{"id":26313,"date":"2016-12-16T00:21:29","date_gmt":"2016-12-15T22:21:29","guid":{"rendered":"https:\/\/www.geostru.eu\/ro\/capacita-portante-pali-fondazione-prove-pressiometriche-methode-fascicule-62\/"},"modified":"2017-06-02T17:55:26","modified_gmt":"2017-06-02T15:55:26","slug":"capacita-portante-pali-fondazione-prove-pressiometriche-methode-fascicule-62","status":"publish","type":"post","link":"https:\/\/www.geostru.eu\/ro\/blog\/2016\/12\/16\/capacita-portante-pali-fondazione-prove-pressiometriche-methode-fascicule-62\/","title":{"rendered":"Pressuremeter testing and foundation design. M\u00e9thode fascicule 62"},"content":{"rendered":"<h3><\/h3>\n<p><strong>1. Charge limite d\u2019un \u00e9l\u00e9ment de fondation Q<sub>u<\/sub><\/strong><\/p>\n<p style=\"text-align: center;\">Q<sub>u<\/sub> = Q<sub>pu<\/sub> + Q<sub>su<\/sub><\/p>\n<p><strong><em>1.1 Effort mobilisable sous la pointe Q<sub>pu<\/sub> <\/em><\/strong><\/p>\n<p style=\"text-align: center;\">Q<sub>pu<\/sub>= A<strong>\u00b7<\/strong>q<sub>u<\/sub> ou\u00a0 Q<sub>pu<\/sub>=\u03c1<sub>p<\/sub> <strong>\u00b7<\/strong>A<strong>\u00b7<\/strong>q<sub>u<\/sub><\/p>\n<p>&#8211; <strong>A<\/strong> : section de la pointe<br \/>\n&#8211; <strong>\u03c1<sub>p<\/sub><\/strong> : coefficient r\u00e9ducteur (cas de pieux ouverts, H, palplanches)<br \/>\n&#8211; <strong>q<sub>u<\/sub><\/strong> : contrainte de rupture :<\/p>\n<p style=\"text-align: center;\">q<sub>u<\/sub>=k<sub>p<\/sub><strong>\u00b7<\/strong> P<sub>le<\/sub>*<\/p>\n<p style=\"text-align: center;\"><img loading=\"lazy\" decoding=\"async\" class=\"alignnone wp-image-26259 size-full\" src=\"https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/PRESSIOMETRO_con_testo.png\" alt=\"pressiometro_con_testo\" width=\"718\" height=\"618\" srcset=\"https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/PRESSIOMETRO_con_testo.png 718w, https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/PRESSIOMETRO_con_testo-500x430.png 500w, https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/PRESSIOMETRO_con_testo-300x258.png 300w\" sizes=\"(max-width: 718px) 100vw, 718px\" \/><\/p>\n<p style=\"text-align: center;\"><em>Fig 2. Sch\u00e9ma de calcul de la pression limite nette \u00e9quivalente<\/em><\/p>\n<p>&#8211; <strong>P<sub>le<\/sub><\/strong>* : pression limite nette \u00e9quivalente<\/p>\n<p><img loading=\"lazy\" decoding=\"async\" class=\"size-full wp-image-26247 aligncenter\" src=\"https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/pression_limite_nette_equi.png\" alt=\"pression_limite_nette_equi\" width=\"228\" height=\"86\" \/><\/p>\n<p>&#8211; <strong>b<\/strong> = min(a,h)<br \/>\n&#8211;<strong> a <\/strong>: pris \u00e9gal \u00e0 la moiti\u00e9 de la largeur B de l\u2019\u00e9l\u00e9ment de fondation si celle-ci est sup\u00e9rieure \u00e0 1,00 m et \u00e0 0,50 \u00a0m dans le cas contraire.<br \/>\n&#8211; <strong>h<\/strong> : d\u00e9signe la hauteur de l\u2019\u00e9l\u00e9ment de fondation contenue <strong>dans la formation porteuse<\/strong>.<br \/>\n&#8211; <strong>P<sub>l<\/sub>*(z)<\/strong> est obtenue en joignant des segments de droite sur une \u00e9chelle lin\u00e9aire les diff\u00e9rents p<sub>l<\/sub>* mesur\u00e9es<br \/>\n&#8211; <strong>k<sub>p<\/sub><\/strong> : facteur de portance donn\u00e9e en fonction de la cat\u00e9gorie de sol et du type de pieu lorsque la profondeur d\u2019encastrement \u00e9quivalente<br \/>\nD<sub>e<\/sub> est sup\u00e9rieure \u00e0 la profondeur critique D<sub>c<\/sub> (D<sub>e <\/sub>\u2265\u00a0D<sub>c <\/sub>, soit D<sub>e<\/sub> \u2265 5 B)<\/p>\n<p><img loading=\"lazy\" decoding=\"async\" class=\"wp-image-26219 size-full aligncenter\" src=\"https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/Cat\u00e9gories_conventionnelles_des_sols.png\" alt=\"categories_conventionnelles_des_sols\" width=\"595\" height=\"343\" srcset=\"https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/Cat\u00e9gories_conventionnelles_des_sols.png 595w, https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/Cat\u00e9gories_conventionnelles_des_sols-500x288.png 500w, https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/Cat\u00e9gories_conventionnelles_des_sols-300x173.png 300w\" sizes=\"(max-width: 595px) 100vw, 595px\" \/><img loading=\"lazy\" decoding=\"async\" class=\"wp-image-26227 size-full aligncenter\" src=\"https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/Facteur_kp.png\" alt=\"facteur_kp\" width=\"677\" height=\"306\" srcset=\"https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/Facteur_kp.png 677w, https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/Facteur_kp-500x226.png 500w, https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/Facteur_kp-300x136.png 300w\" sizes=\"(max-width: 677px) 100vw, 677px\" \/><\/p>\n<p>&#8211; <strong>D<sub>e<\/sub><\/strong> : hauteur d\u2019encastrement \u00e9quivalente<\/p>\n<p style=\"text-align: center;\"><strong><em><img loading=\"lazy\" decoding=\"async\" class=\"alignnone wp-image-26243 size-full\" src=\"https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/hauteur_encastrement_equi.png\" alt=\"hauteur_encastrement_equi\" width=\"191\" height=\"73\" srcset=\"https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/hauteur_encastrement_equi.png 191w, https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/hauteur_encastrement_equi-120x46.png 120w\" sizes=\"(max-width: 191px) 100vw, 191px\" \/>\u00a0<\/em><\/strong><\/p>\n<p style=\"text-align: left;\"><strong><em>1.2 Effort limite mobilisable par frottement lat\u00e9ral Qsu<\/em><\/strong><\/p>\n<p style=\"text-align: left;\"><img loading=\"lazy\" decoding=\"async\" class=\"wp-image-26239 size-full aligncenter\" src=\"https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/effort_limite_mobilisable.png\" alt=\"effort_limite_mobilisable\" width=\"343\" height=\"90\" srcset=\"https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/effort_limite_mobilisable.png 343w, https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/effort_limite_mobilisable-300x79.png 300w\" sizes=\"(max-width: 343px) 100vw, 343px\" \/><\/p>\n<p style=\"text-align: left;\"><em><img loading=\"lazy\" decoding=\"async\" class=\"wp-image-26223 size-full aligncenter\" src=\"https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/Choix_des_abaques_pour_la_d\u00e9termination_de_qs_et_courbes.png\" alt=\"choix_des_abaques_pour_la_determination_de_qs_et_courbes\" width=\"666\" height=\"465\" srcset=\"https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/Choix_des_abaques_pour_la_d\u00e9termination_de_qs_et_courbes.png 666w, https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/Choix_des_abaques_pour_la_d\u00e9termination_de_qs_et_courbes-500x349.png 500w, https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/Choix_des_abaques_pour_la_d\u00e9termination_de_qs_et_courbes-300x209.png 300w\" sizes=\"(max-width: 666px) 100vw, 666px\" \/>(1)\u00a0 R\u00e9al\u00e9sage et rainurage en fin de forage<br \/>\n<\/em><em>(2) Pieux de grande longueur (sup\u00e9rieure \u00e0 30 m)<br \/>\n<\/em><em>(3) Forage \u00e0 sec, tube non louvoy\u00e9<br \/>\n<\/em><em>(4) Dans le cas des craies, le frottement lat\u00e9ral peut \u00eatre tr\u00e8s faible pour certains type de pieux. Il convient d\u2019effectuer une \u00e9tude sp\u00e9cifique<br \/>\n<\/em><em>(5) Sans tubage, ni virole fonc\u00e9s perdues ( paroi rugueuse)<br \/>\n<\/em><em>(6) Injection s\u00e9lective et r\u00e9p\u00e9titive \u00e0 faible d\u00e9bit<br \/>\n<\/em><em>(7) Injection s\u00e9lective et\u00a0 r\u00e9p\u00e9titive \u00e0 faible d\u00e9bit et traitement pr\u00e9alable des massifs fissur\u00e9s ou fractur\u00e9s avec obturation des cavit\u00e9s<\/em><\/p>\n<p style=\"text-align: left;\">&#8211; <strong>P<\/strong> : p\u00e9rim\u00e8tre de l\u2019\u00e9l\u00e9ment de fondation<br \/>\n&#8211; <strong>q<sub>s<\/sub> (z)<\/strong> : frottement lat\u00e9ral unitaire limite \u00e0 la cote z<br \/>\n&#8211; <strong>\u03c1<\/strong><strong><sub>s<\/sub><\/strong> : coefficient r\u00e9ducteur (cas de palplanches)<\/p>\n<ul style=\"text-align: left;\">\n<li>Courbes Q1 \u00e0 Q4 (n d\u00e9signant le num\u00e9ro de la courbe)<\/li>\n<\/ul>\n<p>&#8211; si (P<sub>l<\/sub>\/P<sub>n<\/sub>)\u00a0\u22641 : q<sub>s<\/sub>=q<sub>sn<\/sub>\u00b7(2-P<sub>l<\/sub>\/P<sub>n<\/sub>) si non q<sub>s<\/sub>=q<sub>sn<\/sub><\/p>\n<p>avec<\/p>\n<p>-q<sub>sn<\/sub>=0.04\u00a0\u00b7n (MPA) et P<sub>n<\/sub>=(1+0.5\u00a0\u00b7n)\u00a0(MPA)<\/p>\n<p>Ces courbes \u00e9tant born\u00e9es sup\u00e9rieurement par la courbe Q5.<\/p>\n<ul style=\"text-align: left;\">\n<li>Courbes Q5 \u00e0 Q7<\/li>\n<\/ul>\n<p>-Q5: q<sub>s<\/sub>=min((p<sub>l<\/sub>-0.2)\/9; (p<sub>l<\/sub>+3.3)\/32) pour p<sub>l<\/sub>\u2265 0.2 MPa<\/p>\n<p>-Q6: q<sub>s<\/sub>=min((p<sub>l<\/sub>+0.2)\/10; (p<sub>l<\/sub>+4.0)\/30) (en g\u00e9n\u00e9ral p<sub>l<\/sub>\u2265 1.0\u00a0MPa)<\/p>\n<p>-Q7: q<sub>s<\/sub>=(p<sub>l<\/sub>+0.4)\/10 (en g\u00e9n\u00e9ral p<sub>l<\/sub>\u2265 2.5\u00a0MPa)<\/p>\n<p><strong><em>2.Charge de fluage Q<sub>c<\/sub><\/em><\/strong><\/p>\n<p><strong><em>Mise en \u0153uvre sans refoulement<br \/>\n<\/em><\/strong>Q<sub>c<\/sub>= 0,5<strong>\u00b7<\/strong>Q<sub>pu<\/sub> + 0,7<strong>\u00b7<\/strong>Q<sub>su<\/sub><\/p>\n<p><strong><em>Mise en \u0153uvre avec refoulement<br \/>\n<\/em><\/strong>Q<sub>c<\/sub>= 0,7<strong>\u00b7<\/strong>Q<sub>pu<\/sub> + 0,7<strong>\u00b7<\/strong>Q<sub>su<\/sub><\/p>\n<p style=\"text-align: left;\"><strong><em>3<\/em><\/strong><strong style=\"text-align: left;\"><em>.Etats limites de mobilisation du sol<\/em><\/strong><\/p>\n<p style=\"text-align: left;\"><strong>E.L.U<br \/>\n<\/strong>C. fondamentale: Q<sub>u <\/sub>\/1.40<br \/>\nC. accidentelles: Q<sub>u <\/sub>\/1.20<\/p>\n<p style=\"text-align: left;\"><strong>E.L.S<br \/>\n<\/strong>C. rares: Q<sub>c <\/sub>\/1.10<br \/>\nC. quasi &#8211; permanentes: Q<sub>c <\/sub>\/1.40<\/p>\n<h2><a href=\"https:\/\/www.geostru.eu\/ro\/shop\/software-ro\/structuri\/piloti-si-micropiloti\/\">Pali e micropali di fondazione \u2013 MP<\/a><\/h2>\n<p>Pali e micropali di fondazione MP \u00e8 un software per il calcolo della capacit\u00e0 portante del terreno di fondazione per un palo o un micropalo caricato da una qualsiasi distribuzione di carichi (momento, sforzo normale e taglio); esegue inoltre il calcolo strutturale dimensionandone l\u2019armatura longitudinale e la staffatura. Calcolo portanza con formule statiche e dinamiche anche per pali ad elica. Cedimenti con Fleming 1992, Poulos e Davis 1968. Carico critico ad instabilit\u00e0. Portanza pali di gruppo. Computo materiali.<\/p>\n<p><a href=\"https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/Normativa-F62-V_2012-05-30.rar\">Reference<\/a><br \/>\n<a href=\"https:\/\/www.geostru.eu\/wp-content\/uploads\/2016\/12\/Normativa-F62-V_2012-05-30.rar\">R\u00e8gles techniques de conception et de calcul des fondations des ouvrages de g\u00e9nie civil. Fascicule n\u00b0 -Titre V<\/a><\/p>\n<p style=\"text-align: left;\"><strong><em>\u00a0<\/em><\/strong><\/p>\n","protected":false},"excerpt":{"rendered":"<p>1. Charge limite d\u2019un \u00e9l\u00e9ment de fondation Qu Qu = Qpu + Qsu 1.1 Effort mobilisable sous la pointe Qpu Qpu= A\u00b7qu ou\u00a0 Qpu=\u03c1p \u00b7A\u00b7qu &#8211; A : section de la pointe &#8211; \u03c1p : coefficient r\u00e9ducteur (cas de pieux ouverts, H, palplanches) &#8211; qu : contrainte de rupture : qu=kp\u00b7 Ple* Fig 2. Sch\u00e9ma&hellip;<\/p>\n","protected":false},"author":216,"featured_media":26262,"comment_status":"closed","ping_status":"closed","sticky":false,"template":"","format":"standard","meta":{"footnotes":""},"categories":[592,591],"tags":[669,670],"class_list":["post-26313","post","type-post","status-publish","format-standard","has-post-thumbnail","hentry","category-articole-geotehnic","category-articole-pentru-geologie","tag-methode-fascicule-62-ro","tag-pressiometriche-ro","category-592","category-591","description-off"],"yoast_head":"<!-- This site is optimized with the Yoast SEO Premium plugin v25.0 (Yoast SEO v25.0) - https:\/\/yoast.com\/wordpress\/plugins\/seo\/ -->\n<title>Capacit\u00e0 portante pali fondazione prove pressiometriche. M\u00e9thode fascicule 62<\/title>\n<meta name=\"description\" content=\"Capacit\u00e0 portante pali fondazione prove pressiometriche. 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