Análisis y determinación de correlaciones entre la resistencia al corte no drenado de suelos finos y el ensayo spt para la ciudad de Barranquilla

The Standard Penetration Test (SPT) is widely used globally to correlate soil strength and stiffness characteristics. However, existing correlations in the literature between SPT and soil characteristics have been primarily developed for soils with specific characteristics in terms of grain size dis...

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Autores:
García Peinado, Juan David
Martínez Rivera, Jesús David
Tipo de recurso:
Trabajo de grado de pregrado
Fecha de publicación:
2024
Institución:
Corporación Universidad de la Costa
Repositorio:
REDICUC - Repositorio CUC
Idioma:
spa
OAI Identifier:
oai:repositorio.cuc.edu.co:11323/13126
Acceso en línea:
https://hdl.handle.net/11323/13126
https://repositorio.cuc.edu.co
Palabra clave:
Undrained shear strength
SPT
Pocket penetrometer
Correlations.
Resistencia al corte no drenado
Penetrómetro de bolsillo
Correlaciones
Rights
openAccess
License
Atribución-NoComercial-CompartirIgual 4.0 Internacional (CC BY-NC-SA 4.0)
id RCUC2_acbf523c580b9fd279ec1c49799ef969
oai_identifier_str oai:repositorio.cuc.edu.co:11323/13126
network_acronym_str RCUC2
network_name_str REDICUC - Repositorio CUC
repository_id_str
dc.title.spa.fl_str_mv Análisis y determinación de correlaciones entre la resistencia al corte no drenado de suelos finos y el ensayo spt para la ciudad de Barranquilla
title Análisis y determinación de correlaciones entre la resistencia al corte no drenado de suelos finos y el ensayo spt para la ciudad de Barranquilla
spellingShingle Análisis y determinación de correlaciones entre la resistencia al corte no drenado de suelos finos y el ensayo spt para la ciudad de Barranquilla
Undrained shear strength
SPT
Pocket penetrometer
Correlations.
Resistencia al corte no drenado
Penetrómetro de bolsillo
Correlaciones
title_short Análisis y determinación de correlaciones entre la resistencia al corte no drenado de suelos finos y el ensayo spt para la ciudad de Barranquilla
title_full Análisis y determinación de correlaciones entre la resistencia al corte no drenado de suelos finos y el ensayo spt para la ciudad de Barranquilla
title_fullStr Análisis y determinación de correlaciones entre la resistencia al corte no drenado de suelos finos y el ensayo spt para la ciudad de Barranquilla
title_full_unstemmed Análisis y determinación de correlaciones entre la resistencia al corte no drenado de suelos finos y el ensayo spt para la ciudad de Barranquilla
title_sort Análisis y determinación de correlaciones entre la resistencia al corte no drenado de suelos finos y el ensayo spt para la ciudad de Barranquilla
dc.creator.fl_str_mv García Peinado, Juan David
Martínez Rivera, Jesús David
dc.contributor.advisor.none.fl_str_mv García Beltrán, Henry Mauricio
Duque Felfle, José
dc.contributor.author.none.fl_str_mv García Peinado, Juan David
Martínez Rivera, Jesús David
dc.contributor.jury.none.fl_str_mv Fresneda Saldarriaga, César Alejandro
Suárez Maldonado, Randy
dc.subject.proposal.eng.fl_str_mv Undrained shear strength
SPT
Pocket penetrometer
Correlations.
topic Undrained shear strength
SPT
Pocket penetrometer
Correlations.
Resistencia al corte no drenado
Penetrómetro de bolsillo
Correlaciones
dc.subject.proposal.spa.fl_str_mv Resistencia al corte no drenado
Penetrómetro de bolsillo
Correlaciones
description The Standard Penetration Test (SPT) is widely used globally to correlate soil strength and stiffness characteristics. However, existing correlations in the literature between SPT and soil characteristics have been primarily developed for soils with specific characteristics in terms of grain size distribution, plasticity, mineralogy, and formation processes. In the Colombian context, efforts to determine local correlations are limited. Therefore, selecting the appropriate equation to estimate stiffness and shear strength from SPT can be a complex task. In this research, specific correlations were developed between SPT and undrained shear strength of fine soils in the city of Barranquilla, and the Atlántico department. Additionally, it was evaluated how other soil variables could improve the predictive capabilities of these equations. The predictive capability of the pocket penetrometer was also analyzed compared to unconfined compression tests. The results indicate that the proposed equations can reasonably well predict the undrained shear strength of fine soils using SPT and pocket penetrometer data
publishDate 2024
dc.date.accessioned.none.fl_str_mv 2024-07-05T19:54:24Z
dc.date.available.none.fl_str_mv 2024-07-05T19:54:24Z
dc.date.issued.none.fl_str_mv 2024
dc.type.spa.fl_str_mv Trabajo de grado - Pregrado
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dc.identifier.instname.spa.fl_str_mv Corporación Universidad de la Costa
dc.identifier.reponame.spa.fl_str_mv REDICUC - Repositorio CUC
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https://repositorio.cuc.edu.co
identifier_str_mv Corporación Universidad de la Costa
REDICUC - Repositorio CUC
dc.language.iso.spa.fl_str_mv spa
language spa
dc.relation.references.spa.fl_str_mv Balachandran, K., Liu, J., Cao, L., & Peaker, S. (2017). Statistical Correlations between undrained shear strength (Cu) and both SPT-N value and net limit pressure (PL) for cohesive glacial tills. GeoOttawa Conference.
Bowles, J. E. (1996). Foundation Analysis and Design. Braja. (2012). Fundamento de ingenieria de cimentaciones. Cenage learning.
Budhu, M. (2000). Soil Mechanics and Foundations. John Wiley & Sons Inc.
Décourt, L. (1990). The Standard Penetration Test, State of the Art Report, Norwegian Geotechnical Institute Publicationvol. 179 , 1-12. Oslo, Norway.
Deleon, R., & Masinading, R. (2018). Detection of cyanide in freshwater fishes relative to sex dimorphism using landmark-based geometric morphometrics in Agusan del Sur, Philippines. International Journal of Biosciences, 12(2), 177-193.
Gonzalez, A. (1999). Estimativos de parámetros efectivos de resistencia con el SPT . X Jornadas Geotécnicas de la Ingeniería Colombiana.
Hara, A., Ohta, T., Niwa, M., Tanaka, S., & Banno, T. (1974). Shear modulus and shear strength of cohesive soils. Soils and Foundations, 14(3), 1-12.
Hettiarachchi, H., & Brown, T. (2009). Use of SPT blow counts to estimate shear strength properties of soils: energy balance approach. Journal of Geotechnical and Geoenvironmental engineering, 135(6), 830-834.
Kulhawy, F., & Mayne, P. (1990). Manual on estimating soil properties for foundation design. No. EPRI-EL-6800. Electric Power Research Inst., Palo Alto, CA (USA); Cornell Univ., Ithaca, NY (USA). Geotechnical Engineering Group.
Mbarak, W., Cinicioglu, E., & Cinicioglu, O. (2020). SPT based determination of undrained shear strength: Regression models and machine learning. Frontiers of Structural and Civil Engineering, 14, 185-198.
McGregor, J., & Duncan, J. (1998). Performance and Use of the Standard Penetration Test in Geotechnical Engineering Practice. Virginia Polytechnic Institute and State University.
Nassaji, F., & Kalantari, B. (2011). SPT capability to estimate undrained shear strength of fine-grained soils of Tehran, Iran. Electronic Journal of Geotechnical Engineering, 16, 1229-1238.
Nixon, I. (1982). Standard penetration test: State of the art report. Proceedings of the 2nd European Symposium on Penetration Testing (págs. 3–24). Stockholm: AA Balkema Publishers.
Ordóñez, J., & Salinas, C. (2019). Correlación entre el ensayo de Penetración Estándar (SPT) y la resistencia a la compresión simple, en los suelos de comportamiento "cohesivos" en la zona de Racar, en la ciudad de Cuenca. Universidad del Azuay.
Peck, T. &. (1967). Soil Mechanics in Engineering Practice. 2nd Edition. Reclamation, U. S. (2001). Engineering Geology Field Manual.
Sanglerat, G. (1972). The Penetration and Soil Exploration; Interpretation of Penetration Diagrams — Theory and Practice. Amsterdam: Elsevier Publishing Co.
Seed, H., Tokimatsu, K., Harder, L., & Chung, R. (1985). Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations. Journal of Geotechnical Engineering, ASCE, 111(12), 1425–1445.
Sivrikaya, O., & Toğrol, E. (2006). Determination of undrained strength of fine-grained soils by means of SPT and its application in Turkey. Engineering geology, 86(1), 52-69.
Skempton, A. (1986). Standard penetration test procedures and the effects in sands of overburden pressure, relative density, particle size, ageing and overconsolidation. Géotechnique, 36(3), 425-447.
Sowers, G. (1979). Introductory Soil Mechanics and foundations (4th ed.). Macmillan, New York.
Stroud, M. (1974). The Standard Penetration Test in Insensitive Clays and Soft Rocks. Proceedings of the European Symposium on Penetration Testing, Stockholm, June 5-7, 2, págs. 367-375.
Terzaghi, K., & Peck, R. (1967). Soil mechanics in engineering practice. New York: John wiley & sons.
Touch, S., Likitlersuang, S., & Pipatpongsa, T. (2014). 3D geological modelling and geotechnical characteristics of Phnom Penh subsoils in Cambodia. Engineering geology, 178, 58-69.
White, F., Ingram, P., & Nicholson, D. (2019). An update of the SPT-cu relationship proposed by M. Stroud in 1974. Proceedings of the XVII European Conference of Soil Mechanics Geotechnical Engineering, Reykjavik.
Zhang, W., Zhang, R., Han, L., & Goh, A. (2019). Engineering properties of the Bukit Timah Granitic residual soil in Singapore. Underground Space, 4(2), 98-108
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dc.coverage.city.none.fl_str_mv Barranquilla
dc.publisher.spa.fl_str_mv Corporación Universidad de la Costa
dc.publisher.department.spa.fl_str_mv Civil y Ambiental
dc.publisher.place.spa.fl_str_mv Barranquilla, Colombia
dc.publisher.program.spa.fl_str_mv Ingeniería Civil
institution Corporación Universidad de la Costa
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spelling Atribución-NoComercial-CompartirIgual 4.0 Internacional (CC BY-NC-SA 4.0)https://creativecommons.org/licenses/by-nc-sa/4.0/info:eu-repo/semantics/openAccesshttp://purl.org/coar/access_right/c_abf2García Beltrán, Henry MauricioDuque Felfle, JoséGarcía Peinado, Juan DavidMartínez Rivera, Jesús DavidFresneda Saldarriaga, César AlejandroSuárez Maldonado, Randy2024-07-05T19:54:24Z2024-07-05T19:54:24Z2024https://hdl.handle.net/11323/13126Corporación Universidad de la CostaREDICUC - Repositorio CUChttps://repositorio.cuc.edu.coThe Standard Penetration Test (SPT) is widely used globally to correlate soil strength and stiffness characteristics. However, existing correlations in the literature between SPT and soil characteristics have been primarily developed for soils with specific characteristics in terms of grain size distribution, plasticity, mineralogy, and formation processes. In the Colombian context, efforts to determine local correlations are limited. Therefore, selecting the appropriate equation to estimate stiffness and shear strength from SPT can be a complex task. In this research, specific correlations were developed between SPT and undrained shear strength of fine soils in the city of Barranquilla, and the Atlántico department. Additionally, it was evaluated how other soil variables could improve the predictive capabilities of these equations. The predictive capability of the pocket penetrometer was also analyzed compared to unconfined compression tests. The results indicate that the proposed equations can reasonably well predict the undrained shear strength of fine soils using SPT and pocket penetrometer dataEl Ensayo de Penetración Estándar (SPT) es ampliamente utilizado a nivel global para correlacionar las características de resistencia y rigidez de los suelos. Sin embargo, las correlaciones existentes en la literatura entre el SPT y las características de los suelos han sido desarrolladas para suelos con características específicas en cuanto a distribución granulométrica, plasticidad, mineralogía y procesos de formación. En el contexto colombiano, los esfuerzos para determinar correlaciones locales son limitados. Por lo tanto, seleccionar la ecuación adecuada para estimar la rigidez y resistencia al corte a partir del SPT puede ser una tarea compleja. En esta investigación, se desarrollaron correlaciones específicas entre el ensayo SPT y la resistencia al corte no drenado de suelos finos en la ciudad de Barranquilla, y para el departamento del Atlántico. Además, se evaluó cómo otras variables del suelo podrían mejorar las capacidades predictivas de estas ecuaciones. También se analizó la capacidad predictiva del penetrómetro de bolsillo en comparación con los ensayos de compresión inconfinada. Los resultados indican que las ecuaciones propuestas son capaces de predecir razonablemente bien la resistencia al corte no drenado de suelos finos utilizando datos de ensayos SPT y penetrómetros de bolsilloLista de figuras 9 -- Lista de tablas 11 -- Objetivo general 15 -- Objetivos específicos 15 -- Estado del arte 16 -- Marco teórico 23 -- Geología local 23 -- Resistencia al corte no drenado 26 -- Compresión inconfinada 27 -- Granulometría 30 -- Clasificación de suelos 30 -- Sistema unificado de clasificación de suelos (SUCS) 30 -- Tamaño del grano 32 -- Límites de Atterberg 33 -- Índice de consistencia. 34 -- Índice de liquidez 35 -- Penetrómetro de bolsillo 35 -- Ensayo de contenido de humedad 38 -- Pesos unitarios (secos y húmedos 38 – Metodología 40 – Resultados 53 – Conclusiones 65 – Limitaciones 67 – Referencias 68 --Ingeniero(a) CivilPregrado71 páginasapplication/pdfspaCorporación Universidad de la CostaCivil y AmbientalBarranquilla, ColombiaIngeniería CivilAnálisis y determinación de correlaciones entre la resistencia al corte no drenado de suelos finos y el ensayo spt para la ciudad de BarranquillaTrabajo de grado - Pregradohttp://purl.org/coar/resource_type/c_7a1fTextinfo:eu-repo/semantics/bachelorThesishttp://purl.org/redcol/resource_type/TPinfo:eu-repo/semantics/acceptedVersionBarranquillaBalachandran, K., Liu, J., Cao, L., & Peaker, S. (2017). Statistical Correlations between undrained shear strength (Cu) and both SPT-N value and net limit pressure (PL) for cohesive glacial tills. GeoOttawa Conference.Bowles, J. E. (1996). Foundation Analysis and Design. Braja. (2012). Fundamento de ingenieria de cimentaciones. Cenage learning.Budhu, M. (2000). Soil Mechanics and Foundations. John Wiley & Sons Inc.Décourt, L. (1990). The Standard Penetration Test, State of the Art Report, Norwegian Geotechnical Institute Publicationvol. 179 , 1-12. Oslo, Norway.Deleon, R., & Masinading, R. (2018). Detection of cyanide in freshwater fishes relative to sex dimorphism using landmark-based geometric morphometrics in Agusan del Sur, Philippines. International Journal of Biosciences, 12(2), 177-193.Gonzalez, A. (1999). Estimativos de parámetros efectivos de resistencia con el SPT . X Jornadas Geotécnicas de la Ingeniería Colombiana.Hara, A., Ohta, T., Niwa, M., Tanaka, S., & Banno, T. (1974). Shear modulus and shear strength of cohesive soils. Soils and Foundations, 14(3), 1-12.Hettiarachchi, H., & Brown, T. (2009). Use of SPT blow counts to estimate shear strength properties of soils: energy balance approach. Journal of Geotechnical and Geoenvironmental engineering, 135(6), 830-834.Kulhawy, F., & Mayne, P. (1990). Manual on estimating soil properties for foundation design. No. EPRI-EL-6800. Electric Power Research Inst., Palo Alto, CA (USA); Cornell Univ., Ithaca, NY (USA). Geotechnical Engineering Group.Mbarak, W., Cinicioglu, E., & Cinicioglu, O. (2020). SPT based determination of undrained shear strength: Regression models and machine learning. Frontiers of Structural and Civil Engineering, 14, 185-198.McGregor, J., & Duncan, J. (1998). Performance and Use of the Standard Penetration Test in Geotechnical Engineering Practice. Virginia Polytechnic Institute and State University.Nassaji, F., & Kalantari, B. (2011). SPT capability to estimate undrained shear strength of fine-grained soils of Tehran, Iran. Electronic Journal of Geotechnical Engineering, 16, 1229-1238.Nixon, I. (1982). Standard penetration test: State of the art report. Proceedings of the 2nd European Symposium on Penetration Testing (págs. 3–24). Stockholm: AA Balkema Publishers.Ordóñez, J., & Salinas, C. (2019). Correlación entre el ensayo de Penetración Estándar (SPT) y la resistencia a la compresión simple, en los suelos de comportamiento "cohesivos" en la zona de Racar, en la ciudad de Cuenca. Universidad del Azuay.Peck, T. &. (1967). Soil Mechanics in Engineering Practice. 2nd Edition. Reclamation, U. S. (2001). Engineering Geology Field Manual.Sanglerat, G. (1972). The Penetration and Soil Exploration; Interpretation of Penetration Diagrams — Theory and Practice. Amsterdam: Elsevier Publishing Co.Seed, H., Tokimatsu, K., Harder, L., & Chung, R. (1985). Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations. Journal of Geotechnical Engineering, ASCE, 111(12), 1425–1445.Sivrikaya, O., & Toğrol, E. (2006). Determination of undrained strength of fine-grained soils by means of SPT and its application in Turkey. Engineering geology, 86(1), 52-69.Skempton, A. (1986). Standard penetration test procedures and the effects in sands of overburden pressure, relative density, particle size, ageing and overconsolidation. Géotechnique, 36(3), 425-447.Sowers, G. (1979). Introductory Soil Mechanics and foundations (4th ed.). Macmillan, New York.Stroud, M. (1974). The Standard Penetration Test in Insensitive Clays and Soft Rocks. Proceedings of the European Symposium on Penetration Testing, Stockholm, June 5-7, 2, págs. 367-375.Terzaghi, K., & Peck, R. (1967). Soil mechanics in engineering practice. New York: John wiley & sons.Touch, S., Likitlersuang, S., & Pipatpongsa, T. (2014). 3D geological modelling and geotechnical characteristics of Phnom Penh subsoils in Cambodia. Engineering geology, 178, 58-69.White, F., Ingram, P., & Nicholson, D. (2019). An update of the SPT-cu relationship proposed by M. Stroud in 1974. Proceedings of the XVII European Conference of Soil Mechanics Geotechnical Engineering, Reykjavik.Zhang, W., Zhang, R., Han, L., & Goh, A. (2019). Engineering properties of the Bukit Timah Granitic residual soil in Singapore. Underground Space, 4(2), 98-108Undrained shear strengthSPTPocket penetrometerCorrelations.Resistencia al corte no drenadoPenetrómetro de bolsilloCorrelacionesPublicationORIGINALANÁLISIS Y DETERMINACIÓN DE CORRELACIONES ENTRE LA RESISTENCIA AL CORTE NO DRENADO DE SUELOS.pdfANÁLISIS Y DETERMINACIÓN DE CORRELACIONES ENTRE LA RESISTENCIA AL CORTE NO DRENADO DE SUELOS.pdfTesisapplication/pdf1516227https://repositorio.cuc.edu.co/bitstreams/6f7fc190-d6e3-4a74-a9dd-666b440d6df1/download5c5d21905a38873d8f053f95e8578b1cMD51LICENSElicense.txtlicense.txttext/plain; charset=utf-814828https://repositorio.cuc.edu.co/bitstreams/271b717f-aa8b-4d86-b277-4b5a1fe55bfb/download2f9959eaf5b71fae44bbf9ec84150c7aMD52TEXTANÁLISIS Y DETERMINACIÓN DE CORRELACIONES ENTRE LA RESISTENCIA AL CORTE NO DRENADO DE SUELOS.pdf.txtANÁLISIS Y DETERMINACIÓN DE CORRELACIONES ENTRE LA RESISTENCIA AL CORTE NO DRENADO DE SUELOS.pdf.txtExtracted 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y/o (ii) el nombre de la parte o las partes que el Autor Original y/o el Licenciante hubieren designado para la atribución (v.g., un instituto patrocinador, editorial, publicación) en la información de los derechos de autor del Licenciante, términos de servicios o de otras formas razonables; el título de la Obra si está provisto; en la medida de lo razonablemente factible y, si está provisto, el Identificador Uniforme de Recursos (Uniform Resource Identifier) que el Licenciante especifica para ser asociado con la Obra, salvo que tal URI no se refiera a la nota sobre los derechos de autor o a la información sobre el licenciamiento de la Obra; y en el caso de una Obra Derivada, atribuir el crédito identificando el uso de la Obra en la Obra Derivada (v.g., "Traducción Francesa de la Obra del Autor Original," o "Guión Cinematográfico basado en la Obra original del Autor Original"). Tal crédito puede ser implementado de cualquier forma razonable; en el caso, sin embargo, de Obras Derivadas u Obras Colectivas, tal crédito aparecerá, como mínimo, donde aparece el crédito de cualquier otro autor comparable y de una manera, al menos, tan destacada como el crédito de otro autor comparable.

d.	Para evitar toda confusión, el Licenciante aclara que, cuando la obra es una composición musical:

i.	Regalías por interpretación y ejecución bajo licencias generales. El Licenciante se reserva el derecho exclusivo de autorizar la ejecución pública o la ejecución pública digital de la obra y de recolectar, sea individualmente o a través de una sociedad de gestión colectiva de derechos de autor y derechos conexos (por ejemplo, SAYCO), las regalías por la ejecución pública o por la ejecución pública digital de la obra (por ejemplo Webcast) licenciada bajo licencias generales, si la interpretación o ejecución de la obra está primordialmente orientada por o dirigida a la obtención de una ventaja comercial o una compensación monetaria privada.

ii.	Regalías por Fonogramas. El Licenciante se reserva el derecho exclusivo de recolectar, individualmente o a través de una sociedad de gestión colectiva de derechos de autor y derechos conexos (por ejemplo, los consagrados por la SAYCO), una agencia de derechos musicales o algún agente designado, las regalías por cualquier fonograma que Usted cree a partir de la obra (“versión cover”) y distribuya, en los términos del régimen de derechos de autor, si la creación o distribución de esa versión cover está primordialmente destinada o dirigida a obtener una ventaja comercial o una compensación monetaria privada.

e.	Gestión de Derechos de Autor sobre Interpretaciones y Ejecuciones Digitales (WebCasting). Para evitar toda confusión, el Licenciante aclara que, cuando la obra sea un fonograma, el Licenciante se reserva el derecho exclusivo de autorizar la ejecución pública digital de la obra (por ejemplo, webcast) y de recolectar, individualmente o a través de una sociedad de gestión colectiva de derechos de autor y derechos conexos (por ejemplo, ACINPRO), las regalías por la ejecución pública digital de la obra (por ejemplo, webcast), sujeta a las disposiciones aplicables del régimen de Derecho de Autor, si esta ejecución pública digital está primordialmente dirigida a obtener una ventaja comercial o una compensación monetaria privada.

5. Representaciones, Garantías y Limitaciones de Responsabilidad.
A MENOS QUE LAS PARTES LO ACORDARAN DE OTRA FORMA POR ESCRITO, EL LICENCIANTE OFRECE LA OBRA (EN EL ESTADO EN EL QUE SE ENCUENTRA) “TAL CUAL”, SIN BRINDAR GARANTÍAS DE CLASE ALGUNA RESPECTO DE LA OBRA, YA SEA EXPRESA, IMPLÍCITA, LEGAL O CUALQUIERA OTRA, INCLUYENDO, SIN LIMITARSE A ELLAS, GARANTÍAS DE TITULARIDAD, COMERCIABILIDAD, ADAPTABILIDAD O ADECUACIÓN A PROPÓSITO DETERMINADO, AUSENCIA DE INFRACCIÓN, DE AUSENCIA DE DEFECTOS LATENTES O DE OTRO TIPO, O LA PRESENCIA O AUSENCIA DE ERRORES, SEAN O NO DESCUBRIBLES (PUEDAN O NO SER ESTOS DESCUBIERTOS). ALGUNAS JURISDICCIONES NO PERMITEN LA EXCLUSIÓN DE GARANTÍAS IMPLÍCITAS, EN CUYO CASO ESTA EXCLUSIÓN PUEDE NO APLICARSE A USTED.

6. Limitación de responsabilidad.
A MENOS QUE LO EXIJA EXPRESAMENTE LA LEY APLICABLE, EL LICENCIANTE NO SERÁ RESPONSABLE ANTE USTED POR DAÑO ALGUNO, SEA POR RESPONSABILIDAD EXTRACONTRACTUAL, PRECONTRACTUAL O CONTRACTUAL, OBJETIVA O SUBJETIVA, SE TRATE DE DAÑOS MORALES O PATRIMONIALES, DIRECTOS O INDIRECTOS, PREVISTOS O IMPREVISTOS PRODUCIDOS POR EL USO DE ESTA LICENCIA O DE LA OBRA, AUN CUANDO EL LICENCIANTE HAYA SIDO ADVERTIDO DE LA POSIBILIDAD DE DICHOS DAÑOS. ALGUNAS LEYES NO PERMITEN LA EXCLUSIÓN DE CIERTA RESPONSABILIDAD, EN CUYO CASO ESTA EXCLUSIÓN PUEDE NO APLICARSE A USTED.

7. Término.

a.	Esta Licencia y los derechos otorgados en virtud de ella terminarán automáticamente si Usted infringe alguna condición establecida en ella. Sin embargo, los individuos o entidades que han recibido Obras Derivadas o Colectivas de Usted de conformidad con esta Licencia, no verán terminadas sus licencias, siempre que estos individuos o entidades sigan cumpliendo íntegramente las condiciones de estas licencias. Las Secciones 1, 2, 5, 6, 7, y 8 subsistirán a cualquier terminación de esta Licencia.

b.	Sujeta a las condiciones y términos anteriores, la licencia otorgada aquí es perpetua (durante el período de vigencia de los derechos de autor de la obra). No obstante lo anterior, el Licenciante se reserva el derecho a publicar y/o estrenar la Obra bajo condiciones de licencia diferentes o a dejar de distribuirla en los términos de esta Licencia en cualquier momento; en el entendido, sin embargo, que esa elección no servirá para revocar esta licencia o que deba ser otorgada , bajo los términos de esta licencia), y esta licencia continuará en pleno vigor y efecto a menos que sea terminada como se expresa atrás. La Licencia revocada continuará siendo plenamente vigente y efectiva si no se le da término en las condiciones indicadas anteriormente.

8. Varios.

a.	Cada vez que Usted distribuya o ponga a disposición pública la Obra o una Obra Colectiva, el Licenciante ofrecerá al destinatario una licencia en los mismos términos y condiciones que la licencia otorgada a Usted bajo esta Licencia.

b.	Si alguna disposición de esta Licencia resulta invalidada o no exigible, según la legislación vigente, esto no afectará ni la validez ni la aplicabilidad del resto de condiciones de esta Licencia y, sin acción adicional por parte de los sujetos de este acuerdo, aquélla se entenderá reformada lo mínimo necesario para hacer que dicha disposición sea válida y exigible.

c.	Ningún término o disposición de esta Licencia se estimará renunciada y ninguna violación de ella será consentida a menos que esa renuncia o consentimiento sea otorgado por escrito y firmado por la parte que renuncie o consienta.

d.	Esta Licencia refleja el acuerdo pleno entre las partes respecto a la Obra aquí licenciada. No hay arreglos, acuerdos o declaraciones respecto a la Obra que no estén especificados en este documento. El Licenciante no se verá limitado por ninguna disposición adicional que pueda surgir en alguna comunicación emanada de Usted. Esta Licencia no puede ser modificada sin el consentimiento mutuo por escrito del Licenciante y Usted.


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