{"id":2198,"date":"2026-04-27T12:22:00","date_gmt":"2026-04-27T12:22:00","guid":{"rendered":"https:\/\/protasoftware.com\/fr\/wiki\/interpretations-des-zones-rigides\/"},"modified":"2026-04-27T12:22:00","modified_gmt":"2026-04-27T12:22:00","slug":"interpretations-des-zones-rigides","status":"publish","type":"wiki","link":"https:\/\/protasoftware.com\/fr\/support\/manuels-techniques\/interpretations-des-zones-rigides\/","title":{"rendered":"Interpr\u00e9tations des zones rigides"},"content":{"rendered":"
Pour tenir compte des fissures du b\u00e9ton qui peuvent se former aux intersections, les zones rigides peuvent \u00eatre r\u00e9duites d’une certaine quantit\u00e9 afin de calculer des effets plus r\u00e9alistes. Voici comment ProtaStructure interpr\u00e8te les zones rigides aux intersections d’\u00e9l\u00e9ments :<\/span><\/span><\/div>\n

Aucune zone rigide (0 %) <\/span><\/span><\/span><\/h2>\n
Lorsque l’option sans zone rigide est demand\u00e9e, tous les programmes d’analyse calculent et renvoient les r\u00e9sultats aux n\u0153uds des extr\u00e9mit\u00e9s des \u00e9l\u00e9ments. Les efforts d’appui maximaux sont g\u00e9n\u00e9ralement renvoy\u00e9s.<\/span><\/div>\n

La longueur efficace de l’\u00e9l\u00e9ment est consid\u00e9r\u00e9e \u00e9gale \u00e0 la longueur totale.<\/span><\/span><\/p>\n

Zones rigides compl\u00e8tes (100 %) <\/b><\/span><\/span><\/span><\/span><\/span><\/h2>\n
Lorsque l’option zones rigides compl\u00e8tes est demand\u00e9e, tous les programmes d’analyse calculent toujours les r\u00e9sultats aux n\u0153uds des extr\u00e9mit\u00e9s des \u00e9l\u00e9ments, mais les efforts et moments renvoy\u00e9s sont ceux transform\u00e9s aux extr\u00e9mit\u00e9s des zones rigides (faces des \u00e9l\u00e9ments).<\/span><\/div>\n

La longueur efficace de l’\u00e9l\u00e9ment est consid\u00e9r\u00e9e comme suit, et la raideur de l’\u00e9l\u00e9ment est calcul\u00e9e \u00e0 partir de cette longueur :<\/span><\/span><\/p>\n

Leff = L \u2013 (Rzi + RZj)<\/b><\/span><\/span> <\/b><\/span><\/p>\n

Zones rigides r\u00e9duites (de 25 % et 50 %) <\/b><\/span><\/span><\/span><\/span><\/span><\/h2>\n
Lorsque l’option zones rigides compl\u00e8tes est demand\u00e9e, tous les programmes d’analyse calculent toujours les r\u00e9sultats aux n\u0153uds des extr\u00e9mit\u00e9s des \u00e9l\u00e9ments, mais les efforts et moments renvoy\u00e9s sont ceux transform\u00e9s aux extr\u00e9mit\u00e9s des zones rigides (faces des \u00e9l\u00e9ments).<\/span><\/div>\n

La longueur efficace de l’\u00e9l\u00e9ment est consid\u00e9r\u00e9e comme suit, et la raideur de l’\u00e9l\u00e9ment est calcul\u00e9e \u00e0 partir de cette longueur :<\/span><\/span><\/p>\n

Leff = L \u2013 (RZ<\/span><\/span>i<\/span><\/span><\/span> + RZ<\/span><\/span>j<\/span><\/span><\/span>)x(1 \u2013 RZ<\/span><\/span>Red<\/span><\/span><\/span>)<\/span><\/span><\/p>\n

Ici, RzRed est le facteur de r\u00e9duction de zone rigide (ProtaStructure utilise 0,25 et 0,5)<\/span><\/span><\/p>\n

Un facteur de r\u00e9duction est appliqu\u00e9. Les r\u00e9sultats restent toutefois renvoy\u00e9s \u00e0 la face de l’\u00e9l\u00e9ment.<\/span><\/span><\/p>\n

Exemple de v\u00e9rification<\/span><\/span><\/b><\/h2>\n
Les calculs sont test\u00e9s sur un mod\u00e8le de portique avec des poteaux de 1000×250 aux deux extr\u00e9mit\u00e9s d’une poutre de 250×500 mm. Tous les r\u00e9sultats sont v\u00e9rifi\u00e9s \u00e0 l’aide du programme d’analyse g\u00e9n\u00e9raliste SAP2000.<\/span><\/span><\/div>\n

Comme le montrent les figures ci-dessous, les r\u00e9sultats sont g\u00e9n\u00e9ralement plus \u00e9conomiques lorsque les zones rigides sont activ\u00e9es, selon leur taille. La r\u00e9duction des zones rigides ne donne pas n\u00e9cessairement des efforts et moments interm\u00e9diaires entre les cas sans zone rigide et avec zone rigide compl\u00e8te.<\/span><\/span>
<\/span><\/p>\n

ProtaStructure utilise les m\u00eames algorithmes que la plupart des programmes d’analyse reconnus. Dans cet exemple, les r\u00e9sultats obtenus pour les zones rigides r\u00e9duites correspondent exactement \u00e0 ceux de SAP2000, comme le montrent les figures ci-dessous.<\/span><\/span><\/p>\n

<\/p>\n

                                     <\/span><\/p>\n

 <\/span><\/p>\n

 <\/span> <\/span><\/p>\n

<\/div>\n","protected":false},"excerpt":{"rendered":"

Pour tenir compte des fissures du b\u00e9ton qui peuvent se former aux intersections, les zones rigides peuvent \u00eatre r\u00e9duites d’une certaine quantit\u00e9 afin de calculer…<\/p>\n","protected":false},"author":1,"featured_media":0,"parent":0,"menu_order":0,"template":"","meta":{"_whitepaper_youtube_videos":"","_whitepaper_youtube_url":"","_whitepaper_youtube_thumbnail":"","footnotes":""},"categories":[32],"whitepaper_topic":[],"whitepaper_product":[],"whitepaper_type":[],"class_list":["post-2198","wiki","type-wiki","status-publish","hentry","category-building-analysis"],"yoast_head":"\nInterpr\u00e9tations des zones rigides<\/title>\n<meta name=\"description\" content=\"Cet article explique les interpr\u00e9tations des zones rigides aux n\u0153uds poutre-poteau dans ProtaStructure et leur influence sur le calcul en b\u00e9ton arm\u00e9.\" \/>\n<meta name=\"robots\" content=\"index, follow, max-snippet:-1, max-image-preview:large, max-video-preview:-1\" \/>\n<link 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