difficult to establish with confidence the fundamental vibration period Ta of the non structural element Table 5 2 provides a pragmatic approach and may not be conservative in all cases The vertical effects of the seismic action should be determined by applying to the non structural element a vertical force Fva acting at the centre of mass of the non structural element which is defined as follows Fva Sva Wa Ya Ja 5 5 where Sya ay As 5 6 av ratio of the vertical ground acceleration on type A ground aw to the acceleration of Wa Va gt gravity g weight of the element importance factor of the element see EN 1998 1 Section 4 3 5 3 da Aa may be assumed to be equal to the values valid for horizontal forces Note The vertical effects of the seismic action Fva for non structural elements may be neglected f
35. racteristic resistances The recommended values for partial safety factors for fastenings under seismic loading 7m seis should be identical to the corresponding values for static loading see ETAG 001 Annex C 7 and EOTA TR 029 9 Note The value of the partial safety factor taking into account the installation safety of an anchor system has its origin in the prequalification of the product and is product dependent given in the relevant ETA The value of a partial safety factor that is not product dependent may be found in the National Annex of the European Standard or other relevant national regulation of the Member State 4 3 Damage limitation state In the damage limitation state it shall be shown that the displacements occurring under the relevant actions are not larger than the admissible displacement The admissible displacement depends on the application under consideration and shall be evaluated by the design engineer 5 Design of anchorages under seismic action 5 1 General This section provides requirements for the design of post installed anchors used to transmit seismic actions by means of tension shear or a combination of tension and shear load to concrete members Herein the following types of connections are distinguished Type A connection between structural elements of primary and or secondary seismic members Type B attachment of non structural elements In cases of very low seismicity according to EN 1998
36. ricas incluido equipamiento de emergencia iluminaci n Da os en las redes de comunicaci n Fugas de gas con el consiguiente riesgo de explosi n Bloqueo e inutilizaci n de las v as de escape Una vez que estos problemas hayan sido solventados ser necesaria una reparaci n mantenimiento e inspecci n Ensayos s smicos Hilti Hilti ha realizado exhaustivos ensayos para determinar el comportamiento de productos contra incendios en terremotos en cuestiones como la integridad al fuego y la estanqueidad al humo en un ambiente post terremoto Descripci n del ensayo Las cargas c clicas cuasi est ticas seg n protocolo FEMA 461 fueron aplicadas directamente en los pasos de instalaciones mientras el muro permanec a fijo Los ensayos fueron llevados a cabo en la direcci n X en la misma direcci n de los elementos pasantes en direcci n Y perpendicularmente a los elementos pasantes y en direcci n Z rotaci n con el centro en la superficie del muro La estanqueidad frente a aire gas fue medida durante el ensayo con un dispositivo de presi n para alcanzar conclusiones medibles sobre da os en el sellado del paso de instalaciones Tras el ensayo s smico un test contra incendios adicional fue realizado para evaluar la permeabilidad al humo e integridad al fuego del sistema contra incendios pertinente Resultados Factores significativos que fueron medidos desplazamiento mm fuerza de movimiento ca da de presi n Pa min comien
37. s Belgium TR 018 Assessment of torque controlled bonded anchors European Organisation for Technical Approvals EOTA Brussels Belgium 2003 TR 029 Design of Bonded Anchors European Organisation for Technical Approvals EOTA Brussels Belgium 2010 February 2013 Soluciones Hilti erlg W o et e o ja sismicas Sistemas de fijaci n frente a sismo Homologados por la nueva regulaci n europea ETAG 001 Anexo E Hilti HIT HY 200 A HIT Z N N HTI con E A Anclaje qu mico de curado r pido No requiere limpieza gracias a la innovadora varilla HIT Z ETA 12 0006 Hilti HIT RE 500 SD con varilla HIT V o manguito PR HIS N Anclaje qu mico de curado lento Ce Hilti HIT HY 200 A con varilla HIT V Anclaje qu mico de curado r pido Ce ETA 07 0260 ETA 11 0493 Hilti HST Anclaje mec nico de seguridad Disenado especialmente para hormig n fisurado Ce ETA 98 0001 Hilti HUS3 H C y HUS HR CR Anclaje tornillo para cargas medias altamente eficiente Ideal para aplicaciones en serie Ce ETA 98 0001 Hilti ensaya nuevos anclajes de acuerdo a las ltimas actualizaciones sobre calificaciones s smicas Encuentra los anclajes homologados sismicamente mas recientes en www hilti com seismic Hilti Set Dinamico Arandela de relleno arandela conica tuerca y tuerca autoblocante Duplica la resistencia a cortante y previene desaprietes Herramientas d
38. stening is designed for the maximum load that can be transmitted to the fastening based either on the development of a ductile yield mechanism in the attached steel component see Figure 5 1a or in the steel base plate see Figure 5 1b taking into account material over strength effects or on the capacity of a non yielding attached component or structural element see Figure 5 1C Note The assumption of a plastic hinge in the fixture Figure 5 1b requires to take into account specific aspects including e g the redistribution of loads to the individual anchors of a group the redistribution of the loads in the structure and the low cycle fatigue behaviour of the fixture a yielding in attached element b yielding in baseplate c capacity of attached element Figure 5 1 Seismic design by protection of the fastening For the design of anchors according to design option a2 the action effects for Type A connections shall be derived according to EN 1998 1 with a behaviour factor g 1 0 For Type B connections the action effects shall be derived with a behaviour factor ga 1 0 for the attached element If action effects are derived in accordance with the simplified approach given in 5 5 4 with ga 1 0 they shall be multiplied by an amplification factor equal to 1 5 If the action effects are derived from a more precise model this further amplification may be omitted February 2013 EOTA TR 045 Design of metal anchors for use in concrete
39. stir cargas sismicas Tuber as e Para instalaciones de tuber as el principio b sico es que i las estrucutras soporte tienen que ser disenadas para que a Ss h al las cargas sismicas horizontales puedan ser absorbidas adicionalmente a las fuerzas gravitatorias Para absorber fuerzas horizontales las estructuras soporte de tuberias deben ser disenadas para ser suficientemente r gidas a la flexi n o disponer de abrazaderas que puedan transferir las fuerzas horizontales F en compresi n Debe tenerse en cuenta que las cargas horizontales pueden ser transversales o longitudinales en relaci n al eje de la tuber a Fuerzas s smicas horizontales F en la direcci n del eje de la tuber a Fuerzas s smicas horizontales F transversales al eje de la tuber a i a a E F f E pi y T E Y i H i 15 H j a E A TI i af ue p q i E y Eo 4 PY F Fijaci n est ndar para una sola fijaci n de tuber a zonas no Zonas s smicas Fijaci n con base y anclaje de seguridad HST s smicas M todo de sustentaci n Refuerzo axial a 45 y refuerzo transversal con varilla y MQ3D A Varillas roscadas R tula MQS AB Para la sujecci n de varilla roscada al material base R tula MQS AC Para la sujecci n de carriles al material base Angular MQS W Para la conexi n de dos carriles Puede ser instalado con carril MQ 41 MQ 72 MQ 41 D R tula MQS H Para conectar d
40. to be submitted for CEN enquiry This document should be withdrawn when a EN 1992 4 is published and b all ETAs referring to this Technical Report have reached the end of their validity period Once EN 1992 4 has been published no ETA should be issued with reference to this Technical Report in Clause 4 ofthe ETA This document has been written to represent current best practice However users should verify that applying its provisions allows local regulatory requirements to be satisfied 2 Scope 2 1 General This Technical Report provides a design method for anchors which are used to transmit seismic actions to concrete members This Technical Report is intended for safety relevant applications in which the failure of anchors will result in collapse or partial collapse of the structure cause risk to human life or lead to significant economic loss The provisions in this Technical Report do not apply to the design of anchors placed in critical regions of concrete elements where concrete spalling or yielding of reinforcement might occur during seismic events such as e g in plastic hinge zones Anchors should therefore be placed outside of these regions 2 2 Type of anchors anchor groups and number of anchors This design method applies to the design of post installed mechanical and bonded fasteners installed in concrete using approved anchors which fulfil the requirements of ETAG 001 7 including EOTA TR 018 8 Anchors shall be
41. tos Soportes de instalaciones mec nicas y el ctricas EJ Sistema de fachada ventilada y muro cortina El Sistemas de protecci n pasiva contra incencios sellado de juntas y pasos de instalaciones www hilti es Soluciones Hilti er ig W o o7 o o TS sismicas ad a rf ia TEE pore sy AS LS E y _ _ o MS o tanto para aplicaciones estructurales como no estructurales Costes de reparaci n resultantes de un terremoto ia Estructural No estructural gt Mobiliario y equipamientos Costes de reparaci n Oficinas Hotel Hospital medios en edificaci n Fuente Taghavi S y Miranda E Seismic Performance and Loss Assessment of Nonstructural Building Components Acta de la S ptima Conferencia Nacional de Ingenier a S smica Boston 2002 www hilti es 3 Nuevos indices de clasificacion para anclajes bajo cargas sismicas C1 y C2 Nuevo procedimiento europeo de ensayo para determinar la idoneidad sismica en fijaciones La calificacion sismica de anclajes ha sido regulada en Europa desde la publicacion del Anexo E de la ETAG 001 a principios del 2013 Los anclajes sujetos a este nuevo proceso de ensayo deben incorporar en su ETA todos los datos tecnicos de diseno sismico requeridos La idoneidad para cargas sismicas se Clasifica en Categoria s smica C1 similar al procedimiento de calificaci n estadounidense solo apto para aplicaciones no estructurales de acuerdo a
42. uente Instituto Geogr fico Nacional Mapa adaptado Proyecto de sismo Espana PM Fecha 27 05 2014 Anclajes con homologaci n s smica Localizaci n y tipo de Nivel de importancia de la edificaci n edificaci n Introduzca c digo postal 14940 Ciudad CABRA Zona s smica 2 Nivel de importancia de la edificaci n du ll Aplicacion Estructural Tipo de suelo l Categor a de anclaje c2 recomendado III Herramienta de sismo para fuerza de ventas en Espa a MKT E2 03 04 2014 Zonas s smicas seg n NSCE 02 C digos postales no encontrados no son aplicables Edificaciones de menor importancia para la seguridad p blica por ejemplo edificaciones agr colas etc Ejemplo cobertizos cuartos de aperos Edificaciones cuya resistencia s smica es de una importancia media en vista a las consecuencias derivadas del colapso de la misma Ejemplo residencial o edificaciones comerciales Edificaciones cuya resistencia s smica es de importancia en vista a las consecuencias derivadas del colapso de la misma por ejemplo colegios salones de actos instituciones culturales etc Edificaciones cuya integridad durante el terremoto es de vital importancia para la protecci n de civiles Ejemplo hospitales parques de bomberos centrales de energ a etc Anclaje Protecci n C1 C2 frente corrosi n M8 M20 M12 M16 HIT HY 200 A HIT Z Galvanizado inoxidable HST M10 M16 M12 M16 HUS H 8 1
43. under seismic action page 9 of 15 For the design of anchors according to design option b the following additional conditions shall be observed a The anchor shall have an ETA that includes a qualification for seismic performance category C2 b To ensure steel failure of the fastening condition b1 shall be satisfied for fastenings with one anchor in tension and condition b2 for groups with two and more tensioned anchors In addition for groups with two and more tensioned mechanical anchors condition b3 applies b1 For fastenings with one anchor in tension Equation 5 1 shall be satisfied Rk conc seis Rk 5 seis lt 0 7 5 1 Yo where Rksseis Characteristic seismic resistance for steel failure calculated according to Equation 5 8 Rk conc seis Minimum characteristic seismic resistance for all non steel failure modes pull out concrete cone combined pull out and concrete cone blowout and splitting failure calculated according to Equation 5 8 y2 partial safety factor for installation safety given in the relevant ETA b2 For anchor groups with two and more tensioned anchors Equation 5 2 shall be satisfied for the anchors loaded in tension Rk s seis lt 07 Rk conc seis 5 2 FSa FS T2 where Rk conc seis minimum characteristic seismic resistance for combined pull out and concrete cone only bonded anchors concrete cone blowout and splitting failure calculated according to Equation 5 8
44. zo de la ca da de presi n mm ca da de presi n deformaci n pl stica del sellado kN presi n absoluta inicial Pa Factores determinantes flexibilidad elasticidad adherencia estanqueidad da o en el paso de instalaci n seguridad de la instalaci n Resultado consideraciones de idoneidad o no de los productos contra incendios recomendaciones de instalaci n y dise o Agencia Federal de Gesti n de Emergencias USA C digo de protocolo provisional de ensayo para determinar las caracter sticas de rendimiento s smico en elementos estructurales y no estructurales FX SW Espuma intumescente Hilti CFS F FX al Sellador acr lico CFS S ACR Ta g Ladrillo intumescente Hilti CFS BL Abrazadera intumescente Hilti CFS S y CFS C P sr Ce a Sellador acr lico CFS S ACR Sellador proyectable para muro cortina CFS SP ACR Sellador el stico CFS S SIL Para aplicaciones en juntas y muros cortina www hilti es 25 Las estructuras soporte para fachada ventilada han sido ensayadas frente a sismo La fachada ventilada presenta riesgo de ca da en caso de terremoto La normativa francesa define un m todo de ensayo s smico para el sistema completo Un m todo de diseno basado en la normativa EN 1998 1 1 Eurocodigo 8 para elementos no estructurales est tambi n definido documento CSTB 3725 de enero 2013 Para mas informaci n por favor contactar con nuestro departamento de Ingenieria Descripci n de
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