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The solid solution of (100 - x)%Pb(Mg1/3Nb2/3)O3-x%PbTiO3 (PMN-xPT) exhibits ultrahigh piezoelectric and dielectric properties near the morphotropic phase boundary compositions and, thus, has been extensively studied in recent years. Recently, 2.5 mol. % Sm-doped PMN-29PT polycrystalline ceramics were reported to possess the highest piezoelectric coefficients (∼1500 pC/N) among all reported piezoceramics, but the atomic-scale mechanisms for such high piezoelectric properties are not yet clear. In this paper, in situ X-ray diffraction and X-ray total scattering measurements during the application of an electric field, together with in situ total scattering measurement at different temperatures, were conducted for 2.5 mol. % Sm-doped PMN-29.5PT (2.5Sm-PMN-29.5PT). Both the largest field-induced strain and the piezoelectric response were found in the crystallites oriented with their 100PC directions parallel to the applied field. The local Pb displacement was analyzed using the reverse Monte Carlo method based on the pair distribution functions at different temperatures, where a temperature-induced directional change of Pb displacement was observed. Based on the experimental observations, a field-induced polarization rotation is suggested to be the dominant mechanism for the ultrahigh piezoelectricity of the 2.5Sm-PMN-29.5PT ceramic, while the ease of polarization rotation is possibly attributed to the temperature-induced metastable local monoclinic symmetries with their polar axes close to 111PC.

The solid solution of (100 - x)%Pb(Mg1/3Nb2/3)O3-x%PbTiO3 (PMN-xPT) exhibits ultrahigh piezoelectric and dielectric properties near the morphotropic phase boundary compositions and, thus, has been extensively studied in recent years. Recently, 2.5 mol. % Sm-doped PMN-29PT polycrystalline ceramics were reported to possess the highest piezoelectric coefficients (∼1500 pC/N) among all reported piezoceramics, but the atomic-scale mechanisms for such high piezoelectric properties are not yet clear. In this paper, in situ X-ray diffraction and X-ray total scattering measurements during the application of an electric field, together with in situ total scattering measurement at different temperatures, were conducted for 2.5 mol. % Sm-doped PMN-29.5PT (2.5Sm-PMN-29.5PT). Both the largest field-induced strain and the piezoelectric response were found in the crystallites oriented with their 100PC directions parallel to the applied field. The local Pb displacement was analyzed using the reverse Monte Carlo method based on the pair distribution functions at different temperatures, where a temperature-induced directional change of Pb displacement was observed. Based on the experimental observations, a field-induced polarization rotation is suggested to be the dominant mechanism for the ultrahigh piezoelectricity of the 2.5Sm-PMN-29.5PT ceramic, while the ease of polarization rotation is possibly attributed to the temperature-induced metastable local monoclinic symmetries with their polar axes close to 111PC.

The solid solution of (100 - x)%Pb(Mg1/3Nb2/3)O3-x%PbTiO3 (PMN-xPT) exhibits ultrahigh piezoelectric and dielectric properties near the morphotropic phase boundary compositions and, thus, has been extensively studied in recent years. Recently, 2.5 mol. % Sm-doped PMN-29PT polycrystalline ceramics were reported to possess the highest piezoelectric coefficients (∼1500 pC/N) among all reported piezoceramics, but the atomic-scale mechanisms for such high piezoelectric properties are not yet clear. In this paper, in situ X-ray diffraction and X-ray total scattering measurements during the application of an electric field, together with in situ total scattering measurement at different temperatures, were conducted for 2.5 mol. % Sm-doped PMN-29.5PT (2.5Sm-PMN-29.5PT). Both the largest field-induced strain and the piezoelectric response were found in the crystallites oriented with their 100PC directions parallel to the applied field. The local Pb displacement was analyzed using the reverse Monte Carlo method based on the pair distribution functions at different temperatures, where a temperature-induced directional change of Pb displacement was observed. Based on the experimental observations, a field-induced polarization rotation is suggested to be the dominant mechanism for the ultrahigh piezoelectricity of the 2.5Sm-PMN-29.5PT ceramic, while the ease of polarization rotation is possibly attributed to the temperature-induced metastable local monoclinic symmetries with their polar axes close to 111PC.

The solid solution of (100 - x)%Pb(Mg1/3Nb2/3)O3-x%PbTiO3 (PMN-xPT) exhibits ultrahigh piezoelectric and dielectric properties near the morphotropic phase boundary compositions and, thus, has been extensively studied in recent years. Recently, 2.5 mol. % Sm-doped PMN-29PT polycrystalline ceramics were reported to possess the highest piezoelectric coefficients (∼1500 pC/N) among all reported piezoceramics, but the atomic-scale mechanisms for such high piezoelectric properties are not yet clear. In this paper, in situ X-ray diffraction and X-ray total scattering measurements during the application of an electric field, together with in situ total scattering measurement at different temperatures, were conducted for 2.5 mol. % Sm-doped PMN-29.5PT (2.5Sm-PMN-29.5PT). Both the largest field-induced strain and the piezoelectric response were found in the crystallites oriented with their 100PC directions parallel to the applied field. The local Pb displacement was analyzed using the reverse Monte Carlo method based on the pair distribution functions at different temperatures, where a temperature-induced directional change of Pb displacement was observed. Based on the experimental observations, a field-induced polarization rotation is suggested to be the dominant mechanism for the ultrahigh piezoelectricity of the 2.5Sm-PMN-29.5PT ceramic, while the ease of polarization rotation is possibly attributed to the temperature-induced metastable local monoclinic symmetries with their polar axes close to 111PC.

[ES] El presente Trabajo Final de Grado presenta la propuesta de actuación para la Reparación y Refuerzo del depósito de la conducción Turia-Sagunto, ubicado en el Término Municipal de Sagunto. El depósito se encuentra a aproximadamente 500 metros al sur de la localidad de Sagunto, situado en el mismo emplazamiento que la antigua cantera. El objeto del estudio son 2 depósitos unidos de hormigón armado con una superficie total en planta de 250m x 100m. Los muros de cerramientos son tipo ménsula de 6 metros de altura en los que descansa un forjado reticular de casetones recuperables. Este depósito, tras su puesta en funcionamiento, tuvo que vaciarse y dejarse fuera de uso debido a las causas que se detallan a continuación: - El muro deslizaba en algunas zonas debido al mal terreno sobre el que apoya y a una lámina de PVC bajo la cimentación. - Se había producido un asentamiento plástico del terreno bajo la puntera del muro ménsula, debido a que la tensión admisible del terreno no era la esperada en proyecto. - Se detectaban también armaduras corroídas por escaso recubrimiento y aberturas en las juntas de los muros debidas a los movimientos antes mencionados. Con respecto a los movimientos de los muros perimetrales, después de un estudio de soluciones, se ha decidido recalzar la cimentación mediante micropilotes inyectados con IRS. El deslizamiento del muro será soportado por la resistencia a cortante de los micropilotes, que se anclan en la cimentación existente y se empotran en los estratos subyacentes. Las tensiones a las que se somete el terreno con el depósito en carga, serán transmitidas a los estratos resistentes mediante el rozamiento por fuste de los micropilotes. Se trata de micropilotes con armadura tubular de 150 mm de diámetro exterior, perforados a rotación con camisa de contención, e inyectados mediante tubos manguitos por el interior de la armadura, que permiten inyectar en diferentes niveles de terreno varias veces. Con respecto a la patología de las a, [CA] El present Treball Final de Grau presenta la proposta d'actuació per a la Reparació y Reforç del depósit de la conducció Turia-Sagunt, ubicat en el Térme Municipal de Sagunt. El depósit es troba aproximadament a 500 metres al sur de la localitat de Sagunt, situat en el mateix lloc que la antiga cantera. L'objecte del estudi son 2 depósits units de formigó armat amb una superficie total en planta de 250m x 100m. Els murs perimetrals son del tipo ménsula amb 6 metres d'alt en els que descansen un forjat reticular de casetons recuperables. Este depósit, tras la seua posta en funcionament, ha de ser buidat y posar-ho fora d'us degut a les causes que es detallen a continuació: -El mur lliscava en algunes zones a causa del mal terreny sobre el qual s'assentava i a una làmina de PVC sota la fonamentació. -S'havia produït un assentament plàstic del terreny sota la puntera del mur mènsula, a causa de que la tensió admissible del terreny no era l'esperada en projecte. -Es detectaren també armadures corroïdes per escàs recobriment i obertures en les juntes dels murs degudes als moviments abans esmentats. Pel que fa als moviments dels murs perimetrals, després d'un estudi de solucions, s'ha decidit recalçar la fonamentació mitjançant micropilots injectats amb IRS. El lliscament del mur serà suportat per la resistència a tallant dels micropilots, que s'ancoren a la fonamentació existent i s'encasten en els estrats subjacents. Les tensions a què se sotmet el terreny amb el dipòsit en càrrega, seran transmeses als estrats resistents mitjançant el fregament per fust dels micropilots. Es tracta de micropilots amb armadura tubular de 150 mm de diàmetre exterior, perforats a rotació amb camisa de contenció, i injectats mitjançant tubs maneguets per l'interior de l'armadura, que permeten injectar en diferents nivells de terreny diverses vegades. Pel que fa a la patologia de les armadures corroïdes, es projecta solucionar-la mitjançant un pasivador i un morter de reparació. Les jun, [EN] The following End of Degree Project presents the proposal of actuation for the Repair and Reinforcement of the Turia-Sagunto water driving reservoir, located in Municipality of Sagunto. The reservoir is placed about 500 meters south of the Locality of Sagunto, in the same plot than the old quarry. The objective of study is two united reservoirs of reinforcement concrete with a total area of 250x100m. Enclosure walls are bracket typology of 6 meters high where a reticular forging of recoverable coffers is rested. The reservoir, after of its set up, had to be emptying and kept out of service due to the reasons detailed below: - The wall slid in many zones because of the bad soil where it was settled and a PVC sheet under the foundation. - A plastic settlement was occurred under the bracket wall toe, because the failure stress of soil was not the expected in project. - Corroded reinforcement was detected by low coating and openings in wall joints due to the before named movements. Regarding the perimeter walls, after one study of solutions, it has been decided one foundation based on micropiles, injected with SRI. The wall sliding will be hold on by micropiles shear strength, which are anchored to the existent foundation and are embedded to underlying strata. The loaded reservoir stress which bears the soil will be transmitted to the resistant strata by micropiles shaft friction. The micropiles have tubular reinforcement of 150mm exterior diameter, perforated by rotation with contention shirt, and injected by pipe sleeve into the reinforcement, allowing the injection in different soil levels at many times. Regarding the pathology of corroded reinforcement, it is researched to solve it by a passivation and repair mortar. The wall joints and covering will be waterproofed by elastic system, which consists in adhering one elastic band to the joint to absorb possible movements. Once the work is finished, one checkout process by auscultation will be carried out to probe

[ES] El presente Trabajo Final de Grado presenta la propuesta de actuación para la Reparación y Refuerzo del depósito de la conducción Turia-Sagunto, ubicado en el Término Municipal de Sagunto. El depósito se encuentra a aproximadamente 500 metros al sur de la localidad de Sagunto, situado en el mismo emplazamiento que la antigua cantera. El objeto del estudio son 2 depósitos unidos de hormigón armado con una superficie total en planta de 250m x 100m. Los muros de cerramientos son tipo ménsula de 6 metros de altura en los que descansa un forjado reticular de casetones recuperables. Este depósito, tras su puesta en funcionamiento, tuvo que vaciarse y dejarse fuera de uso debido a las causas que se detallan a continuación: - El muro deslizaba en algunas zonas debido al mal terreno sobre el que apoya y a una lámina de PVC bajo la cimentación. - Se había producido un asentamiento plástico del terreno bajo la puntera del muro ménsula, debido a que la tensión admisible del terreno no era la esperada en proyecto. - Se detectaban también armaduras corroídas por escaso recubrimiento y aberturas en las juntas de los muros debidas a los movimientos antes mencionados. Con respecto a los movimientos de los muros perimetrales, después de un estudio de soluciones, se ha decidido recalzar la cimentación mediante micropilotes inyectados con IRS. El deslizamiento del muro será soportado por la resistencia a cortante de los micropilotes, que se anclan en la cimentación existente y se empotran en los estratos subyacentes. Las tensiones a las que se somete el terreno con el depósito en carga, serán transmitidas a los estratos resistentes mediante el rozamiento por fuste de los micropilotes. Se trata de micropilotes con armadura tubular de 150 mm de diámetro exterior, perforados a rotación con camisa de contención, e inyectados mediante tubos manguitos por el interior de la armadura, que permiten inyectar en diferentes niveles de terreno varias veces. Con respecto a la patología de las a, [CA] El present Treball Final de Grau presenta la proposta d'actuació per a la Reparació y Reforç del depósit de la conducció Turia-Sagunt, ubicat en el Térme Municipal de Sagunt. El depósit es troba aproximadament a 500 metres al sur de la localitat de Sagunt, situat en el mateix lloc que la antiga cantera. L'objecte del estudi son 2 depósits units de formigó armat amb una superficie total en planta de 250m x 100m. Els murs perimetrals son del tipo ménsula amb 6 metres d'alt en els que descansen un forjat reticular de casetons recuperables. Este depósit, tras la seua posta en funcionament, ha de ser buidat y posar-ho fora d'us degut a les causes que es detallen a continuació: -El mur lliscava en algunes zones a causa del mal terreny sobre el qual s'assentava i a una làmina de PVC sota la fonamentació. -S'havia produït un assentament plàstic del terreny sota la puntera del mur mènsula, a causa de que la tensió admissible del terreny no era l'esperada en projecte. -Es detectaren també armadures corroïdes per escàs recobriment i obertures en les juntes dels murs degudes als moviments abans esmentats. Pel que fa als moviments dels murs perimetrals, després d'un estudi de solucions, s'ha decidit recalçar la fonamentació mitjançant micropilots injectats amb IRS. El lliscament del mur serà suportat per la resistència a tallant dels micropilots, que s'ancoren a la fonamentació existent i s'encasten en els estrats subjacents. Les tensions a què se sotmet el terreny amb el dipòsit en càrrega, seran transmeses als estrats resistents mitjançant el fregament per fust dels micropilots. Es tracta de micropilots amb armadura tubular de 150 mm de diàmetre exterior, perforats a rotació amb camisa de contenció, i injectats mitjançant tubs maneguets per l'interior de l'armadura, que permeten injectar en diferents nivells de terreny diverses vegades. Pel que fa a la patologia de les armadures corroïdes, es projecta solucionar-la mitjançant un pasivador i un morter de reparació. Les jun, [EN] The following End of Degree Project presents the proposal of actuation for the Repair and Reinforcement of the Turia-Sagunto water driving reservoir, located in Municipality of Sagunto. The reservoir is placed about 500 meters south of the Locality of Sagunto, in the same plot than the old quarry. The objective of study is two united reservoirs of reinforcement concrete with a total area of 250x100m. Enclosure walls are bracket typology of 6 meters high where a reticular forging of recoverable coffers is rested. The reservoir, after of its set up, had to be emptying and kept out of service due to the reasons detailed below: - The wall slid in many zones because of the bad soil where it was settled and a PVC sheet under the foundation. - A plastic settlement was occurred under the bracket wall toe, because the failure stress of soil was not the expected in project. - Corroded reinforcement was detected by low coating and openings in wall joints due to the before named movements. Regarding the perimeter walls, after one study of solutions, it has been decided one foundation based on micropiles, injected with SRI. The wall sliding will be hold on by micropiles shear strength, which are anchored to the existent foundation and are embedded to underlying strata. The loaded reservoir stress which bears the soil will be transmitted to the resistant strata by micropiles shaft friction. The micropiles have tubular reinforcement of 150mm exterior diameter, perforated by rotation with contention shirt, and injected by pipe sleeve into the reinforcement, allowing the injection in different soil levels at many times. Regarding the pathology of corroded reinforcement, it is researched to solve it by a passivation and repair mortar. The wall joints and covering will be waterproofed by elastic system, which consists in adhering one elastic band to the joint to absorb possible movements. Once the work is finished, one checkout process by auscultation will be carried out to probe

[ES] El presente Trabajo Final de Grado presenta la propuesta de actuación para la Reparación y Refuerzo del depósito de la conducción Turia-Sagunto, ubicado en el Término Municipal de Sagunto. El depósito se encuentra a aproximadamente 500 metros al sur de la localidad de Sagunto, situado en el mismo emplazamiento que la antigua cantera. El objeto del estudio son 2 depósitos unidos de hormigón armado con una superficie total en planta de 250m x 100m. Los muros de cerramientos son tipo ménsula de 6 metros de altura en los que descansa un forjado reticular de casetones recuperables. Este depósito, tras su puesta en funcionamiento, tuvo que vaciarse y dejarse fuera de uso debido a las causas que se detallan a continuación: - El muro deslizaba en algunas zonas debido al mal terreno sobre el que apoya y a una lámina de PVC bajo la cimentación. - Se había producido un asentamiento plástico del terreno bajo la puntera del muro ménsula, debido a que la tensión admisible del terreno no era la esperada en proyecto. - Se detectaban también armaduras corroídas por escaso recubrimiento y aberturas en las juntas de los muros debidas a los movimientos antes mencionados. Con respecto a los movimientos de los muros perimetrales, después de un estudio de soluciones, se ha decidido recalzar la cimentación mediante micropilotes inyectados con IRS. El deslizamiento del muro será soportado por la resistencia a cortante de los micropilotes, que se anclan en la cimentación existente y se empotran en los estratos subyacentes. Las tensiones a las que se somete el terreno con el depósito en carga, serán transmitidas a los estratos resistentes mediante el rozamiento por fuste de los micropilotes. Se trata de micropilotes con armadura tubular de 150 mm de diámetro exterior, perforados a rotación con camisa de contención, e inyectados mediante tubos manguitos por el interior de la armadura, que permiten inyectar en diferentes niveles de terreno varias veces. Con respecto a la patología de las a, [CA] El present Treball Final de Grau presenta la proposta d'actuació per a la Reparació y Reforç del depósit de la conducció Turia-Sagunt, ubicat en el Térme Municipal de Sagunt. El depósit es troba aproximadament a 500 metres al sur de la localitat de Sagunt, situat en el mateix lloc que la antiga cantera. L'objecte del estudi son 2 depósits units de formigó armat amb una superficie total en planta de 250m x 100m. Els murs perimetrals son del tipo ménsula amb 6 metres d'alt en els que descansen un forjat reticular de casetons recuperables. Este depósit, tras la seua posta en funcionament, ha de ser buidat y posar-ho fora d'us degut a les causes que es detallen a continuació: -El mur lliscava en algunes zones a causa del mal terreny sobre el qual s'assentava i a una làmina de PVC sota la fonamentació. -S'havia produït un assentament plàstic del terreny sota la puntera del mur mènsula, a causa de que la tensió admissible del terreny no era l'esperada en projecte. -Es detectaren també armadures corroïdes per escàs recobriment i obertures en les juntes dels murs degudes als moviments abans esmentats. Pel que fa als moviments dels murs perimetrals, després d'un estudi de solucions, s'ha decidit recalçar la fonamentació mitjançant micropilots injectats amb IRS. El lliscament del mur serà suportat per la resistència a tallant dels micropilots, que s'ancoren a la fonamentació existent i s'encasten en els estrats subjacents. Les tensions a què se sotmet el terreny amb el dipòsit en càrrega, seran transmeses als estrats resistents mitjançant el fregament per fust dels micropilots. Es tracta de micropilots amb armadura tubular de 150 mm de diàmetre exterior, perforats a rotació amb camisa de contenció, i injectats mitjançant tubs maneguets per l'interior de l'armadura, que permeten injectar en diferents nivells de terreny diverses vegades. Pel que fa a la patologia de les armadures corroïdes, es projecta solucionar-la mitjançant un pasivador i un morter de reparació. Les jun, [EN] The following End of Degree Project presents the proposal of actuation for the Repair and Reinforcement of the Turia-Sagunto water driving reservoir, located in Municipality of Sagunto. The reservoir is placed about 500 meters south of the Locality of Sagunto, in the same plot than the old quarry. The objective of study is two united reservoirs of reinforcement concrete with a total area of 250x100m. Enclosure walls are bracket typology of 6 meters high where a reticular forging of recoverable coffers is rested. The reservoir, after of its set up, had to be emptying and kept out of service due to the reasons detailed below: - The wall slid in many zones because of the bad soil where it was settled and a PVC sheet under the foundation. - A plastic settlement was occurred under the bracket wall toe, because the failure stress of soil was not the expected in project. - Corroded reinforcement was detected by low coating and openings in wall joints due to the before named movements. Regarding the perimeter walls, after one study of solutions, it has been decided one foundation based on micropiles, injected with SRI. The wall sliding will be hold on by micropiles shear strength, which are anchored to the existent foundation and are embedded to underlying strata. The loaded reservoir stress which bears the soil will be transmitted to the resistant strata by micropiles shaft friction. The micropiles have tubular reinforcement of 150mm exterior diameter, perforated by rotation with contention shirt, and injected by pipe sleeve into the reinforcement, allowing the injection in different soil levels at many times. Regarding the pathology of corroded reinforcement, it is researched to solve it by a passivation and repair mortar. The wall joints and covering will be waterproofed by elastic system, which consists in adhering one elastic band to the joint to absorb possible movements. Once the work is finished, one checkout process by auscultation will be carried out to probe

[ES] El presente Trabajo Final de Grado presenta la propuesta de actuación para la Reparación y Refuerzo del depósito de la conducción Turia-Sagunto, ubicado en el Término Municipal de Sagunto. El depósito se encuentra a aproximadamente 500 metros al sur de la localidad de Sagunto, situado en el mismo emplazamiento que la antigua cantera. El objeto del estudio son 2 depósitos unidos de hormigón armado con una superficie total en planta de 250m x 100m. Los muros de cerramientos son tipo ménsula de 6 metros de altura en los que descansa un forjado reticular de casetones recuperables. Este depósito, tras su puesta en funcionamiento, tuvo que vaciarse y dejarse fuera de uso debido a las causas que se detallan a continuación: - El muro deslizaba en algunas zonas debido al mal terreno sobre el que apoya y a una lámina de PVC bajo la cimentación. - Se había producido un asentamiento plástico del terreno bajo la puntera del muro ménsula, debido a que la tensión admisible del terreno no era la esperada en proyecto. - Se detectaban también armaduras corroídas por escaso recubrimiento y aberturas en las juntas de los muros debidas a los movimientos antes mencionados. Con respecto a los movimientos de los muros perimetrales, después de un estudio de soluciones, se ha decidido recalzar la cimentación mediante micropilotes inyectados con IRS. El deslizamiento del muro será soportado por la resistencia a cortante de los micropilotes, que se anclan en la cimentación existente y se empotran en los estratos subyacentes. Las tensiones a las que se somete el terreno con el depósito en carga, serán transmitidas a los estratos resistentes mediante el rozamiento por fuste de los micropilotes. Se trata de micropilotes con armadura tubular de 150 mm de diámetro exterior, perforados a rotación con camisa de contención, e inyectados mediante tubos manguitos por el interior de la armadura, que permiten inyectar en diferentes niveles de terreno varias veces. Con respecto a la patología de las a, [CA] El present Treball Final de Grau presenta la proposta d'actuació per a la Reparació y Reforç del depósit de la conducció Turia-Sagunt, ubicat en el Térme Municipal de Sagunt. El depósit es troba aproximadament a 500 metres al sur de la localitat de Sagunt, situat en el mateix lloc que la antiga cantera. L'objecte del estudi son 2 depósits units de formigó armat amb una superficie total en planta de 250m x 100m. Els murs perimetrals son del tipo ménsula amb 6 metres d'alt en els que descansen un forjat reticular de casetons recuperables. Este depósit, tras la seua posta en funcionament, ha de ser buidat y posar-ho fora d'us degut a les causes que es detallen a continuació: -El mur lliscava en algunes zones a causa del mal terreny sobre el qual s'assentava i a una làmina de PVC sota la fonamentació. -S'havia produït un assentament plàstic del terreny sota la puntera del mur mènsula, a causa de que la tensió admissible del terreny no era l'esperada en projecte. -Es detectaren també armadures corroïdes per escàs recobriment i obertures en les juntes dels murs degudes als moviments abans esmentats. Pel que fa als moviments dels murs perimetrals, després d'un estudi de solucions, s'ha decidit recalçar la fonamentació mitjançant micropilots injectats amb IRS. El lliscament del mur serà suportat per la resistència a tallant dels micropilots, que s'ancoren a la fonamentació existent i s'encasten en els estrats subjacents. Les tensions a què se sotmet el terreny amb el dipòsit en càrrega, seran transmeses als estrats resistents mitjançant el fregament per fust dels micropilots. Es tracta de micropilots amb armadura tubular de 150 mm de diàmetre exterior, perforats a rotació amb camisa de contenció, i injectats mitjançant tubs maneguets per l'interior de l'armadura, que permeten injectar en diferents nivells de terreny diverses vegades. Pel que fa a la patologia de les armadures corroïdes, es projecta solucionar-la mitjançant un pasivador i un morter de reparació. Les jun, [EN] The following End of Degree Project presents the proposal of actuation for the Repair and Reinforcement of the Turia-Sagunto water driving reservoir, located in Municipality of Sagunto. The reservoir is placed about 500 meters south of the Locality of Sagunto, in the same plot than the old quarry. The objective of study is two united reservoirs of reinforcement concrete with a total area of 250x100m. Enclosure walls are bracket typology of 6 meters high where a reticular forging of recoverable coffers is rested. The reservoir, after of its set up, had to be emptying and kept out of service due to the reasons detailed below: - The wall slid in many zones because of the bad soil where it was settled and a PVC sheet under the foundation. - A plastic settlement was occurred under the bracket wall toe, because the failure stress of soil was not the expected in project. - Corroded reinforcement was detected by low coating and openings in wall joints due to the before named movements. Regarding the perimeter walls, after one study of solutions, it has been decided one foundation based on micropiles, injected with SRI. The wall sliding will be hold on by micropiles shear strength, which are anchored to the existent foundation and are embedded to underlying strata. The loaded reservoir stress which bears the soil will be transmitted to the resistant strata by micropiles shaft friction. The micropiles have tubular reinforcement of 150mm exterior diameter, perforated by rotation with contention shirt, and injected by pipe sleeve into the reinforcement, allowing the injection in different soil levels at many times. Regarding the pathology of corroded reinforcement, it is researched to solve it by a passivation and repair mortar. The wall joints and covering will be waterproofed by elastic system, which consists in adhering one elastic band to the joint to absorb possible movements. Once the work is finished, one checkout process by auscultation will be carried out to probe

Drilled foundations are often considered to be a standard method of installation of steel core piles and similar foundation components in sensitive environments such as urban areas where other common technologies such as stranding or diging cannot be applied. Much research has been made in the area of how the piles interact in the clay. BESAB, who are specialists within underpinning, have observed that it takes time for a house to settle after an underpinning. There are uncertainties when it comes to how the house adapts to an underpinning. During interviews experts have given many different possible explanations but it seems to be a lack of knowledge in the area. All agree that it takes a couple of years for a house to adapt to an underpinning. The recommendation is to wait at least 2 years before proceed with the work in the house. In the project that has been studied in this research, precision leveling points have been measured 2-3 times a week to monitor the settlements throughout the project. The measurements have shown a greater settlement on the street level than in the basement, 2 floors down from the street level during the same amount of time which lead to the question: What are the effects of underpinning in a house? The major reason for that settlement has occurred in the area is that the foundation, consisting of wooden piles, has lost its carrying capacity due to the lowered ground water level. During underpinning the house is mostly affected by dynamic forces. The structure gets temporary weakened when holes are made in walls for beams and drilling is made in already sensitive foundation. The fixated parts of the structure, where the load transferring elements are already installed between the pile and the structure, can get locally loaded when drilling is made in adjacent areas. After underpinning the house with its weight is settling on the piles. The house has to adapt to a new mode of action. This can be done either by just leaving the house and

Drilled foundations are often considered to be a standard method of installation of steel core piles and similar foundation components in sensitive environments such as urban areas where other common technologies such as stranding or diging cannot be applied. Much research has been made in the area of how the piles interact in the clay. BESAB, who are specialists within underpinning, have observed that it takes time for a house to settle after an underpinning. There are uncertainties when it comes to how the house adapts to an underpinning. During interviews experts have given many different possible explanations but it seems to be a lack of knowledge in the area. All agree that it takes a couple of years for a house to adapt to an underpinning. The recommendation is to wait at least 2 years before proceed with the work in the house. In the project that has been studied in this research, precision leveling points have been measured 2-3 times a week to monitor the settlements throughout the project. The measurements have shown a greater settlement on the street level than in the basement, 2 floors down from the street level during the same amount of time which lead to the question: What are the effects of underpinning in a house? The major reason for that settlement has occurred in the area is that the foundation, consisting of wooden piles, has lost its carrying capacity due to the lowered ground water level. During underpinning the house is mostly affected by dynamic forces. The structure gets temporary weakened when holes are made in walls for beams and drilling is made in already sensitive foundation. The fixated parts of the structure, where the load transferring elements are already installed between the pile and the structure, can get locally loaded when drilling is made in adjacent areas. After underpinning the house with its weight is settling on the piles. The house has to adapt to a new mode of action. This can be done either by just leaving the house and

Progress in psychiatric genetics has been slow despite evidence of high heritability for most mental disorders. We argue that greater use of early detectable intermediate traits (endophenotypes) with the highest likely aetiological significance to depression, rather than complex clinical phenotypes, would be advantageous. Longitudinal data from the Western Australian Pregnancy Cohort (Raine) Study were used to identify an early life behavioural endophenotype for atypical hypothalamic-pituitary-adrenocortical function in adolescence, a neurobiological indicator of anxiety and depression. A set of descriptors representing rigid and reactive behaviour at age 1 year discriminated those in the top 20% of the free salivary cortisol exposure at age 17 years. Genetic association analysis revealed a male-sensitive effect to variation in three specific single nucleotide polymorphisms within selected genes underpinning the overall stress response. Furthermore, support for a polygenic effect on stress-related behaviour in childhood is presented.

The Great Barrier Reef Outlook Report 2009 was the first produced in response to a newly legislated requirement for five-yearly reports on the status of and outlook for the Great Barrier Reef. It adopted an ecosystem approach, assessing all habitats and species, ecosystem processes and major uses. By then considering the factors affecting the ecosystem, coupled with an assessment of management effectiveness, a risk-based forward-looking projection for the ecosystem is provided. With no pre-determined path to follow for interpreting the legislative requirements, the GBRMPA developed a structure and method for Great Barrier Reef Outlook Reports that are repeatable and that impartially and consistently consider the evidence and clearly present the findings. The GBRMPA worked closely with relevant Australian and Queensland government agencies as well as researchers, industry representatives and the community when developing the Report. That such a report must be produced every five years allows an overview of the effectiveness of responses to be regularly assessed. It also provides a transparent means of highlighting and tracking emerging risks facing the Great Barrier Reef.

An innovative underpinning scheme was used to support a 20 m deep underground station, built in 1913, so that a road tunnel section 22 m wide, 13 m high and 29 m long could be excavated beneath it with negligible vertical subsidence. Two grouting galleries were carefully mined and the glacial soils and weathered bedrock were pre-grouted. The reinforced concrete walls of the underpinning structure were constructed within three stacked drifts that were mined sequentially below each grouting gallery. Eleven cross-adits were then mined between the galleries and girders were cast in place and post-tensioned to span the gap between the walls of the stacked drifts. The stacked-drift walls also provided lateral support for the road tunnel., An innovative underpinning scheme was used to support a 20 m deep underground station, built in 1913, so that a road tunnel section 22 m wide, 13 m high and 29 m long could be excavated beneath it with negligible vertical subsidence. Two grouting galleries were carefully mined and the glacial soils and weathered bedrock were pre-grouted. The reinforced concrete walls of the underpinning structure were constructed within three stacked drifts that were mined sequentially below each grouting gallery. Eleven cross-adits were then mined between the galleries and girders were cast in place and post-tensioned to span the gap between the walls of the stacked drifts. The stacked-drift walls also provided lateral support for the road tunnel.

The concept for linking the Long Island railway to New York's Grand Central Terminal has evolved from a shallow alternative, that would have required major underpinning of multi-story buildings and would have had considerable impact on the operations of Metro-North Railroad and New York City Transit, to a deep alternative with less risk and potential for disruption. Proposed options included lowering the approach tracks in the shallow alternative and arranging the platforms for the deep alternative in two stacked caverns rather than five parallel caverns., The concept for linking the Long Island railway to New York's Grand Central Terminal has evolved from a shallow alternative, that would have required major underpinning of multi-story buildings and would have had considerable impact on the operations of Metro-North Railroad and New York City Transit, to a deep alternative with less risk and potential for disruption. Proposed options included lowering the approach tracks in the shallow alternative and arranging the platforms for the deep alternative in two stacked caverns rather than five parallel caverns.

Underpinning of a metro station in Boston, Massachusetts, for construction of a deep road tunnel was achieved by working from two shafts to excavate a stacked series of drift tunnels, which would be filled with reinforced concrete to form the walls of the highway tunnel, and cross-adits, which would contain poured-in-place post-tensioned concrete girders to support the station. Flexibile attitudes and the ability to make changes jointly with designers and contractor proved essential. Particular problems were encountered with heave caused by chemical grouting. A change to all-mined tunnels in the cross-girders, though beneficial, required the installation of temporary bracing ribs and steel lagging. A change of tunnel shape to arched crowns also worked well., Underpinning of a metro station in Boston, Massachusetts, for construction of a deep road tunnel was achieved by working from two shafts to excavate a stacked series of drift tunnels, which would be filled with reinforced concrete to form the walls of the highway tunnel, and cross-adits, which would contain poured-in-place post-tensioned concrete girders to support the station. Flexibile attitudes and the ability to make changes jointly with designers and contractor proved essential. Particular problems were encountered with heave caused by chemical grouting. A change to all-mined tunnels in the cross-girders, though beneficial, required the installation of temporary bracing ribs and steel lagging. A change of tunnel shape to arched crowns also worked well.

The Rinkai-Fukutoshin subway tunnel, Tokyo, was constructed in a dense residential area. The project required underpinning of three tall buildings and the driving of twin-parallel single-track shield tunnels under the underpinned buildings. The shield machines were enlarged to change from single-track to double-track driving of station tunnels within a specially prepared shaft. Two shield tunnelling machines of different diameter were connected mechanically underground; the docking procedure is described. The innovations eliminated the need for deep cut-and-cover shafts under the narrow crowded roads and reduced the construction period by two years., The Rinkai-Fukutoshin subway tunnel, Tokyo, was constructed in a dense residential area. The project required underpinning of three tall buildings and the driving of twin-parallel single-track shield tunnels under the underpinned buildings. The shield machines were enlarged to change from single-track to double-track driving of station tunnels within a specially prepared shaft. Two shield tunnelling machines of different diameter were connected mechanically underground; the docking procedure is described. The innovations eliminated the need for deep cut-and-cover shafts under the narrow crowded roads and reduced the construction period by two years.

To facilitate open-face mining of stacked underpinning drift tunnels in pervious gravel soils beneath a metro station, as part of the construction of an underground highway, ground stabilisation was required. An instrumentation system was first installed and initialised in the active transit tunnel 1 m above the crown of the access tunnels. Three strings of vibrating wire liquid-level displacement transducers, each about 50 m long, were located along the track platforms and centerline columns and were connected to an automated data acquisition system. Sodium silicate grout was injected through tube-a-manchette pipes under each access tunnel. Multiple modifications were needed to control upward deformation measured by the liquid-level system in the early stages., To facilitate open-face mining of stacked underpinning drift tunnels in pervious gravel soils beneath a metro station, as part of the construction of an underground highway, ground stabilisation was required. An instrumentation system was first installed and initialised in the active transit tunnel 1 m above the crown of the access tunnels. Three strings of vibrating wire liquid-level displacement transducers, each about 50 m long, were located along the track platforms and centerline columns and were connected to an automated data acquisition system. Sodium silicate grout was injected through tube-a-manchette pipes under each access tunnel. Multiple modifications were needed to control upward deformation measured by the liquid-level system in the early stages.

Construction of Boston's C11A1 section of the Central Artery/Tunnel Project beneath an existing subway tunnel at South Station required excavation to depths in excess of 33.5 m through permeable sand and gravel subject to almost 27.4 m of hydrostatic groundwater pressure. A stacked drift tunnel underpinning system was designed to provide positive support to the active station prior to main tunnel construction. As part of this system, a permeation grouting system was developed. The design and performance of the grouting programme, in-situ testing and the overall performance of the grouted soil mass are described., Construction of Boston's C11A1 section of the Central Artery/Tunnel Project beneath an existing subway tunnel at South Station required excavation to depths in excess of 33.5 m through permeable sand and gravel subject to almost 27.4 m of hydrostatic groundwater pressure. A stacked drift tunnel underpinning system was designed to provide positive support to the active station prior to main tunnel construction. As part of this system, a permeation grouting system was developed. The design and performance of the grouting programme, in-situ testing and the overall performance of the grouted soil mass are described.

The project was the reconstruction of a 1 100 foot by 75 foot segment of an existing track subway in Queens, New York City. The existing subway was to be widened to permit the construction of two new ramps adjacent to and under existing operating tracks. Existing tall buildings along the site and a contaminated groundwater plume in adjacent ground required construction of slurry concrete walls along the east and west limits. Groundwater cutoff along the north and south limits was achieved by jet grout walls built across the subway invert slab between existing track and third rails. The work involved dewatering the site to about 50 feet below street level. The original contract specified mining and underpinning operations, but the geotechnical investigation indicated that this would involve potentially hazardous conditions and the need for very confined working. The contractor therefore proposed the top-down method adopted, utilising concrete-filled pipe caissons drilled from street level in place of underpinning pits., The project was the reconstruction of a 1 100 foot by 75 foot segment of an existing track subway in Queens, New York City. The existing subway was to be widened to permit the construction of two new ramps adjacent to and under existing operating tracks. Existing tall buildings along the site and a contaminated groundwater plume in adjacent ground required construction of slurry concrete walls along the east and west limits. Groundwater cutoff along the north and south limits was achieved by jet grout walls built across the subway invert slab between existing track and third rails. The work involved dewatering the site to about 50 feet below street level. The original contract specified mining and underpinning operations, but the geotechnical investigation indicated that this would involve potentially hazardous conditions and the need for very confined working. The contractor therefore proposed the top-down method adopted, utilising concrete-filled pipe caissons drilled from street level in place of underpinning pits.

Underpinning had to be carried out during the construction of the metro tunnel, with soft shallow cover, when four foundation piles for the overlying shopping mall were encountered. The piles were bypassed during excavation and the excavation was later enlarged and the piles reinforced. An underpinning structure was designed to support the piles and allow their removal from inside the tunnel. This structure consisted of a reinforced concrete arch supported by injected piles around the outer excavation line. Cement grout injection was used to ensure stability during excavation of the concrete arch. Monitoring was carried out of convergence points of the tunnel lining and the arch beams, settlement points and levels within the shopping mall and strain at the steel reinforcement bars of the arch beams. No damage has been observed., Underpinning had to be carried out during the construction of the metro tunnel, with soft shallow cover, when four foundation piles for the overlying shopping mall were encountered. The piles were bypassed during excavation and the excavation was later enlarged and the piles reinforced. An underpinning structure was designed to support the piles and allow their removal from inside the tunnel. This structure consisted of a reinforced concrete arch supported by injected piles around the outer excavation line. Cement grout injection was used to ensure stability during excavation of the concrete arch. Monitoring was carried out of convergence points of the tunnel lining and the arch beams, settlement points and levels within the shopping mall and strain at the steel reinforcement bars of the arch beams. No damage has been observed.

The construction is described of a four level underground car park underneath the Palais Bernheimer prestigious shopping centre which dates back to the 1880s and is in the process of being restored. The Kunz company won the contract. Its proposal involved surrounding the entire project area with vertical cut-off walls and driving temporary minipiles in the existing basement. Column loads were then transferred to the minipiles. A massive intermediate slab of reinforced concrete was constructed under the existing foundations, encasing the minipiles and taking over the loads. Access tunnels were driven under the slab and 21 shafts sunk from the tunnels. Reinforced concrete columns were constructed in the shafts to carry the loads from the intermediate slab and the parking decks. Finally the remaining levels were excavated and the parking decks constructed., The construction is described of a four level underground car park underneath the Palais Bernheimer prestigious shopping centre which dates back to the 1880s and is in the process of being restored. The Kunz company won the contract. Its proposal involved surrounding the entire project area with vertical cut-off walls and driving temporary minipiles in the existing basement. Column loads were then transferred to the minipiles. A massive intermediate slab of reinforced concrete was constructed under the existing foundations, encasing the minipiles and taking over the loads. Access tunnels were driven under the slab and 21 shafts sunk from the tunnels. Reinforced concrete columns were constructed in the shafts to carry the loads from the intermediate slab and the parking decks. Finally the remaining levels were excavated and the parking decks constructed.

The effects are described of previous tunnelling on the fabric and foundations of the Mansion House, an 18th century Grade I Listed Building in the City of London. In mid-1988 a tunnel was constructed approximately 15 m below the building. This tunnel was the first of a number of tunnels associated with the extension of the Docklands Light Railway to Bank station. The effect of the first tunnel is described, together with predicted and measured movements. The predicted effects of the other tunnels are also outlined. Measures proposed for protecting the Mansion House are described, along with the system which was adopted. A sophisticated system has been installed to monitor building and ground movements during and after the construction of the tunnels., The effects are described of previous tunnelling on the fabric and foundations of the Mansion House, an 18th century Grade I Listed Building in the City of London. In mid-1988 a tunnel was constructed approximately 15 m below the building. This tunnel was the first of a number of tunnels associated with the extension of the Docklands Light Railway to Bank station. The effect of the first tunnel is described, together with predicted and measured movements. The predicted effects of the other tunnels are also outlined. Measures proposed for protecting the Mansion House are described, along with the system which was adopted. A sophisticated system has been installed to monitor building and ground movements during and after the construction of the tunnels.

Novel aspects of ground reinforcement and treatment are described as related to soft ground excavation for tunnels throughout the world. In situ reinforcement for cut slopes (soil nailing), as underpinning (reticulated micropiles) and as direct tunnel support (infilaggi) is introduced. Ground treatment focuses on new aspects of permeation grouting (by the tube-a-manchette system) and on jet grouting. Recent developments in equipment, materials, methods and instrumentation are reviewed, with special reference to major tunnelling projects in the USA, Italy and Singapore., Novel aspects of ground reinforcement and treatment are described as related to soft ground excavation for tunnels throughout the world. In situ reinforcement for cut slopes (soil nailing), as underpinning (reticulated micropiles) and as direct tunnel support (infilaggi) is introduced. Ground treatment focuses on new aspects of permeation grouting (by the tube-a-manchette system) and on jet grouting. Recent developments in equipment, materials, methods and instrumentation are reviewed, with special reference to major tunnelling projects in the USA, Italy and Singapore.

Underpinning-based simultaneous extraction was successfully used to extract more than 90% of the thick and contiguous sections of a coal seam at the Chirimiri mine, India, which lies below a hill cap with a rapid change in depth of cover. The last few panels encountered strata control problems during depillaring. Underground instrumentation and observations showed that the last phase depillaring near the free surface of the hill slope experienced shearing of the overlying strata along two incompetent layers. High degrees of lateral movement due to the hilly nature of the overlying strata were identified as the main source of the problem. A simple two-dimensional simulated model study also showed the occurrence of the problem while working below an unconfined hilly rock mass. Strata management plans were developed for the two sections involving induced caving of the roof strata and consolidation of the bedded layers in the top and bottom sections, respectively., Underpinning-based simultaneous extraction was successfully used to extract more than 90% of the thick and contiguous sections of a coal seam at the Chirimiri mine, India, which lies below a hill cap with a rapid change in depth of cover. The last few panels encountered strata control problems during depillaring. Underground instrumentation and observations showed that the last phase depillaring near the free surface of the hill slope experienced shearing of the overlying strata along two incompetent layers. High degrees of lateral movement due to the hilly nature of the overlying strata were identified as the main source of the problem. A simple two-dimensional simulated model study also showed the occurrence of the problem while working below an unconfined hilly rock mass. Strata management plans were developed for the two sections involving induced caving of the roof strata and consolidation of the bedded layers in the top and bottom sections, respectively.

The Zero seam at the Chirimiri colliery, India, is about 12.5 m thick and occurs in two sections, a 3.5 m thick top and a 6.0 m thick bottom section, with a highly laminated 3.0 m-thick parting between the two. The laminated parting consists of alternate layers of shale, carbonaceous shale, coal and mudstone and was incompetent for safe and clean underground working of the two sections. The top and bottom sections were developed on superimposed pillars along the floor using roof bolts. An underpinning approach was developed for the simultaneous depillaring of the contiguous sections, based on laboratory tests and model studies. Taking advantage of the presence of openings in the top section, the laminated parting and the roof coal band of the bottom section were simultaneously reinforced using a full-column grouted cable bolt of suitable length from the floor of the top section. The pillars in both the sections were extracted by splitting and slicing and no roof instability problems were encountered., The Zero seam at the Chirimiri colliery, India, is about 12.5 m thick and occurs in two sections, a 3.5 m thick top and a 6.0 m thick bottom section, with a highly laminated 3.0 m-thick parting between the two. The laminated parting consists of alternate layers of shale, carbonaceous shale, coal and mudstone and was incompetent for safe and clean underground working of the two sections. The top and bottom sections were developed on superimposed pillars along the floor using roof bolts. An underpinning approach was developed for the simultaneous depillaring of the contiguous sections, based on laboratory tests and model studies. Taking advantage of the presence of openings in the top section, the laminated parting and the roof coal band of the bottom section were simultaneously reinforced using a full-column grouted cable bolt of suitable length from the floor of the top section. The pillars in both the sections were extracted by splitting and slicing and no roof instability problems were encountered.

Jet grouting is unlike conventinal grouting in that it is a replacement technique. Soil is excavated using a high pressure water and air jet, the resulting void being refilled simultaneously with grout. Jet grouting may be applied to a wide range of soils, from silts and clays up to soft rock. It is claimed to offer an alternative to conventional grouting, chemical grouting, deep slurry trenching, proprietary underpinning systems and the use of compressed air or freezing in tunnelling., Jet grouting is unlike conventinal grouting in that it is a replacement technique. Soil is excavated using a high pressure water and air jet, the resulting void being refilled simultaneously with grout. Jet grouting may be applied to a wide range of soils, from silts and clays up to soft rock. It is claimed to offer an alternative to conventional grouting, chemical grouting, deep slurry trenching, proprietary underpinning systems and the use of compressed air or freezing in tunnelling.

Jet grouting relies on the use of a high-energy erosive jet of water and air to flush out soil in the zone that is to be treated, grout being simultaneously tremmied into position below. From a small-diameter pre-bored hole discrete columns, of varying diameter, often as large as 2m, of grouted ground are built as the grout string is withdrawn and rotated at predetermined hydraulically controlled rates. By careful spacing of columns to ensure interlocking, three-dimensional blocks of a continuous grouted mass can be constructed. Because the soil is removed, its permeability no longer dictates grout acceptance and costs can be predicted accurately. A range of soil types can be grouted, including the difficult saturated silts and soft clays. The applications of jet grouting in underpinning and renovation, and for the replacement of unstable ground for tunnelling are outlined with specific examples from the UK., Jet grouting relies on the use of a high-energy erosive jet of water and air to flush out soil in the zone that is to be treated, grout being simultaneously tremmied into position below. From a small-diameter pre-bored hole discrete columns, of varying diameter, often as large as 2m, of grouted ground are built as the grout string is withdrawn and rotated at predetermined hydraulically controlled rates. By careful spacing of columns to ensure interlocking, three-dimensional blocks of a continuous grouted mass can be constructed. Because the soil is removed, its permeability no longer dictates grout acceptance and costs can be predicted accurately. A range of soil types can be grouted, including the difficult saturated silts and soft clays. The applications of jet grouting in underpinning and renovation, and for the replacement of unstable ground for tunnelling are outlined with specific examples from the UK.

Ground investigation at the Bristol Southern intercepter confirmed that excavation for the box culvert would be in very weak alluvial material containing peat bands over the entire length. The section was therefore constructed as an inverted syphon. A control building was located midway between the inlet and outlet points, and a permanent pump was installed for maintenance purposes at the base of the centre shaft. Shaft sinking was begun at the syphon out-fall using a hydraulic impact hammer. Primary concrete linings to the shafts were cast in-situ by conventional underpinning methods. Tunnelling was by Dosco TM1800 with a number of design modifications while shaft sinking operations were hastened using a Dosco Mk 2A roadheader. The TBM was installed in the foreheading, the conveyor being extended once 30m was advanced. A 2.44m internal diameter concrete lining in 25m lengths was formed on a daily cycle by use of a telescopic steel shutter., Ground investigation at the Bristol Southern intercepter confirmed that excavation for the box culvert would be in very weak alluvial material containing peat bands over the entire length. The section was therefore constructed as an inverted syphon. A control building was located midway between the inlet and outlet points, and a permanent pump was installed for maintenance purposes at the base of the centre shaft. Shaft sinking was begun at the syphon out-fall using a hydraulic impact hammer. Primary concrete linings to the shafts were cast in-situ by conventional underpinning methods. Tunnelling was by Dosco TM1800 with a number of design modifications while shaft sinking operations were hastened using a Dosco Mk 2A roadheader. The TBM was installed in the foreheading, the conveyor being extended once 30m was advanced. A 2.44m internal diameter concrete lining in 25m lengths was formed on a daily cycle by use of a telescopic steel shutter.

The construction work to date on the ambitious Gare Du Lyon, which involves new metro facilities to link in with the main line station, has mainly been feasible on an open cut basis, with some easth works at water table level, necessitating the prior construction of a coffer dam made of sections cast in situ and a screen made of waterproof injected concrete. The underground work running across the main line station has demanded very careful construction techniques to pass through existing brickwork and masonry foundations, and has also involved the construction of temporary bridge facilities for the lines in service. Precautions have been taken to prevent environmental disturbances, and instrumentation has been inserted to monitor and measure any building movement., The construction work to date on the ambitious Gare Du Lyon, which involves new metro facilities to link in with the main line station, has mainly been feasible on an open cut basis, with some easth works at water table level, necessitating the prior construction of a coffer dam made of sections cast in situ and a screen made of waterproof injected concrete. The underground work running across the main line station has demanded very careful construction techniques to pass through existing brickwork and masonry foundations, and has also involved the construction of temporary bridge facilities for the lines in service. Precautions have been taken to prevent environmental disturbances, and instrumentation has been inserted to monitor and measure any building movement.

Gabion baskets provide a flexible, easy-to-assemble and cost-efficient solution to the proverbial 101 mining and civil engineering applications, both temporary and long-term. Extensive use at Porgera has included many novel and innovative design applications: the Waile Creek dam, a 10 m high mass gravity dam with 226 Ml capacity; a 13 m drop structure on the 40 level; numerous head and wing walls in culverts; rock face underpinning at Tawisakale; conveyor bridge abutments on the 40 level; numerous retaining walls and bridge abutments; hydrant protection in the semiautogenous grinding mill; protection of numerous electrical poles and guys; and security fences in the semiautogenous grinding mills and autoclaves. Design requirements for the wire baskets and backfill stone are listed, together with structural, civil and hydraulic engineering aspects of their use., Gabion baskets provide a flexible, easy-to-assemble and cost-efficient solution to the proverbial 101 mining and civil engineering applications, both temporary and long-term. Extensive use at Porgera has included many novel and innovative design applications: the Waile Creek dam, a 10 m high mass gravity dam with 226 Ml capacity; a 13 m drop structure on the 40 level; numerous head and wing walls in culverts; rock face underpinning at Tawisakale; conveyor bridge abutments on the 40 level; numerous retaining walls and bridge abutments; hydrant protection in the semiautogenous grinding mill; protection of numerous electrical poles and guys; and security fences in the semiautogenous grinding mills and autoclaves. Design requirements for the wire baskets and backfill stone are listed, together with structural, civil and hydraulic engineering aspects of their use.

Contents: Introduction, by Heiner Weber, p.1175-1176; Underpinning roadway arches in the T-junction area, by Jurgen Krahe, p1177-1179; Securing roadway arches in the T-junction area using strata bolts, by Wilhelm Kutz, p.1179-1180; Effect of T-junction supports on convergence and cavities, by Josef Nyga, p.1181/1183; The effect of strata pressure on gateroads driven in front of, alongside and behind the face, by Christian Nolze, p.1183-1184; Powered supports at the face end up to the roadway arch, by Hermann Irresberger, p.1185-1187; The correct combination of available supports, by Wilhelm Gotze, p1187-1191; Practical examples of mechanical backfilling, by Winifried Galemann, p.1191-1193; Mechanical backfilling of gateroad supports, p.1194-1196; The use in the roadside pack of roadhead dirt from gateroads driven behind the face, by Rudolf Just, p.1196-1198; Precalculation of cross-sectional deformation at the face-gate intersection, p.1199-1200 by Willi Kammer; Improvements in face-end supports, by J.Grundmann, p.1201-12029., Contents: Introduction, by Heiner Weber, p.1175-1176; Underpinning roadway arches in the T-junction area, by Jurgen Krahe, p1177-1179; Securing roadway arches in the T-junction area using strata bolts, by Wilhelm Kutz, p.1179-1180; Effect of T-junction supports on convergence and cavities, by Josef Nyga, p.1181/1183; The effect of strata pressure on gateroads driven in front of, alongside and behind the face, by Christian Nolze, p.1183-1184; Powered supports at the face end up to the roadway arch, by Hermann Irresberger, p.1185-1187; The correct combination of available supports, by Wilhelm Gotze, p1187-1191; Practical examples of mechanical backfilling, by Winifried Galemann, p.1191-1193; Mechanical backfilling of gateroad supports, p.1194-1196; The use in the roadside pack of roadhead dirt from gateroads driven behind the face, by Rudolf Just, p.1196-1198; Precalculation of cross-sectional deformation at the face-gate intersection, p.1199-1200 by Willi Kammer; Improvements in face-end supports, by J.Grundmann, p.1201-12029.

Shaft excavation in residual soil and rock is discussed with particular reference to the geology of Atlanta and with examples drawn from geotechnical exploration and shaft excavation techniques employed in the development of the Metropolitan Atlanta Rapid Transit Authority (MARTA) project at Peachtree Centre Station. The adequacy of exploration methods used on this and other project and possible ways of improving them are discussed., Shaft excavation in residual soil and rock is discussed with particular reference to the geology of Atlanta and with examples drawn from geotechnical exploration and shaft excavation techniques employed in the development of the Metropolitan Atlanta Rapid Transit Authority (MARTA) project at Peachtree Centre Station. The adequacy of exploration methods used on this and other project and possible ways of improving them are discussed.

The system adopted was to sink piles which were made by sinking three foot diameter shafts and filling these with reinforced concrete (a pile driver could not be used). The piles were sunk on each side of the existing foundation pier and footing until these piles were firmly seated in the decomposed quartzite or granite and then the original foundation plinth was squeezed between concrete blocks cast on top of the piles, thus transferring the column load down through the piles to the good load bearing stratum below the pebbles., The system adopted was to sink piles which were made by sinking three foot diameter shafts and filling these with reinforced concrete (a pile driver could not be used). The piles were sunk on each side of the existing foundation pier and footing until these piles were firmly seated in the decomposed quartzite or granite and then the original foundation plinth was squeezed between concrete blocks cast on top of the piles, thus transferring the column load down through the piles to the good load bearing stratum below the pebbles.

Settlement of the foundations in the >100t./day plant was as much as 14 inches in some places. Methods employed in laying new foundations and raising the plant to the correct level without interfering unduly with H2SO4 production are described., Settlement of the foundations in the >100t./day plant was as much as 14 inches in some places. Methods employed in laying new foundations and raising the plant to the correct level without interfering unduly with H2SO4 production are described.

In many cases a new railway line is planned beneath existing structures of an urban terminal station. The underpinning method has been developed to respond to such needs. However, this conventional method involves a number of steps and is costly and time-consuming. The steps are: (1) constructing the cast-in-situ diaphragm walls to keep off the underground water, (2) supporting the existing structures with the cast-in-situ piles, (3) excavating the soil under the existing structures, (4) constructing structures for the new railway, (5) transferring the loads of the existing structures from the temporary piles onto the new structures and (6) removing the temporary piles. In introducing a new subway line beneath Nagoya station, use was made of temporary structures (cast-in situ diaphragm walls and piles) as elements of the new structures and new measures were adopted to increase the accuracy of underground construction. The method is believed to save considerable cost and time., In many cases a new railway line is planned beneath existing structures of an urban terminal station. The underpinning method has been developed to respond to such needs. However, this conventional method involves a number of steps and is costly and time-consuming. The steps are: (1) constructing the cast-in-situ diaphragm walls to keep off the underground water, (2) supporting the existing structures with the cast-in-situ piles, (3) excavating the soil under the existing structures, (4) constructing structures for the new railway, (5) transferring the loads of the existing structures from the temporary piles onto the new structures and (6) removing the temporary piles. In introducing a new subway line beneath Nagoya station, use was made of temporary structures (cast-in situ diaphragm walls and piles) as elements of the new structures and new measures were adopted to increase the accuracy of underground construction. The method is believed to save considerable cost and time.