A consequence of high speed rail transportation is the generation of elevated ground borne vibrations. This thesis presents several original contributions towards the prediction of these vibrations. Firstly, a new three dimensional finite element model capable of vibration prediction was developed. Its main feature was its ability to model complex track geometries while doing so through a fully coupled vehicle-tracksoil system. Model output was compared to experimental results obtained during this thesis and also to independent data sets. It was shown to predict velocity time histories, vibration frequency spectrums and international vibration descriptors with high accuracy. An appraisal of the suitability of a finite difference time domain modelling approach for railway vibration prediction was also undertaken. This resulted in the development of a new ‘higher order’ perfectly matched layers absorbing boundary condition. This condition was found to offer higher performance in comparison to current alternative absorbing boundary conditions. Field work was then undertaken on high speed lines with varying embankment conditions in Belgium and England. Vibration data was recorded up to 100m from each track and geophysical investigations were performed to determine the underlying soil properties. The results were used for numerical model validation and also to provide new insights into the effect of various embankment conditions on vibration propagation. It was found that embankments generate higher frequency excitation in comparison to nonembankment cases and that cuttings generate higher vibration levels than noncuttings. Once validated the finite element model was used to provide new insights into the effect of train speed, embankment constituent materials and railway track type on vibration levels. It was found that the shape and magnitude of ground vibration increased rapidly as the train’s speed approached the Rayleigh wave speed of the underlying soil. It was also found that ballast, slab and metal tracks produced similar levels of vibration and that stiffer embankments reduced vibration levels at distances near and far from the track. Two vibration mitigation techniques were also explored through numerical simulation. Firstly, an analysis was undertaken to determine the ability of a new modified ballast material to actively isolate vibration within the track structure. Secondly, wave barrier geometries were investigated to optimise their performance whilst minimising cost. It was found that barrier depth was the most influential parameter, whereas width had little effect. Additionally, geometry optimisation was found to result in a 95% cost saving in comparison to a base case. Using a vast array of results generated using the previously developed finite element model, a new empirical prediction model was also developed, capable of quickly assessing vibration levels across large sections of track. Unlike currently available empirical models, it was able to account for soil properties in its calculation and could predict a variety of international vibration metrics. It was shown to offer increased prediction performance in comparison to an alternative empirical model.

In urban areas, vibrations generated by pile driving often affect the neighboring properties vulnerable to ground shaking. These vibrations may cause damage to surrounding structures either by shaking the ground or by causing settlement of the soil beneath foundations in the proximity of pile driving. It is important to distinguish between the conditions under which the vibrations will cause damage and those under which vibrations are tolerable. The numerical studies on the analysis of pile driving have mostly focused on assessing the driving efficiency and the bearing capacity of dynamically loaded piles. A limited number of studies included the study of ground vibrations due to pile driving and its effects on adjacent structures. However, the factors affecting the ground vibrations in soils such as the nonlinear constitutive behavior of soil, soil-pile interaction and penetration depth of the pile have not been clearly identified. The objective of this research is to implement a numerical method to simulate dynamic loading of a single pile, and study the factors influencing the stress wave propagation in the soil surrounding the pile. The thesis is comprised of two main analyses: (1) the static analysis of a pile in which the phenomenon of static consolidation is studied, and (2) the dynamic analysis of a pile in which pile driving and ground vibrations are studied. In the static analysis, the load capacity of a single pile is investigated. The results from the finite element method are compared with widely recognized theoretical methods. The theoretical methods that are used to estimate the end bearing capacities are: (1) General Formula, (2) Vesic's Method, (3) Janbu's Method, (4) Meyerhof's Method, and (5) Coyle & Castello's Method. The estimation of skin friction resistance (shaft capacity) of single piles is performed using the (1) Alpha method, (2) Beta method, and (3) Lambda method. Two numerical applications are performed to predict the load capacity of single piles in normally consolidated clays. It is observed that the model with no slippage at the interface predicts almost twice as much load capacity as the model with interface. In regards with the end bearing capacities, Coyle & Castello's method is found to be most conservative followed by the finite element method, the Janbu's method, the Meyerhof's method, and finally the Vesic's method. In respect to skin friction resistance, the finite element is found to be the most conservative method, followed by the Beta, the Lambda, and the Alpha method. In the dynamic analysis, the amplitudes of ground vibrations are investigated based on the variation of: (1) the soil type, (2) the pile embedment length and (3) the released hammer energy. In the first analysis, five types of soils - loose and dense sands and, soft, medium stiff, and stiff clays - are modeled. The highest vibration amplitude is calculated for the loose sand with a peak particle velocity (PPV) of 10.0 mm/s followed by the dense sand with a PPV of around 4.0 mm/s. Among the clay types, the vibrations are higher for the stiffer clay in the near field, which is 9 m (half a pile length) or less away from the pile. In the second analysis, three different embedment lengths - full, half, and quarter pile length - are modeled. It is found that the quarter embedded piles produce greater vibration amplitudes as compared to the half and fully embedded piles. Larger amplitudes of vibrations are encountered on the ground surface for shorter pile embedment lengths. In the third analysis, three different impact forces consisting of 2,000 kN (F), 6,000 kN (3F) and 10,000 kN (5F) are applied on the pile head. It is concluded that increase in hammer energy causes increase in the peak particle velocities.

Real Herráiz, JI. (2015). CONTRIBUTION TO THE MODELIZATION, ANALYTICAL AND NUMERICAL, OF GENERATION AND PROPAGATION OF VIBRATIONS ORIGINATED BY RAILWAY TRAFFIC. ANALYSIS OF MITIGATION PROPOSALS [Tesis doctoral no publicada]. Universitat Politècnica de València. https://doi.org/10.4995/Thesis/10251/52247 / TESIS

Vibratory driving is today the most common installation method of sheet piles. The knowledge of the induced ground vibrations is however still deficient. This makes predictions of the vibration magnitudes difficult to carry out with good reliability. To avoid exceeding the limit values, resulting in stops of production, or that vibratory driven sheet piles are discarded for more costly solutions, a need for increased knowledge of the vibration process is imminent. With increased knowledge, a more reliable and practical prediction model can be developed.  The aim of this thesis is to analyze measured data from a field study to increase the understanding of the induced vibrations and their propagation through the soil. The field study was performed in Karlstad in May 2010, where a trial sheet piling prior to an extension of Karlstad Theatre was carried out. During the trial sheet piling, two triaxial geophones were mounted at the ground surface at two different distances from the sheet piles, to measure the vibration amplitude. The field test is associated with some limitations. Only four sheet piles were driven, with one measurement per sheet pile. Some measurements were less successful and some parameters had to be assumed. This limits the accuracy but still provides some interesting results. Another aim is to compare the measured values to existing models for predicting vibrations from piling and sheet piling operations. There are today several prediction models available, which however often provide too crude estimations or alternatively are too advanced to be incorporated in practical use. Two basic empirical prediction models are compared to the measured values in Karlstad, where the first is one of the earliest and most well known models and the other is a later development of the first model. The purpose of this comparison is to evaluate these models to contribute to the development of a new prediction model. The results show that the earlier model greatly overestimates the vibration magnitude while the later developed model provides a better estimation.  A literature study is performed to gain a theoretical background to the problem of ground vibrations and how they are related to the method of vibratory driving of sheet piles. The analysis considering the field study and prediction models is mainly performed by using MATLAB to obtain different graphical presentations of the vibration signals. The conclusions that can be drawn from the results are that the focus of vibration analysis should not always be the vertical vibration components. Horizontal movements of the sheet pile might be introduced, e.g. by the configuration of the clamping device, which generates additional vibrations in horizontal directions. The soil characteristics influence the magnitude of the vibrations. As the sheet pile reaches a stiffer soil layer, the vibration magnitude increases. A realistic and reliable prediction model should take the characteristics of the soil into account.

No description available.

Urban construction sites require strict control of their environmental impact, which, for vibratory sheet pile driving, can include damage to nearby structures due to ground vibrations. However, the lack of knowledge concerning the generation of soil vibrations makes the prediction of ground vibration levels difficult. This MSc. thesis in particular, focuses on a crucial link in the vibration transfer chain: the sheet pile – soil interface, which is also one of the least documented. The aim of this thesis is first, to carry out a full-scale field test consisting in the monitoring of sheet pile and ground vibrations during sheet pile vibratory driving. And second, to analyze a selected portion of the collected data with focus on the sheet pile – soil vibration transfer. Both aspects of the thesis work aim, more generally, to contribute to the understanding of ground vibration generation under vibratory sheet pile driving. The full-scale field study was performed in Solna in May 2013. It consisted in the vibratory driving of seven sheet piles, out of which three were fitted with accelerometers. During the driving, ground vibrations were measured by accelerometers, the closest ones placed only 0.5 m from the sheet pile line. The design and installation of the soil instrumentation was innovative in as much as accelerometers were not only set on the ground surface but also at three different depths (~ 3 m, 5 m and 6 m). The analysis presented in this thesis is primarily a comparison between sheet pile vibrations and ground vibrations measured 0.5 m from the sheet pile line. The principal aspects considered in the comparison are: the influence of penetration through different soil layers, the sheet pile – soil vibration transfer efficiency, the frequency content of sheet pile and soil vibrations, and differences between toe- and shaft-generated vibrations. The main conclusions from this study are:  Most of the vibration loss occurs in the near field: 90-99% of the sheet pile vibration magnitude was dispersed within 0.5 m from the driven sheet pile. Moreover, the sheet pile – soil vibration transfer efficiency was reduced for higher sheet pile acceleration levels and higher frequencies.  The soil characteristics strongly influence the sheet pile vibration levels. A clear distinction could be made between "smooth" and "hard" driving, the latter being associated with an impact situation at the sheet pile toe.  The focus of ground vibration studies should not only be the vertical vibrations. Indeed, the ground vibrations’ horizontal component was found to be of the same or even higher magnitude than the vertical component.

Com o crescimento urbano ao redor das minerações surgiram novos problemas como o desconforto dos vizinhos com vibrações, que podem provocar danos nas estruturas das casas, a poeira, os ultralançamento, a sobrepressão atmosférica, entre outros. Atualmente no Brasil as restrições ambientais são cada vez mais rígidas e são exigidos mais monitoramentos sismográficos como medida de controle ambiental. A Geosonic Inc. foi a primeira a usar o sistema de mapa de iso-velocidades, mas seu uso não é prática corrente no Brasil devido ao elevado custo de instrumentação e de operação no campo. Iramina (2002) desenvolveu um método com equações de carga-distância simulando um mapa de iso-velocidades. O objetivo deste trabalho é verificar a metodologia proposta por Iramina (2002), que construiu mapas de iso-velocidades usando oito monitoramentos unidirecionais para oito detonações diferentes e sequenciais numa mesma bancada e analisar alternativas para a construção dos mapas de iso-velocidade. Neste trabalho foram monitoradas quatro detonações e em cada uma delas, quatro direções diferentes foram selecionadas utilizando um total de 20 sismógrafos. As detonações avaliadas foram todas na mesma bancada e com características similares. Para cada direção foram estimados os parâmetros da equação carga-distância e foram construídos e comparados diferentes mapas de iso-velocidade. Conclui-se que a disposição dos geofones deve-se adequar aos objetivos do monitoramento. Oito a quinze geofones alinhados são adequados para uma curva carga-distância. Sessenta e quatro ou mais geofones, bem distribuídos espacialmente, podem gerar um mapa de iso-velocidades referente a uma única detonação. A alta variabilidade das características dos maciços rochosos parece não permitir bons resultados quando os sismógrafos não são bem distribuídos ao redor da detonação. / The urban growth around the open pit mines causes some problems hard to solve due to possible damage to structures built as result of unwanted ground vibration propagation, blast overpressure, flyrocks, water contamination and also particulate matter dispersion. Currently in Brazil, the environmental constraints are increasingly rigid and it is required seismographic monitoring as a measure of environmental control. Geosonic Inc. was the first to use the iso-seismic maps, but this technique is not commonly used in Brazil due to the high cost of instrumentation and field operation. Iramina (2002) developed a model of vibration predictor equations that simulates an iso-seismic map. Thus, the objective of this work is to verify the methodology developed by Iramina (2002), who implemented an iso-seismic map from eight unidirectional measurements in eight different and sequential detonations in the same bench and analyze alternatives for the construction of iso-seismic maps. Herein were monitored four detonations with four directions in each and 20 seismographs at most. All detonations were monitored in the same bench and with similar characteristics. For each direction were estimated the parameters of the vibration predictor equations and from these equations were obtained and compared different iso-seismic maps. Then, it is concluded that the arrangement of geophones should suit to the objectives of monitoring. In this sense, eight to fifteen aligned geophones are suitable for a good load-distance curve, sixty-four geophones or more spatially well distributed, must generate a iso-seismic map corresponding to a single detonation. The high variability of the characteristics of the rock mass does not seem to allow good results when the seismograph are not well distributed around the detonation.

Com o crescimento urbano ao redor das minerações surgiram novos problemas como o desconforto dos vizinhos com vibrações, que podem provocar danos nas estruturas das casas, a poeira, os ultralançamento, a sobrepressão atmosférica, entre outros. Atualmente no Brasil as restrições ambientais são cada vez mais rígidas e são exigidos mais monitoramentos sismográficos como medida de controle ambiental. A Geosonic Inc. foi a primeira a usar o sistema de mapa de iso-velocidades, mas seu uso não é prática corrente no Brasil devido ao elevado custo de instrumentação e de operação no campo. Iramina (2002) desenvolveu um método com equações de carga-distância simulando um mapa de iso-velocidades. O objetivo deste trabalho é verificar a metodologia proposta por Iramina (2002), que construiu mapas de iso-velocidades usando oito monitoramentos unidirecionais para oito detonações diferentes e sequenciais numa mesma bancada e analisar alternativas para a construção dos mapas de iso-velocidade. Neste trabalho foram monitoradas quatro detonações e em cada uma delas, quatro direções diferentes foram selecionadas utilizando um total de 20 sismógrafos. As detonações avaliadas foram todas na mesma bancada e com características similares. Para cada direção foram estimados os parâmetros da equação carga-distância e foram construídos e comparados diferentes mapas de iso-velocidade. Conclui-se que a disposição dos geofones deve-se adequar aos objetivos do monitoramento. Oito a quinze geofones alinhados são adequados para uma curva carga-distância. Sessenta e quatro ou mais geofones, bem distribuídos espacialmente, podem gerar um mapa de iso-velocidades referente a uma única detonação. A alta variabilidade das características dos maciços rochosos parece não permitir bons resultados quando os sismógrafos não são bem distribuídos ao redor da detonação. / The urban growth around the open pit mines causes some problems hard to solve due to possible damage to structures built as result of unwanted ground vibration propagation, blast overpressure, flyrocks, water contamination and also particulate matter dispersion. Currently in Brazil, the environmental constraints are increasingly rigid and it is required seismographic monitoring as a measure of environmental control. Geosonic Inc. was the first to use the iso-seismic maps, but this technique is not commonly used in Brazil due to the high cost of instrumentation and field operation. Iramina (2002) developed a model of vibration predictor equations that simulates an iso-seismic map. Thus, the objective of this work is to verify the methodology developed by Iramina (2002), who implemented an iso-seismic map from eight unidirectional measurements in eight different and sequential detonations in the same bench and analyze alternatives for the construction of iso-seismic maps. Herein were monitored four detonations with four directions in each and 20 seismographs at most. All detonations were monitored in the same bench and with similar characteristics. For each direction were estimated the parameters of the vibration predictor equations and from these equations were obtained and compared different iso-seismic maps. Then, it is concluded that the arrangement of geophones should suit to the objectives of monitoring. In this sense, eight to fifteen aligned geophones are suitable for a good load-distance curve, sixty-four geophones or more spatially well distributed, must generate a iso-seismic map corresponding to a single detonation. The high variability of the characteristics of the rock mass does not seem to allow good results when the seismograph are not well distributed around the detonation.

Sprängningar utförs ofta vid tunneldrivningar och som en följd av detta uppstår markvibrationer. Dessa vibrationer beror av flera faktorer och kan upplevas som störande för omgivningen och ge upphov till skador på närliggande byggnader. Markvibrationernas storlek begränsas enligt Svensk Standard, som har riktlinjer för maximalt tillåten svängningshastighet vid sprängningsarbeten i närheten av byggnader. För att prognostisera vibrationer vid sprängningsarbeten kan skallagssamband tillämpas. Det finns olika skallagssamband men vad de har gemensamt är att de uppskattar maximal svängningshastighet som funktion av en skalfaktor innehållande avstånd från sprängsalva till mätpunkt och samverkande laddningsmängd. I ett första steg har vibrationsmätvärden analyserats och sammanställts med avseende på berggrund och närliggande bergtunnel. Utifrån borrhålens dimensionering och sprängämnets densitet kan den samverkande laddningsmängden för varje salva beräknas och sammanställas med svängningshastigheten för en viss mätpunkt. Med utgångspunkt från dessa värden har empiriska konstanter tagits fram genom regressionsanalys och således har prognossamband för uppkomna markvibrationer vid byggnader grundlagda på olika berggrunder och närliggande bergtunnel bestämts. Med dessa prognossamband givna har ett beräkningsark och en standardrapport tagits fram som tillsammans utgör en grund för kommande undermarksprojekt. / Blasting is often performed during tunnel projects and as a result, ground vibrations will occur. These vibrations depend upon several factors and can be experienced as disturbing for the surrounding area and may cause damage to buildings nearby. The guidelines published by the Swedish Institute for Standards determine the permitted magnitude of such ground vibrations, by imposing a maximum oscillation speed for any blasting works that take place in proximity of buildings. To predict vibrations during blast work, scaled factor relations can be applied. There are different kinds of scaled factor relations, but what they have in common is that they estimate the maximum oscillation speed as a function of distance between the round and measuring point, and charge per delay. As a first step, the measured vibration value has been analysed and drawn up with respect to rock foundation and tunnel nearby. Based on the dimensions of the drillhole and the density of the explosive, the charge per delay can be calculated and compiled whit the oscillation speed at a specific measuring point. Based on these values, empirical constants have been produced through regression analysis, and therefore predictions for ground vibrations at buildings on different types of rock foundations and nearby tunnel can be determined. Given these predictions, a calculation sheet and a standard report have been produced which together form a basis for future underground projects.

Vibratory driven sheet piles are a cost-effective retaining wall structure, and in coming decades the continued use of this method will be crucial for minimising costs within the construction sector. However, vibratory driven sheet piles are a source of ground vibrations, which may harm structures or induce disturbance. Most urban construction projects face strict limits on permissible vibration level. Being able to reliably predict the expected vibration level prior to construction is therefore highly important. Reliable prediction demands a profound knowledge of the vibration transfer process, from source to point of interest. This thesis focuses on clarifying the vibration transfer process and will serve as a platform for the future development of a reliable prediction model. The vibration transfer process is divided into two main parts: vibration source and vibrations in soil. The different parts in the vibration transfer process are studied and investigated with the help of a literature review, field tests and numerical modelling. Within the scope of this thesis, three field tests have been conducted and a new instrumentation system has been developed. The new instrumentation system enables recording of both sheet pile vibrations and ground vibrations at depth during the entire driving. The field tests aimed to study the vibration transfer from sheet pile to soil and the vibration transfer within a sheet pile wall, as well as the wave pattern in soil. To study sheet pile behaviour during driving a numerical model was developed, which is also meant to serve as a basis for further studies. The main scientific contribution of this thesis is the identification of the sheet pile behaviour during driving. For practical application, the main contribution is the development of an increased knowledge of the vibration transfer process from source to soil, together with the new instrumentation system and the development of the numerical model. / Vibrodriven spont är en kostnadseffektiv stödkonstruktion och i framtiden kommer den fortsatta användningen av denna metod att vara nödvändig för att minimera kostnader för byggprojekt. Vibrodriven spont är dock en källa till markvibrationer, som kan skada byggnader eller orsaka störningar. De flesta byggprojekt måste förhålla sig till strikta krav gällande vibrationsnivåer. Möjligheten att på ett tillförlitligt sätt förutsäga vibrationsnivåerna innan bygget startar är därför av största vikt. Tillförlitlig prognos av vibrationsnivåer i samband med vibrodrivning av spont kräver god kännedom om vibrationsöverföringsprocessen, från källan till det potentiella skadeobjektet. Denna avhandling fokuserar på att förtydliga vibrationsöverföringsprocessen och fungera som en plattform för framtida utveckling av en tillförlitlig prognosmodell. Vibrationsöverföringsprocessen delas in i två huvuddelar; vibrationskällan och vibrationer i jord. De olika delarna av vibrationsöverföringsprocessen studeras och undersöks med hjälp av litteraturstudie, fältförsök och numerisk modellering. Inom ramarna för denna avhandling har tre fältförsök utförts och ett nytt instrumenteringssystem har utvecklats. Det nya instrumenteringssystemet möjliggör mätning av både spontvibrationer och vibrationer på djup i jorden, under hela neddrivningsfasen. Fältförsöken syftade till att studera vibrationsöverföringen mellan spont och jord, vibrationsöverföringen inom en spontvägg samt vågmönstret i jorden under drivning. För att studera spontens beteende under neddrivning utvecklades en numerisk modell, som också kan fungera som en bas för framtida studier. Avhandlingens huvudsakliga vetenskapliga bidrag är identifieringen av spontens beteende under neddrivning. För praktisk tillämpning är det huvudsakliga bidraget förklaringen av vibrationsöverföringsprocessen från källa till jord, det nya instrumenteringssystemet samt utvecklingen av den numeriska modellen.