{"id":23577,"date":"2016-08-22T16:29:27","date_gmt":"2016-08-22T14:29:27","guid":{"rendered":"https:\/\/www.geostru.eu\/ro\/?p=23577"},"modified":"2016-11-18T13:28:58","modified_gmt":"2016-11-18T11:28:58","slug":"structura-de-sprijin-din-pamant-armat-cu-geogrile","status":"publish","type":"post","link":"https:\/\/www.geostru.eu\/ro\/blog\/2016\/08\/22\/structura-de-sprijin-din-pamant-armat-cu-geogrile\/","title":{"rendered":"Structura de sprijin din pamant armat cu geogrile"},"content":{"rendered":"<h2 style=\"text-align: justify;\">Structura de sprijin din pamant armat cu geogrile pentru consolidarea drumului de acces la partia de schi si telegondola din municipiul Piatra Neamt<\/h2>\n<p style=\"text-align: justify;\">Prin conlucrarea a doua materiale cu proprietati diferite, unul natural (material granular necoeziv sau slab coeziv) si unul artificial (geosintetic), se formeaza conceptul de pamant armat, concept dezvoltat in ultimii 30 \u2013 35 de ani pe plan mondial si national. Aceste tipuri de structuri sunt considerate a fi de greutate, capabile sa suporte impingerile exercitate de masivul de pamant aflat in spatele lucrarii. Materialul de umplutura folosit trebuie sa fie capabil sa preia eforturile de compresiune si forfecare aparute, iar eforturile de intindere vor fi transmise armaturilor (materialelor geosintetice), prin frecare in zonele de contact dintre acestea. Punerea in opera a pamantului armat cu materiale geosintetice se realizeaza printr-o alternanta de straturi de pamant compactat si armatura.<\/p>\n<p style=\"text-align: justify;\">Introducerea geosinteticelor sub forma de armaturi pentru preluarea eforturilor de intindere a revo\u00adlutionat conceptul de pamant armat.<\/p>\n<p style=\"text-align: justify;\">Dezvoltarea lucrarilor de pamant armat prin folosirea materialelor geosintetice a dus la posibilitatea de realizare a unor structuri de sprijin abrupte, verticale, reabilitarea terenurilor alunecate, ramblee, diguri, imbunatatirea terenurilor de fundare.<\/p>\n<p style=\"text-align: justify;\">Pentru consolidarea masivelor afectate de fenomene de instabilitate se pot folosi diferite tipuri de armaturi (metalice, geosintetice, geogrile) sau diferite tipuri de parament (blocuri prefabricate din beton, structuri metalice, geogrile intoarse sau geosintetice), asociate cu materialul de umplutura [1].<\/p>\n<h3 style=\"text-align: justify;\"><strong>Studiu de caz<\/strong><\/h3>\n<p style=\"text-align: justify;\">Prezentul studiu de caz evidentiaza implementarea unei structuri de sprijin din pamant armat cu geogrile, pentru consolidarea unei portiuni de drum care face legatura intre orasul Piatra Neamt si partia de schi si telegondola situata pe platoul dealului Cozla [2].<\/p>\n<h3 style=\"text-align: justify;\"><strong>Amplasamentul<\/strong><\/h3>\n<p style=\"text-align: justify;\">Amplasamentul studiat este situ\u00adat in partea de nord a municipiului Piatra Neamt, pe dealul Cozla, reprezentand terminatia sudica a muntilor Stanisoara, cu o inaltime de 679,0 m, el permitand accesul catre Cercul Gospodinelor si la punctul de plecare al partiei de schi. In aceasta zona, drumul este atat in rambleu cat si in debleu, in functie de relieful versantului, ambele cu inaltimi variabile.<\/p>\n<p style=\"text-align: justify;\">Vegetatia forestiera este raspandita pe aproximativ 90% din supra\u00adfata versantului, formata din specii rezistente la seceta: pin, salcam, ulm, carpen, iar in subarboret: sanger, lemn cainesc, maces.<\/p>\n<p style=\"text-align: justify;\">Avand in vedere ca amplasamentul se gaseste in imediata vecinatate a terasei paraului Bistrita, terenul de fundare este alcatuit, pana la adancimi de 5 \u2013 6 m, dintr-un depozit aluvionar granular constituit din pietris cu bolovanis si nisip mare. Sub acest depozit aluvionar se ga\u00adsesc depozite paleogene, alcatuite din gresii si calcare, considerate fundamentul tehnic al zonei.<\/p>\n<p style=\"text-align: justify;\">Din punct de vedere tehnic, raionarea climatica a teritoriului national incadreaza municipiul Piatra Neamt in urmatoarele zone:<\/p>\n<ul style=\"text-align: justify;\">\n<li>presiunea de referinta a vantului, mediata pe 10 minute q<sub>ref<\/sub> = 0,5 kPa, conform NP 082-04 [8];<\/li>\n<li>valoarea caracteristica a incarcarii din zapada pe sol S<sub>0,k<\/sub> = 2,0 kN\/m2, conform CR 1-1-3-2005 [9].<\/li>\n<\/ul>\n<p style=\"text-align: justify;\">Conform reglementarii tehnice <em>\u201eCod de proiectare seismica <\/em>\u2013 Partea l \u2013 <em>Prevederi de proiectare pentru cladiri\u201c <\/em>indicativ P 100-1\/2006, zona\u00adrea valorii de varf a acceleratiei terenului pentru proiectare, in judetul Neamt, pentru evenimente seismice avand intervalul mediu de recurenta IMR = 100 ani, are valoarea a<sub>g<\/sub> = 0,20 g si perioada de control (colt) T<sub>c<\/sub> a spectrului de raspuns T<sub>c<\/sub> = 0,70 sec.<\/p>\n<p style=\"text-align: justify;\">Cantitatile ridicate de precipitatii din anumite perioade ale anului si suprafetele de teren cu pante de peste 30%, au produs de-a lungul timpului, pe amplasamentul descris, mai multe fenomene de alunecare, eroziune de adancime si eroziune de suprafata.<\/p>\n<p style=\"text-align: justify;\">De pilda, in perioada mai \u2013 iunie 2010, din cauza precipitatiilor abundente si a colmatarii rigolelor drumului, apa s-a infiltrat in fisurile si microfisurile deluviului, acesta s-a inmuiat si a declansat alunecari care puneau in pericol desfasurarea, in conditii de siguranta, a traficului pe drumul de acces catre telegondola si partia de schi.<\/p>\n<p style=\"text-align: justify;\">Alunecarea avea lungimea de aproximativ 60 m, latimea de 23 m -28 m si o diferenta de nivel de 26 m. Dupa producerea alunecarii, in partea dreapta a drumului au fost depozitate resturi de materiale de constructii si umpluturi din excava\u00adtiile altor lucrari, avand un efect ne\u00adgativ prin incarcarea versantului.<\/p>\n<p style=\"text-align: justify;\">Prin alunecarile si surparile de teren care au avut loc, se punea in pericol circulatia pe sectorul de drum analizat, iar eroziunea produsa inra\u00adutatea conditia de instalare si dezvoltare a vegetatiei forestiere protec\u00adtoare.<\/p>\n<h3 style=\"text-align: justify;\"><strong>Investigatii geotehnice<\/strong><\/h3>\n<p style=\"text-align: justify;\">Pentru precizarea conditiilor geo\u00adtehnice, in zona alunecarii de teren au fost executate urmatoarele lucrari de prospectare [3]:<\/p>\n<ul style=\"text-align: justify;\">\n<li>un foraj geotehnic, notat cu F03, pana la adancimea de 12,00 m \u2013 executat la baza alunecarii;<\/li>\n<li>un foraj geotehnic, notat cu F04, pana la adancimea de 7,00 m \u2013 executat in zona drumului;<\/li>\n<li>9 penetrari dinamice, notate cu PD13-PD21, pana la adancimea de 4,00 m.<\/li>\n<\/ul>\n<p style=\"text-align: justify;\">Corelarea celor doua foraje geo\u00adtehnice a scos in evidenta existenta unei alunecari mai vechi, in masa careia s-a produs alunecarea actuala, prin determinarea planului de alunecare la adancimea de cca. 3.50 m in interiorul masivului, in masa deluviului.<\/p>\n<p style=\"text-align: justify;\">Litologia terenului, conform forajelor geotehnice, a fost urmatoarea:<\/p>\n<p style=\"text-align: justify;\"><em>Forajul F03:<\/em><\/p>\n<ul style=\"text-align: justify;\">\n<li>0,00 \u2013 1,20 m \u2013 sol vegetal;<\/li>\n<li>1,20 \u2013 2,40 m \u2013 argila prafoasa cafeniu \u2013 galbuie;<\/li>\n<li>2,40 \u2013 3,60 m \u2013 praf argilos galben \u2013 cafeniu;<\/li>\n<li>3,60 \u2013 3,90 m \u2013 sol vegetal fosil;<\/li>\n<li>3,90 \u2013 4,70 m \u2013 argila prafoasa galben \u2013 cafenie cu zone vinetii;<\/li>\n<li>4,70 \u2013 6,20 m \u2013 argila galbena cu zone vinetii;<\/li>\n<li>6,20 \u2013 7,30 m \u2013 praf nisipos argilos galbui cu zone vinetii;<\/li>\n<li>7,30 \u2013 8,50 m \u2013 praf argilos galben \u2013 cafeniu cu zone ruginii;<\/li>\n<li>8,50 \u2013 9,80 m \u2013 praf nisipos argilos galbui cu zone ruginii;<\/li>\n<li>9,80 \u2013 11,70 m \u2013 praf argilos galbui cu zone cenusii cu fragmente de gresie;<\/li>\n<li>11,70 \u2013 12,00 m \u2013 eluviu (argila marnoasa cenusie cu eflorescente de sulfati).<\/li>\n<\/ul>\n<p style=\"text-align: justify;\"><em>Forajul F04:<\/em><\/p>\n<ul style=\"text-align: justify;\">\n<li>0,00 \u2013 2,50 m \u2013 deluviu (argila cenusie galbuie cu zone ruginii, fragmente si blocuri de marnocalcar si gresie);<\/li>\n<li>2,50 \u2013 3,40 m \u2013 deluviu (argila marnoasa bituminoasa cenusie);<\/li>\n<li>3,40 \u2013 5,60 m \u2013 deluviu (argila marnoasa cenusie cu fragmente de marnocalcar si eflorescente de sulfati);<\/li>\n<li>5,60 \u2013 7,00 m \u2013 eluviu (argila mar\u00adnoasa cenusie cu eflorescente de sulfati).<\/li>\n<\/ul>\n<p style=\"text-align: justify;\">In forajul F03 a fost interceptat la adancimea de 7,60 m un acvifer freatic, a carui grosime era de apro\u00adximativ 4,10 m. In forajul F04, executat in partea de amonte a alunecarii de teren, nu a fost intalnit niciun acvifer freatic.<\/p>\n<p style=\"text-align: justify;\">In forajul F03, prin interceptarea solului fosil la adancimea de 3,60 m \u2013 3,90 m si din observatiile pe zona din amonte de alunecare, s-a pus in evidenta existenta unei alunecari mai vechi, in masa careia s-a produs alunecarea actuala.<\/p>\n<h3><strong>Solutia de consolidare proiectata<\/strong><\/h3>\n<p style=\"text-align: justify;\">Pentru punerea in siguranta a traficului si asigurarea stabilitatii caii de acces catre partia de schi si telegondola, a fost proiectata, ca solutie de consolidare, o structura de sprijin din pamant armat cu geogrile. In continu\u00adarea structurii de sprijin catre baza alunecarii au fost proiectate inca patru banchete din pamant armat cu geogrile, cu latime variabila [2].<\/p>\n<p style=\"text-align: justify;\">Dimensiunile structurii de sprijin si tipul geogrilei au fost determinate printr-un calcul manual, conform normativelor in vigoare si cu ajutorul programului de calcul <a href=\"https:\/\/www.geostru.eu\/ro\/shop\/geotehnica-si-geologie\/stabilitatea-taluzurilor-slope\/\">GEOSTRU, modul MRE<\/a>.<\/p>\n<p style=\"text-align: justify;\">&#8230;.\u00a0Articolul complet: <a href=\"http:\/\/www.revistaconstructiilor.eu\/index.php\/2016\/07\/01\/structura-de-sprijin-din-pamant-armat-cu-geogrile-pentru-consolidarea-drumului-de-acces-la-partia-de-schi-si-telegondola-din-municipiul-piatra-neamt\/#.V7sI0luLRhE\">Revista Constructiilor\u00a0<\/a><\/p>\n<h3 style=\"text-align: justify;\"><strong>BIBLIOGRAFIE<\/strong><\/h3>\n<ol style=\"text-align: justify;\">\n<li>Irina Lungu, Stanciu A., Boti N., <em>Probleme Speciale de Geotehnica si Fundatii. <\/em>Editura Junimea, Iasi (2002);<\/li>\n<li>SC PROEXROM SRL IASI \u2013 <em>Proiect tehnic nr.660\/Oct.2011 \u2013 Consolidare drum acces telegondola pozitia Poiana Tapului. <\/em>Octombrie 2011;<\/li>\n<li>SC ALCRO TRADE SRL PIATRA NEAMT \u2013 <em>Studiu Geotehnic \u2013 Dezvoltarea infrastructurii turistice pe masivul Cozla, Municipiul Piatra Neamt, Judetul Neamt \u2013 Alunecari de teren pe drumul de acces spre varful masivului Cozla \u2013 Etapa I, <\/em>August 2011;<\/li>\n<li>Eurocod 7: <em>Proiectarea geo\u00adtehnica. <\/em>Partea l, SREN 1997:1 -2004;<\/li>\n<li><em>Bazele proiectarii structurilor, <\/em>SREN 1990:2004;<\/li>\n<li><em>Ghid privind proiectarea structurilor de pamant armat cu materiale geosintetice si metalice, <\/em>GP 093 \u2013 06;<\/li>\n<li><em>Ghid pentru proiectarea lucrarilor ce inglobeaza materiale geosintetice,<\/em>P134 \u2013 95;<\/li>\n<li>Cod de proiectare. <em>Bazele proiectarii si actiuni asupra constructiilor. Actiunea vantului, <\/em>NP 082-04;<\/li>\n<li>CR 1-1-3-2005 \u2013 <em>Cod de proiectare. Evaluarea actiunii zape\u00adzii asupra constructiilor.<\/em><em>\u00a0<\/em><\/li>\n<\/ol>\n<p style=\"text-align: justify;\"><strong>Autori:<\/strong><br \/>\n<strong>ing. Razvan Chirila,<\/strong><br \/>\n<strong>ing. Dan Carastoian,<\/strong><br \/>\n<strong>ing. Silviu Prisecariu <\/strong><br \/>\n<strong>prof. univ. dr. ing. Nicolae Botu \u2013 Universitatea Tehnica \u201eGheorghe Asachi\u201c Iasi, Facultatea de Constructii si Instalatii, Departamentul de Cai de Comunicatii si Fundatii<\/strong><\/p>\n<p style=\"text-align: justify;\"><strong><em><a href=\"http:\/\/issuu.com\/revistaconstructiilor\/docs\/rc_nr_127_iulie_2016\" target=\"_blank\">\u2026citeste articolul integral in Revista Constructiilor nr. 127 \u2013 iulie 2016, pag. 26<\/a><\/em><\/strong><\/p>\n<p>&nbsp;<\/p>\n","protected":false},"excerpt":{"rendered":"<p>Structura de sprijin din pamant armat cu geogrile pentru consolidarea drumului de acces la partia de schi si telegondola din municipiul Piatra Neamt Prin conlucrarea a doua materiale cu proprietati diferite, unul natural (material granular necoeziv sau slab coeziv) si unul artificial (geosintetic), se formeaza conceptul de pamant armat, concept dezvoltat in ultimii 30 \u2013&hellip;<\/p>\n","protected":false},"author":216,"featured_media":23578,"comment_status":"closed","ping_status":"closed","sticky":false,"template":"","format":"standard","meta":{"footnotes":""},"categories":[592,591,589,80],"tags":[636],"class_list":["post-23577","post","type-post","status-publish","format-standard","has-post-thumbnail","hentry","category-articole-geotehnic","category-articole-pentru-geologie","category-inginerie-civila","category-publicatii","tag-structura-de-sprijin-din-pamant-armat-cu-geogrile","category-592","category-591","category-589","category-80","description-off"],"yoast_head":"<!-- This site is optimized with the Yoast SEO Premium plugin v25.0 (Yoast SEO v25.0) - 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