Geotecnical Engineering

El siguiente proyecto está basado en un trabajo de campo de carácter descriptivo, donde se plantea realizar un inventario cartográfico semidetallado de movimientos masa en los sectores Mesa de Aura, Paramo El Zumbador, Queniquea, del estado Táchira. El estudio se realiza con la finalidad de presentar un inventario cartográfico semidetallado de los movimientos ocurridos en esa zona y así mismo, sintetizar los rasgos característicos de la geología, geomorfología y geotecnia de los movimientos en masa que se dan en la corteza terrestre y en la interface de este levantamiento tectónico. En la hoja cartográfica 5739 I NE. El trabajo se efectuó mediante levantamiento geológico de campo, identificación y descripción de la litología, mediante medición de espesores, cálculo de rumbo y buzamiento y georreferenciación de los datos adquiridos en el área de trabajo. Con el fin de presentar un mapa semidetallado de los movimientos en masa hallados en la Región Andina.

In this study, the foundation systems of a structure on different soil profiles and different groundwater levels are modeled and analyzed. Several difficulties encounter during the basic design and application phases. In particular, the high groundwater level, the load on the soil under the load-bearing capacity, settlement, liquefaction causes many problems such as emergence. Within this study's scope, foundation systems based on six different soil profiles with a high groundwater level were modeled with the Plaxis 2D program for raft foundation and piled raft foundation. As a result of the analysis, it was seen that groundwater level, the soil characteristics, and the conditions are significant in the soil-foundation interaction in both static and earthquake situations.

У першій частині навчального посібника наведені дані про техніку та
технологію випробування водозабірних свердловин для оцінки їх с тану перед
проведенням ремонтних робіт. Розглянуто методи механічного, гідравлічного
очищення фільтрів; імпульсного, реагентного, віброреагентного та імпульсно-
реагентного відновлення дебіту свердловин.
В другій частини посібника наведені дані про обладнання та інструмент
експлуатаційних свердловин на нафту і газ які використовуються при
поточному і капітальному ремонтах. Викладені технологія проведення
ремонтних робіт і робіт по підвищенню нафтовіддачі пластів.
Третя частина присвячена особливостям ремонту геотехнологічних
свердловин та обладнанню яке при цьому використовується.
В четвертій частині наведені приклади рішення задач по розрахунку
основних технологічних параметрів ремонтних робіт.
Навчальний посібник призначений для студентів вищих навчальних
закладів напряму підготовки “Гірництво” спеціальності “Буріння”, може
представляти інтерес для спеціалістів геологорозвідувальних і
нафтовидобувних організацій.

Composite materials have been used for over 20 years as temporary reinforcement in concrete structures, since the first GFRP soft-eye in Bangkok metro (1996). However, FRP rebars are only exposed to loads limited to 20% of their ultimate strength, as per ACI440 design guidelines. The concern behind this limitation is creep – also identified as ‘static fatigue’ – that occurs in all material, metallic or composite. Creep-Rupture behavior of FRP material as predictive models are available to design post-tensioned anchors in carbon-FRP (CFRP) and even glass-FRP (GFRP) according to their expected service-life. In the case of Doha metro, both systems have been used based on a conservative expected service-life of 10 years.

Site investigation is essential prior to all construction activities of engineering structures for determining the suitability of the site for the construction of the proposed structure. The results from the site investigation gives us the information about the soil profile and the ground water table condition at the site. Various in-situ tests are carried out like Standard Penetration Test (SPT), Electrical Resistivity Technique (ERT), Vane Shear Test (VST), Plate Load Test (PLT), Pile Load Test, Flat Plate Dilatometer Test, Packer Test, Cone Penetration Test (CPT) and many others during the site exploration. The data and results obtained from these tests are essential in identifying the soil type, analyzing and the strength and deformation properties and parameters of soil as well as the ground water condition of the site. This paper intends to summarize the processes and various corrections that are involved in Standard Penetration Test (SPT) and its importance and implication in geotechnical analysis and site exploration. The tools and equipment in this test involved are cable percussion drilling rig, soil sampler (especially split spoon sampler), spirit level, boring machine and a hammer with few other miscellaneous. The soil sampler is pushed or penetrated into the ground by hammer of 63.5kg making it fall freely from a standard height of 750mm. The collected disturbed and undisturbed soil samples, hammer blows and energy are analyzed and interpreted to determine or more specifically to estimate the shear strength of soil, relative density and bearing strength of the soil at different depths. This test also helps in determining the aspects of soil which later can be improved by soil stabilizing or by any one or combination of various ground improvement techniques. In accordance of these interpretations, analysis and estimates, suitable foundation design and further construction work for the proposed structure are recommended.

The author wishes to thank colleagues within MBT Underground Construction (a Division of Degussa Construction Chemicals) for their assistance and support in the preparation of this publication. Special thanks are due to Hans Olav Hognestad for his valuable input and corrections based on his extensive hands-on experience; to Sam Spearing (now with a new employer) for his polite and necessary language corrections and general content suggestions; to Tom Melbye for approving the project, proof reading and other suggestions and his continuous push to move forward to printing. A number of external friends and contacts have also contributed in many ways to the final product.

Os primeiros estudos sobre escorregamentos de encostas remontam há mais de 2.000 anos, em países como China e Japão. Os taludes ou as encostas naturais são superfícies inclinadas de maciços terrosos, rochosos ou mistos (solo e rocha), originados de processos geológicos e geomorfológicos diversos. Podem apresentar modificações antrópicas, tais como, cortes, desmatamentos, introdução de cargas, etc. O termo encosta é mais empregado em estudos de caráter regional. Talude de corte é entendido como um talude originado de escavações antrópicas diversas. Talude artificial refere-se ao declive de aterros construídos a partir de matérias de diferentes granulometrias e origens, incluindo rejeitos industriais, urbanos ou de mineração. A instabilidade dos taludes são fenômenos tanto naturais quanto antrópicos e podem ocasionar danos à sociedade, que vão desde pequenos transtornos em vias urbanas a elevados prejuízos materiais. Este trabalho busca verificar se há problemas nos taludes construídos no DF. Visando evitar e/ou minimizar a ocorrência dos fenômenos de instabilidade, através de um modelo de análise baseado em informações visuais. Na região do DF, muitos taludes apresentaram escorregamentos por não terem sido bem prlanejados e/ou não ter sido executado um programa de manutenção adequada àqueles taludes. A partir dos estudos realizados, verificou-se que o uso de técnicas de processos ecológicos e geotécnicos são de grande eficácia como medidas mitigadoras. Proporcionando bons resultados aos taludes e evitando transtornos à sociedade . Sendo assim, entende-se que um planejamento adequado, onde sejam constituídas medidas de manutenção e prevenção de escorregamentos em taludes urbanos é o mais viável. Pois o mais coerente é realizar corretamente todas as técnicas a fim de se evitar gastos excessivos e danos à população. Sendo assim, entende-se que um planejamento adequado, onde sejam constituídas medidas de manutenção e prevenção de escorregamentos em taludes urbanos é o mais viável, pois o mais coerente é realizar corretamente todas as técnicas a fim de se evitar gastos e danos excessivos à sociedade.

Questo lavoro descrive i movimenti franosi nella provincia di Foggia, mettendoli in relazione alla tipologia del dissesto (numero e percentuale delle frane per tipologia di
movimento), allo stato di attività, al tipo di danno (centri abitati, terreni agricoli ecc), al litotipo interessato e all’uso del suolo.
Nella parte introduttiva si introduce il problema del dissesto idrologico italiano, dissesto che ha radice profonde sia per fattori di natura geologico-strutturale sia per fattori collegati, fin dai tempi più remoti, alla colonizzazione del territorio italico, e quindi all’uso del suolo, da parte delle popolazioni indoeuropee. La frase scelta a pagina 2, un panegirico all’imperatore Maiorano, a proposito della Catena Appenninica, di Sidonio Apollinare datata 458
d.C, ci fa capire quanto antico è il problema del dissesto idrogeologico nel nostro Paese.
Eppure la Puglia, originariamente a pluvia “terra senza pioggia”, più di recente è diventata sinonimo di terra piatta, per i pastori che per secoli sono scesi verso il piano per
accompagnare il proprio bestiame. Se a questo  aggiungiamo che l’intera regione poggia su una massiccia piattaforma carbonata e che l’unica parte veramente instabile, l’Appennino Dauno, è stata sempre esclusa dal contesto regionale in quanto in parte abitata dalle prime
masse di profughi albanesi, si capisce perché si è instaurata da tempo la convinzione che la regione pugliese fosse quasi del tutto immune da fenomeni di dissesto per frana, tanto che non si è mai sentito il bisogno di costituire, un Servizio Geologico. A tal proposito si è svolto questo lavoro anche per far capire che in realtà il Subappennino Dauno in primis e poi il Gargano non sono da escludere da un piano di salvaguardia e monitoraggio dei dissesti franosi.
I primi due capitoli sono volti alla descrizione geologica e geomorfologica della provincia di Foggia, caratterizzandone l’evoluzione paleo-geologica, la tettonica, i tipi di faglia, la
distribuzione litologica ed i lineamenti geomorfologici propri di ogni zona della provincia.
Successivamente si introduce il rischio frana e l’evoluzione scientifica sul problema delle frane. Nel capitolo 4 si è svolta una descrizione del dissesto franoso in genere,
caratterizzandolo dal punto di vista della classificazione, dei tipi di movimento, dello stato di attività, della distribuzione, dello stile, dei fattori predisponenti e determinanti, nonché
un approfondimento sull’ analisi del rischio da frana e sui metodi di analisi della suscettività da frana (propensione a generare dissesti di versante propria di una determinata
unità territoriale). Nei capitoli successivi si parla della resistenza a taglio dei terreni, parametro fondamentale e di maggior importanza per l’analisi di stabilità di un pendio,
annoverando il criterio di rottura Mhor-Coulomb-Terzaghi con relative osservazioni in merito. Per l’analisi di stabilità si è fatto l’esempio di pendio indefinito di terreno incoerente asciutto e saturo e di altezza limitata ed inoltre si sono evidenziati la scelta del coefficiente di sicurezza e normativa italiana in merito, ed i criteri di intervento per la
stabilizzazione delle frane.
In fine il capitolo 7 raggruppa tutti i risultati dell’analisi dei dati che è stata eseguita in riferimento ai rilievi di campagna condotti nel progetto IFFI (Inventario Fenomeni Franosi Italia) dell’Ispra tra il mese di novembre 2004 e quello di aprile 2006, che hanno consentito di raccogliere non solo alcuni dati mancanti, ma anche di inserire elementi del tutto nuovi e di recentissima formazione.

Si formano quando i prodotti dell'alterazione di rocce o terreni non vengono rimossi dagli agenti di trasporto o quando la velocità di alterazione delle rocce in sede è maggiore della velocità di rimozione dei prodotti dell'alterazione. I terreni residuali sono diffusi ed hanno spessore elevato (da alcuni metri a qualche decina di metri) nelle regioni tropicali ed equatoriali, nelle quali la fitta copertura vegetale impedisce che i prodotti dell'alterazione delle rocce, favorita dal clima caldo umido, siano asportati dalle acque ruscellanti. Nei nostri climi i terreni residuali sono poco comuni ed hanno spessore limitato ad alcuni metri.

Assessing the load-deformation behavior is an essential aspect of geotechnical designs of shallow foundations, reasonably accurate estimates of the settlement of foundations under different loading conditions are crucial for highly compressible clays. Nevertheless, current design procedures, utilizing linear elasticity, cannot accurately predict soil deformations under loads as the stress-strain of soils is highly nonlinear, even under small loads. Thus, it is not uncommon to have significant differences between observed and estimated settlement values. In the presented study, a new procedure is proposed to estimate the nonlinear behavior of shallow foundations resting on soft to firm clays using in-situ seismic piezocone (SCPTu) testing. The parameters of the nonlinear behavior are assessed using the results of the SCPTu. Followingly, load-deformation of shallow foundations is determined. A well-documented case study is back analyzed to validate the procedure. A close agreement is shown between the predicted and observed load-deformation relationships, implying that the approach may be utilized.

Bu standart sabit 5878 tanımı altında hazırlanmıştır; tanımdan hemen sonraki
sayı asıl onaylanma yılını veya revizyon durumunda son revizyon yılını gösterir.
Parantez içindeki sayı son onaylanma yılını gösterir. Üstsimge epsilon (ɛ) son
onaylanma veya revizyondan sonraki bir düzeltmeyi ifade eder.

The packing unit of Helwan cement factory encountered a partial failure at the beaching walls that surrounds the platform together with differential subsidence of the concrete floor. These signs indicated that the unit is in danger and a swift interruption to restore the working condition is needed. Thus present research work was carried out to define the situation of the soil beneath the concrete floor using the passive multichannel analysis of surface wave (MASW) method was thus used. The experiment was carried out using an array of 24 geophones with 1 m interval with the total length of 23 m. Nineteen roadside experiments (linear array) is carried out at the site to deduce the shear wave velocity model underneath the unit. The shear wave velocity models obtained shows that there exist a low shear velocity layer between 2 m and 4 m deep. The research results showed that the soil layers below the concrete plateau lost its strength due to the high dynamic load exerted from the overlying industrial activities. This study helped to point out the problem, which, in turn, helped in choosing the suitable engineering solution.

The main objective of this work consists in proving the water influence as an instability factor on tunnel face under transient conditions through weak rock susceptible to failure. Different behaviors may present depending on the material parameters and the drainage time. The attention of the exposed points will allow a better accurate criterion on the tunnel face stability assessment within a wide range of situations adjustable to real problems. Resumen.


El objetivo de este trabajo consiste en demostrar la influencia del flujo de agua bajo condiciones transitorias como factor de inestabilidad en el frente de túneles considerando rocas blandas. Diferentes comportamientos se pueden presentar de acuerdo con los parámetros de resistencia y el tiempo de drenaje. La atención a los puntos expuestos permitirá adquirir un criterio más adecuado durante los análisis de estabilidad en el frente de excavación, ajustándose a situaciones de problemas reales.

El Embalse de Residuos Mineros Sólidos PBA colapsó, parcialmente, en una sección de su muro de contención, 2020.07.02. Se efectuó un análisis geotécnico de su estabilidad física, con fines de estimar el grado en que quedó afectado. Para dicho análisis se empleó, parcialmente, como guía, bibliografía descargada de academia.edu.

Este trabalho apresenta uma simulação paramétrica feita no HYDRUS 1D, a partir de dados colhidos em uma coluna de solo, que estava inicialmente saturada, com medidas a sucção de acordo com a dessaturação da mesma. O objetivo do experimento laboratorial com a coluna foi o de fornecer dados paramétricos para que fosse possível calibrar o modelo feito no HYDRUS 1D. Com base no modelo calibrado, foi analisado comparativamente um caso hipotético de um aterro, sendo um com uma camada protetora composta de dois tipos de areia, com granulometria diferentes, sendo uma camada de areia média entre duas camadas de areia fina, e outro aterro sem essa camada protetora. Foi observado no estudo paramétrico que a areia média consegue impedir a entrada de água nas camadas inferiores enquanto sua saturação não se completa.
PALAVRAS-CHAVE: não-saturado, fluxo transiente, sucção.

Este artículo presenta los resultados de la modelación a pequeña escala de pilotes de madera, de cabeza libre, sometidos a carga horizontal en suelos cohesivos, ensayados con el fin de comparar los resultados con modelos analíticos propuestos por varios autores. Se emplearon los métodos de la carga característica (CLM) y curvas P-Y, para la predicción de las deflexiones laterales en la cabeza de los pilotes, y el método propuesto por Broms para la estimación de resistencia por carga última lateral. Estas predicciones se compararon con los resultados del modelamiento físico, y se obtuvo bastante aproximación entre ellos.


This paper presents the results of the small scale modeling of free head wood piles under horizontal loading in cohesive soils, tested in order to compare the results with analytical models proposed by various authors. Characteristic Load (CLM) and P-Y Curves methods were used for the prediction of lateral deflections at the head of the piles and the method proposed by Broms for estimating the ultimate lateral load. These predictions were compared with the results of the physical modeling, obtaining a good approximation between them.

In this issue a comparative stress-strain analysis of a soil massif with complicated inner and outer boundaries in 2D and 3D is shown. For thefirst time an original approach to engineering-geological natural conditions schematization and geological-structural model verification for 3Dmodeling is given. This approach is based on the engineering-geological section. Main advantages and disadvantages of 3D modeling andfinite element method are specified. It is shown, that main advantages and disadvantages are due to either modeling complexity, orcalculation peculiarities, leading to certain mistakes. Comparative analysis has shown that resulting stresses on the same surfaces from 2Dand 3D calculation have qualitative and quantitative differences. These differences are determined mainly by stress state calculationpeculiarities, its mathematical apparatus and engineering-geological discretization method to finite elements. Finite elements form and lineardimensions also contribute to calculation reliability. 2D and 3D calculation results analysis shows that soil massif upper part stress state withcomplicated engineering-geological conditions is more detailed in two-dimensional problem, and its spatial non-uniformity — in three-dimensional. Generally, this analysis shows, that calculation method should be chosen with all the factors, influencing calculation resultstaken into account, and also practical expediency, individual for each natural object (soil massif), according to their diversity, multicomponentand dynamism as a system.

In this study, the foundation systems of a structure on different soil profiles and different groundwater levels are modeled and analyzed. Several difficulties encounter during the basic design and implementation phases. In particular, the high groundwater level, the load on the soil under the load-bearing capacity, liquefaction causes many problems such as emergence. Within the scope of this study, foundation systems which based on six different soil profiles with a high groundwater level modeled with Plaxis 2D program. Thus, the stress and displacement conditions of the soil about the foundation system as a result of the soil properties and groundwater level changes in problematic soils investigated.

Purpose. To improve the prediction of maximum surface settlement induced by tunneling in multilayered soils. At the design stage, geotechnical experts tend to use simplified formulas for evaluating the ground response. Methodology. To examine the accuracy of empirical equations in predicting maximum surface displacement, two widely ad opted formulas are considered for the current study: "Volume Loss" and "Farmer and Attewell". Moreover, because both equations are "inflection ratio" dependants, all existing expressions of the inflection parameter are taken in consideration. Finally, the ob tained results are compared with field measurements, and the best pair of the expressions ("MSS" and "inflection ratio") is chosen. findings. Prediction of the maximum surface settlement due to shallow tunneling in soft grounds is a valuable indicator in ensuring safe operations, particularly in urban areas. The current paper clarifies the advantage of the VL method over Farmer and Attewell for all scenarios (variable overburden); high values of the VL improve the predictions significantly when it is combined with Dindarloo formulation of inflection ratio. originality. The originality of this work is the examination of the most adopted empirical methods and all inflection point formulas, to estimate the maximum surface settlement induced by the construction of 'Algiers Subway System' tunnel project; also, the paper demonstrated the weakness of some mostly used approaches through practical measurements. Practical value. Because of the lack of data in geotechnical engineering, this paper is a rich resource for tunneling projects in future because it covers over sixty measurement transverse profiles, and suggests numerical values for better assessment.

ABSTRAK
Kota Banjarmasin umumnya terdiri dari tanah rawa yang memiliki lapisan tanah keras yang sangat dalam sekali, yaitu berkisar antara 25 m sampai dengan 50 m, sehingga umumnya bangunan mengunakan pondasi tiang gelam dengan diameter berkisar antara 8 sampai dengan 15 cm dan panjang 4 m. Penggunaan pondasi tiang gelam hanya mengandalkan lekatan (friction), sehingga akan mengakibatkan bangunan mengalami penurunan pondasi yang tidak seragam (differential settlement), kemiringan, dan keretakan pada elemen struktur. Penurunan pondasi ini akan dimodelkan dengan software ANSYS dengan mengambil limabelas model struktur bangunan dengan dinding bata yang akan dibebani dengan beban standar bangunan menurut SNI 1727:2013, dan beban akibat penurunan tumpuan. Permodelan ini bertujuan untuk mengetahui pengaruh penggunaan balok sloof terhadap pola kerusakan struktur bangunan yang mengalami penurunan pondasi yang tidak seragam di tanah lunak. Hasil dari penelitian ini adalah penggunaan balok sloof pada pondasi yang mengalami penurunan tidak seragam akan mempengaruhi pola kerusakan elemen struktur, sedangkan pada pondasi yang tidak mengalami penurunan penggunaan balok sloof tidak mempengaruhi pola kerusakan elemen struktur tetapi akan meningkatkan derajat ketidaktentuan statis struktur. Pola kerusakan dinding bata umumnya mempunyai pola retak diagonal, dan berdasarkan pola tegangan Von Misses dapat diketahui lokasi elemen struktur yang berpotensi mengalami kerusakan.
Kata kunci: retak, dinding bata, penurunan pondasi, ANSYS

ABSTRACT
The city of Banjarmasin consists of swampy-area soil with the bedrock layer located so deep, namely, between 25 m and 50 m below the surface. Hence, it is common that buildings in this city use foundations of gelam piles 8 cm to 15 cm in diameter and 4 m in length. The use of gelam piles relies only on the friction which leads to the building foundation being susceptible to differential settlement. Here, this settlement will be modelled with the help of the software ANSYS and by considering fifteen building structures having brick walls that are loaded according to SNI 1727:2013 standards loads and loads due to support settlement. This modelling aims to establish the effect of using tie beams on damage patterns on building structures that experience differential settlement on soft soil. The result suggests that the use of tie beams in foundations that experience differential settlement affects damage patterns in structural elements, while in foundations without such settlement the use of tie beams does not bring any effect on the damage patterns but increases the structural static indeterminacy instead. The damage of brick walls usually consists of diagonal cracks, and based on the Von Misses stress pattern, structural elements that are potentially susceptible to damage can be located.
Keywords: crack, brick wall, foundation settlement, ANSYS

Apresenta-se, neste trabalho um estudo de caso de uma obra no município de Cuiabá, em que no desenvolver do projeto de fundações optou-se pelo uso de estacas hélice contínua em determinados locais da edificação. O estudo consiste na comparação entre as capacidades de carga determinadas por métodos semi-empíricos tradicionais e um método específico para a estaca hélice contínua com as cargas de ruptura encontrada em ensaios de prova de carga. Primeiramente, fez-se
investigações geotécnicas por meio de sondagem a percussão SPT (Standard Penetration Test) para reconhecimento do perfil de solo da obra, determinando assim as correlações empíricas para o método
de cálculo da capacidade de carga axial pelo método de Décourt e Quaresma (1982), Aoki e Velloso (1975) e Antunes e Cabral (1996). As provas de cargas realizadas em seis estacas do tipo hélice
contínua, forneceram por meio de extrapolação de Van de Veen, a carga de ruptura determinada no ensaio. Após as análises feitas, chegou-se à conclusão de que mais ensaios de provas de cargas devem ser feitos para avaliar a carga de ruptura que esgota a ligação esta-solo e determinar assim, novos correlações empíricas calibradas para o solo do município de Cuiabá.
PALAVRAS-CHAVE: Estaca hélice contínua, Capacidade de carga, Métodos semi-empíricos, Prova de carga.

This research study is a part of research of soft clay and expansive clay stabilization with electrokinetic process. The movement of electricity in the clay caused to several phenomena including electrochemistry, electrophoresis, and elektroosmosis. In this study, the author discusses the phenomenon of cation exchange on expansive clays that occur during the electrokinetic process. Exchanger ions in this study is a calcium ions (Ca 2+) which is used as a stabilizer. Research carried out on 3 types of soft clay and expansive to get the behavior of cation exchange phenomenon is more valid and complete on clay soil. Electrokinetic process is done by using direct current (DC) with capacity 5 until 10 Volt. Observation of the phenomenon of cation exchange is done by measuring the concentration of calcium ion (Ca 2+) and compared to other ion concentration contained in clay for a certain period by using the AAS method (Atomic Absorption Spectrum). The results showed that an increase in the concentration of Ca 2+ ions in the clay during the electrokinetic process. Increased Ca 2+ offset by a reduction in other cations, such as sodium (Na +), and pottasium (K +) in the clay. The results could be used as a basic knowledge in developing electrokinetic processes as an alternative to expansive clay stabilization effort.

The packing unit of Helwan cement factory encountered a partial failure at the beaching walls that surrounds the platform together with differential subsidence of the concrete floor. These signs indicated that the unit is in danger and a swift interruption to restore the working condition is needed. Thus present research work was carried out to define the situation of the soil beneath the concrete floor using the passive multichannel analysis of surface wave (MASW) method was thus used. The experiment was carried out using an array of 24 geophones with 1 m interval with the total length of 23 m. Nineteen roadside experiments (linear array) is carried out at the site to deduce the shear wave velocity model underneath the unit. The shear wave velocity models obtained shows that there exist a low shear velocity layer between 2 m and 4 m deep. The research results showed that the soil layers below the concrete plateau lost its strength due to the high dynamic load exerted from the overl...

Este artículo presenta los resultados de la modelación a pequeña escala de pilotes de madera, de cabeza libre, sometidos a carga horizontal en suelos cohesivos, ensayados con el fin de comparar los resultados con modelos analíticos propuestos por varios autores. Se emplearon los métodos de la carga característica (CLM) y curvas P-Y, para la predicción de las deflexiones laterales en la cabeza de los pilotes, y el método propuesto por Broms para la estimación de resistencia por carga última lateral. Estas predicciones se compararon con los resultados del modelamiento físico, y se obtuvo bastante aproximación entre ellos.

Citation:

O'Kelly B.C. (2017) “Measurement, interpretation and recommended use of laboratory strength properties of fibrous peat”. Geotechnical Research, Volume 4, Issue 3, pages 136–171, https://doi.org/10.1680/jgere.17.00006

Abstract:
Peat deposits are complex natural formations encountered in many geographical areas. Peat itself is considered as a challenging geomaterial, with many aspects of its behaviour seemingly remaining enigmas. This state-of-the-art review paper provides an extensive summary of current knowledge on the strength and shear behaviour of fibrous peats. Critical assessments and interpretations of the undrained strength, effective-stress strength and at-rest earth pressure coefficient parameter values determined for fibrous peat materials using standard and advanced laboratory apparatus are presented, focusing particularly on the consolidated undrained triaxial compression and direct simple shear approaches. Based on documented case histories of embankments, dikes and natural peat slopes, guidance is given for operational shear strength assessments in peat, aimed at bearing capacity and slope stability calculations, considering both the normalised undrained strength ratio and limit equilibrium effective-stress strength approaches. In particular, the botanical origin, structural anisotropy, humification level, likely initial overconsolidated state, tensile resistance associated with the peat fibres and possible scale effect related to the test-specimen size are discussed in the context of the strength mobilised for different testing apparatus. The test methodologies and interpretations of experimental results presented for fibrous peat in this paper should be transferable to other fibrous soil and soil-like materials.