Análisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPT

En Colombia, es común utilizar el ensayo Standard Penetration Test (SPT) para estimar la resistencia y rigidez de los suelos. Sin embargo, no existen correlaciones directas entre estos parámetros y el ensayo SPT para un amplio número de suelos colombianos. Por tal razón, la selección de la ecuación...

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Autores:
Acosta Menco, Sebastián
Suarez Carrillo, 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
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oai:repositorio.cuc.edu.co:11323/13144
Acceso en línea:
https://hdl.handle.net/11323/13144
https://repositorio.cuc.edu.co/
Palabra clave:
Resistencia al corte no drenado
SPT
Cimentación superficial
Capacidad portante
Undrained shear strength
Shallow foundation
Bearing capacity
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openAccess
License
Atribución-NoComercial-CompartirIgual 4.0 Internacional (CC BY-NC-SA 4.0)
id RCUC2_ba746d26834c5632ac01aa593ae6eb0d
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network_acronym_str RCUC2
network_name_str REDICUC - Repositorio CUC
repository_id_str
dc.title.spa.fl_str_mv Análisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPT
title Análisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPT
spellingShingle Análisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPT
Resistencia al corte no drenado
SPT
Cimentación superficial
Capacidad portante
Undrained shear strength
Shallow foundation
Bearing capacity
title_short Análisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPT
title_full Análisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPT
title_fullStr Análisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPT
title_full_unstemmed Análisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPT
title_sort Análisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPT
dc.creator.fl_str_mv Acosta Menco, Sebastián
Suarez Carrillo, Jesús David
dc.contributor.advisor.none.fl_str_mv Duque Felfle, José Alejandro
Canales, Fausto
Acosta Buelvas, Carlos Alejandro
dc.contributor.author.none.fl_str_mv Acosta Menco, Sebastián
Suarez Carrillo, Jesús David
dc.contributor.jury.none.fl_str_mv Salcedo Fontalvo, José
Vega Araujo, Daniela
dc.subject.proposal.spa.fl_str_mv Resistencia al corte no drenado
SPT
Cimentación superficial
Capacidad portante
topic Resistencia al corte no drenado
SPT
Cimentación superficial
Capacidad portante
Undrained shear strength
Shallow foundation
Bearing capacity
dc.subject.proposal.eng.fl_str_mv Undrained shear strength
Shallow foundation
Bearing capacity
description En Colombia, es común utilizar el ensayo Standard Penetration Test (SPT) para estimar la resistencia y rigidez de los suelos. Sin embargo, no existen correlaciones directas entre estos parámetros y el ensayo SPT para un amplio número de suelos colombianos. Por tal razón, la selección de la ecuación a utilizar para la estimación de los parámetros de rigidez y resistencia al corte mediante ensayos SPT es una tarea compleja. En esta investigación, evaluaremos la incertidumbre asociada a la estimación de la resistencia al corte no drenado en suelos finos mediante un gran número de resultados de la literatura. Adicionalmente, mostraremos como esta incertidumbre en la estimación de esta resistencia al corte no drenado afectan un análisis típico de capacidad portante de cimentaciones superficiales ante condiciones no drenadas. Los resultados sugieren que existe una muy alta incertidumbre en la estimación de la resistencia al corte no drenado mediante ensayos SPT, por lo que se recomienda que se generen ecuaciones entre la resistencia al corte no drenado y el ensayo SPT para cada región en las que se va a utilizar.
publishDate 2024
dc.date.accessioned.none.fl_str_mv 2024-07-08T20:45:27Z
dc.date.available.none.fl_str_mv 2024-07-08T20:45:27Z
dc.date.issued.none.fl_str_mv 2024
dc.type.spa.fl_str_mv Trabajo de grado - Pregrado
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dc.type.content.spa.fl_str_mv Text
dc.type.driver.spa.fl_str_mv info:eu-repo/semantics/bachelorThesis
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dc.type.version.spa.fl_str_mv info:eu-repo/semantics/acceptedVersion
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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
dc.identifier.repourl.spa.fl_str_mv https://repositorio.cuc.edu.co/
url https://hdl.handle.net/11323/13144
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., Lui, J., Peaker, S. M., & Cao, L. (2017). Statistical Correlations between undrained shear strength (CU) and both SPT-N value and net limit pressure (P.L) for cohesive glacial tills. GeoOttawa Conference.
Bazara, A. (1967). Use of the Standard Penetration Test for Estimating Settlements of Shallow Foundations.- Ph.D. Dissertation, Civil Engineering Department, University of Illinois, Champaign-Urbana.
Bergado, D. T., Lin, D. G., & Nakamura, M. (1999). Evaluation of silty sand as a material for sand compaction piles and applications. Proceedings of the Institution of Civil Engineers. Ground Improvement, 3(1), 7–19. https://doi.org/10.1680/gi.1999.030102
Bowles, J. E. (2001). Foundation Analysis and Design (5th ed.). McGraw-Hill Publishing.
Cangir, B., & Dipova, N. (2017). Estimation of Undrained Shear Strength of Konyaalti Silty Clays. Indian Journal of Geo Marine Sciences, 46(3), 513–520.
Carmona-Álvarez, J. E., & Ruge-Cárdenas, J. C. (2015). Análisis de las correlaciones existentes del ángulo de fricción efectivo para suelos del piedemonte oriental de Bogotá usando ensayos in situ. TecnoLógicas, 18(35), 93. https://doi.org/10.22430/22565337.191
Cubrinovski, M., & Ishihara, K. (1999). Empirical correlation between SPT N-value and relative density for sandy soils. Soils and Foundations, 39(5), 61–71. https://doi.org/10.3208/sandf.39.5_61
Das, B. (2012). Principles of Geotechnical Engineering. Cengage Learning Editores.
DeBeer, E. E. (1970). Experimental determination of the shape factors and the bearing capacity factors of sand. Géotechnique, 20(4), 387–411. https://doi.org/10.1680/geot.1970.20.4.387
Décourt, L. (1990). The Standard Penetration Test, State of the Art Report. Norwegian Geotechnical Institute Publicationvol, 179, 1–12.
Dunham, J. (1954). Pile foundations for buildings. ASCE, Soil Mechanics & Foundations Division, 80.
Edil, T., & Benson, C. (2009). Comparison of basic laboratory test results with more sophisticated laboratory and in-situ tests methods on soils in southeastern Wisconsin. Wisconsin Department of Transportation.
Ekmen, A. B. (2023). Evaluation of SPT-N values and internal friction angle correlation using artificial intelligence methods in granular soils. Soil Research, 61(5), 495– 509. https://doi.org/10.1071/sr22226
González, Á. (1999). Estimativos de parámetros efectivos de resistencia con el SPT. X Jornadas geotécnicas de la ingeniería colombiana. 1–12.
Hanna, A. M., & Meyerhof, G. G. (1981). Experimental evaluation of bearing capacity of footings subjected to inclined loads. Canadian Geotechnical Journal, 18(4), 599– 603. https://doi.org/10.1139/t81-072
Hansen, J. B. (1970). A revised and extended formula for bearing capacity.
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. https://doi.org/10.3208/sandf1972.14.3_1
Hatanaka, M., & Uchida, A. (1996). Empirical Correlation between Penetration Resistance and Internal Friction Angle of Sandy Soil. Soils and Foundations, 36 (4), 1-10.
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. https://doi.org/10.1061/(asce)gt.1943-5606.0000016
Japan Road Association. (1990). Specifications for highway bridges, Part IV.
JGS. (2004). Japanese Standards for Geotechnical and Geoenviromental Investigation Methods, Standards and Explanations (in Japanese).
JSCE. (1984). Earthquake Resistant Design for Civil Engineering Structures in Japan, Japanese Society of Civil Engineers.
Kang, C., Brotherton, M., Anderson, K., Semeniuk, K., Mayer, G., Law, A., Xia, Z., Zhang, L., Farrag, A., You, J., & Abdallah, M. (2023). Examination of the correlation between SPT and undrained shear strength: Case study of clay till in Alberta, Canada. Engineering Geology, 107510, 107510. https://doi.org/10.1016/j.enggeo.2024.107510
Kishida, H. (1969). Characteristics of Liquefied Sands During Mino-Owari, Tohnankai and Fukui Earthquakes. Soils and Foundations, 9(1), 75–92.
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.
Liao, S., & Whitman, R. (1986). Overburden Correction Factors for SPT in Sand. Journal of Geotechnical Engineering, American Society of Civil Engineers, 112(3), 373– 377.
Marcuson, W. F., III, & Bieganousky, W. A. (1977). SPT and relative density in coarse sands. Journal of the Geotechnical Engineering Division, 103(11), 1295–1309. https://doi.org/10.1061/ajgeb6.0000521
Mayne, P. W., & Kemper, J. B. (1988). Profiling OCR, in Stiff Clays by CPT and SPT”. Geotechnical Testing Journal, ASTM, 11(2), 139–147.
Mbarak, W. K., Cinicioglu, E. N., & Cinicioglu, O. (2020). SPT based determination of undrained shear strength: Regression models and machine learning. Frontiers of Structural and Civil Engineering, 14(1), 185–198. https://doi.org/10.1007/s11709- 019-0591-x
Mcgregor, J., & Duncan, J. (1998). Performance and Use of the Standard Penetration Test in Geotechnical Engineering Practice. Virginia Polytechnic Institute and State University.
Meyerhof, G. (1957). Discussion on sand density by spoon penetration. IV ICSMFE conference, London.
Meyerhof, G. G. (1963). Some recent research on the bearing capacity of foundations. Canadian Geotechnical Journal, 1(1), 16–26. https://doi.org/10.1139/t63-003
Moh, Z., Chin, C., Liu, C., & Woo, S. (1989). Engineering correlations for soil deposits in Taipei. Journal of the Chinese Institute of Engineers, 12(3), 273–283.
Montenegro, L. F. (2014). Calibración del método de parámetros de resistencia con SPT en suelos de la región llanera colombiana. Tesis de Maestría. Pontificia Universidad Javeriana
Mujtaba, H., Farooq, K., Sivakugan, N., & Das, B. M. (2018). Evaluation of relative density and friction angle based on SPT-N values. KSCE Journal of Civil Engineering, 22(2), 572–581. https://doi.org/10.1007/s12205-017-1899-5
Muromachi, T., Oguro, I., & Miyashita, T. (1974). Penetration Testing in Japan. European Symposium on Penetration Testing, Stockholm, (págs. 193-200).
Nassaji, F., & Kalantari, B. (2011). SPT capability to estimate undrained shear strength of fine-grained soils of Tehran, Iran. Iran. Electronic Journal of Geotechnical Engineering, 16, 1229–1238.
Nixon, I. (1982). Standard penetration test: State of the art report. In Proceedings of the 2nd European Symposium on Penetration Testing (pp. 3–24). 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, R., Hanson, W., & Thornburn, T. (1974). Foundation Engineering. John Wiley & Sons, New York.
Reid, A., & Taylor, J. (2010). The misuse of SPTs in fine soils and the implications of Eurocode 7. Ground Engineering, 43(07), 28–31.
Riggs, C. O. (1986). American standard penetration test practice. Proceedings of the 14th PSC ASCE Insitu Tests in Geotechnical Engineering, 124, 949–967.
Robertson, et. al. (1983). SPT-CPT Correlations. JGED, ASCE, vol. 109, no. 11, pp. 1449-1459.
Sanglerat, G. (1972). The Penetration and Soil Exploration; Interpretation of Penetration Diagrams - Theory and Practice. Elsevier Publishing Co.
Schmertmann, J. (1975). Measurement of In Situ Shear Strength. Specialty Conference on In Situ Measurement of Soil Properties, ASCE, 2, págs. 57-138.
Seed, H., Arango, I., & Chan, C. (1975). Evaluation of Soil Liquefaction Potential during Earthquakes. Report No. EERC 75-28 Earthquake Engineering Research Center, University of California, Berkeley.
Seed, H., & Idriss, I. (1982). Ground motions and soil liquefaction during earthquakes. Earthquake Engineering Research Institute Monograph, Oakland, California.
Seed, H., Tokimatsu, K., Harder, L., & Chung, R. (1985). Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations. Journal of Geotechnical Engineering, 111(12), 1425–1445.
Shioi, Y., & Fukui, J. (1982). Application of N-Value to Design of Foundations in Japan. 2nd ESOPT, (págs. 159-164).
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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. https://doi.org/10.1016/j.enggeo.2006.05.002
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. B., & Sowers, G. F. (1979). Introductory soil mechanics and foundations (4th ed.). Macmillan.
Stroud, M. (1974). The Standard Penetration Test in Insensitive Clays and Soft Rocks. In Proceedings of the European Symposium on Penetration Testing (pp. 367–375).
Szechy, K., & Varga, L. (1978). Foundation engineering. Soil exploration and spread foundations. Akadémiai Kiadó. Budapest.
Terzaghi, K., & Peck, R. B. (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. In Proceedings of the XVII European Conference of Soil Mechanics Geotechnical Engineering Reykjavik.
Wolff, T. (1989). Predicted and Observed Axial Behavior of Piles, Results of a Pile Prediction Symposium, ASCE, (págs. 96-106). Evanston, IL: Special Issue No. 23 ASCE.
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.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_abf2Duque Felfle, José AlejandroCanales, FaustoAcosta Buelvas, Carlos AlejandroAcosta Menco, SebastiánSuarez Carrillo, Jesús DavidSalcedo Fontalvo, JoséVega Araujo, Daniela2024-07-08T20:45:27Z2024-07-08T20:45:27Z2024https://hdl.handle.net/11323/13144Corporación Universidad de la CostaREDICUC - Repositorio CUChttps://repositorio.cuc.edu.co/En Colombia, es común utilizar el ensayo Standard Penetration Test (SPT) para estimar la resistencia y rigidez de los suelos. Sin embargo, no existen correlaciones directas entre estos parámetros y el ensayo SPT para un amplio número de suelos colombianos. Por tal razón, la selección de la ecuación a utilizar para la estimación de los parámetros de rigidez y resistencia al corte mediante ensayos SPT es una tarea compleja. En esta investigación, evaluaremos la incertidumbre asociada a la estimación de la resistencia al corte no drenado en suelos finos mediante un gran número de resultados de la literatura. Adicionalmente, mostraremos como esta incertidumbre en la estimación de esta resistencia al corte no drenado afectan un análisis típico de capacidad portante de cimentaciones superficiales ante condiciones no drenadas. Los resultados sugieren que existe una muy alta incertidumbre en la estimación de la resistencia al corte no drenado mediante ensayos SPT, por lo que se recomienda que se generen ecuaciones entre la resistencia al corte no drenado y el ensayo SPT para cada región en las que se va a utilizar.In Colombia, it is common to use the Standard Penetration Test (SPT) to estimate the strength and stiffness of soils. However, there are no direct correlations between these parameters and the SPT test for a wide range of Colombian soils. For this reason, selecting the equation to estimate stiffness and shear strength parameters through SPT tests is a complex task. In this research, we will evaluate the uncertainty associated with estimating the undrained shear strength in fine soils using a large number of literature results. Additionally, we will show how this uncertainty in estimating undrained shear strength affects a typical analysis of bearing capacity for shallow foundations under undrained conditions. The results suggest that there is a very high uncertainty in estimating undrained shear strength through SPT tests, so it is recommended to generate equations between undrained shear strength and the SPT test for each region where it will be used.Lista de tablas 8 -- Lista de figuras 11 -- Introducción e información general 12 -- Objetivos 17 -- Objetivo general 17 -- Objetivos específicos 17 -- Marco referencial 18 -- Antecedentes del estudio 18 -- Marco teórico 21 -- Planteamiento del problema 49 -- Metodología 51 -- Resultados 115 -- Conclusiones 122 -- Referencias 123Ingeniero(a) CivilPregrado131 páginasapplication/pdfspaCorporación Universidad de la CostaCivil y AmbientalBarranquilla, ColombiaIngeniería CivilAnálisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPTTrabajo de grado - Pregradohttp://purl.org/coar/resource_type/c_7a1fTextinfo:eu-repo/semantics/bachelorThesishttp://purl.org/redcol/resource_type/TPinfo:eu-repo/semantics/acceptedVersionBalachandran, K., Lui, J., Peaker, S. M., & Cao, L. (2017). Statistical Correlations between undrained shear strength (CU) and both SPT-N value and net limit pressure (P.L) for cohesive glacial tills. GeoOttawa Conference.Bazara, A. (1967). Use of the Standard Penetration Test for Estimating Settlements of Shallow Foundations.- Ph.D. Dissertation, Civil Engineering Department, University of Illinois, Champaign-Urbana.Bergado, D. T., Lin, D. G., & Nakamura, M. (1999). Evaluation of silty sand as a material for sand compaction piles and applications. Proceedings of the Institution of Civil Engineers. Ground Improvement, 3(1), 7–19. https://doi.org/10.1680/gi.1999.030102Bowles, J. E. (2001). Foundation Analysis and Design (5th ed.). McGraw-Hill Publishing.Cangir, B., & Dipova, N. (2017). Estimation of Undrained Shear Strength of Konyaalti Silty Clays. Indian Journal of Geo Marine Sciences, 46(3), 513–520.Carmona-Álvarez, J. E., & Ruge-Cárdenas, J. C. (2015). Análisis de las correlaciones existentes del ángulo de fricción efectivo para suelos del piedemonte oriental de Bogotá usando ensayos in situ. TecnoLógicas, 18(35), 93. https://doi.org/10.22430/22565337.191Cubrinovski, M., & Ishihara, K. (1999). Empirical correlation between SPT N-value and relative density for sandy soils. Soils and Foundations, 39(5), 61–71. https://doi.org/10.3208/sandf.39.5_61Das, B. (2012). Principles of Geotechnical Engineering. Cengage Learning Editores.DeBeer, E. E. (1970). Experimental determination of the shape factors and the bearing capacity factors of sand. Géotechnique, 20(4), 387–411. https://doi.org/10.1680/geot.1970.20.4.387Décourt, L. (1990). The Standard Penetration Test, State of the Art Report. Norwegian Geotechnical Institute Publicationvol, 179, 1–12.Dunham, J. (1954). Pile foundations for buildings. ASCE, Soil Mechanics & Foundations Division, 80.Edil, T., & Benson, C. (2009). Comparison of basic laboratory test results with more sophisticated laboratory and in-situ tests methods on soils in southeastern Wisconsin. Wisconsin Department of Transportation.Ekmen, A. B. (2023). Evaluation of SPT-N values and internal friction angle correlation using artificial intelligence methods in granular soils. Soil Research, 61(5), 495– 509. https://doi.org/10.1071/sr22226González, Á. (1999). Estimativos de parámetros efectivos de resistencia con el SPT. X Jornadas geotécnicas de la ingeniería colombiana. 1–12.Hanna, A. M., & Meyerhof, G. G. (1981). Experimental evaluation of bearing capacity of footings subjected to inclined loads. Canadian Geotechnical Journal, 18(4), 599– 603. https://doi.org/10.1139/t81-072Hansen, J. B. (1970). A revised and extended formula for bearing capacity.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. https://doi.org/10.3208/sandf1972.14.3_1Hatanaka, M., & Uchida, A. (1996). Empirical Correlation between Penetration Resistance and Internal Friction Angle of Sandy Soil. Soils and Foundations, 36 (4), 1-10.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. https://doi.org/10.1061/(asce)gt.1943-5606.0000016Japan Road Association. (1990). Specifications for highway bridges, Part IV.JGS. (2004). Japanese Standards for Geotechnical and Geoenviromental Investigation Methods, Standards and Explanations (in Japanese).JSCE. (1984). Earthquake Resistant Design for Civil Engineering Structures in Japan, Japanese Society of Civil Engineers.Kang, C., Brotherton, M., Anderson, K., Semeniuk, K., Mayer, G., Law, A., Xia, Z., Zhang, L., Farrag, A., You, J., & Abdallah, M. (2023). 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Underground Space, 4(2), 98–108.Resistencia al corte no drenadoSPTCimentación superficialCapacidad portanteUndrained shear strengthShallow foundationBearing capacityPublicationORIGINALAnálisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPT.pdfAnálisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPT.pdfTesisapplication/pdf1720906https://repositorio.cuc.edu.co/bitstreams/90b41e58-c65e-4740-8fa2-2ff61151c945/downloaddf745a8b42fc4ac62e4d0fbd54de9726MD51LICENSElicense.txtlicense.txttext/plain; charset=utf-814828https://repositorio.cuc.edu.co/bitstreams/061d6e9e-db13-4960-9b67-0705816714e2/download2f9959eaf5b71fae44bbf9ec84150c7aMD52TEXTAnálisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPT.pdf.txtAnálisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPT.pdf.txtExtracted texttext/plain125038https://repositorio.cuc.edu.co/bitstreams/44cfb608-681e-4e2e-bd0e-294b4f5b6e6e/downloadafc5a8dc83fb5427af130617774972b8MD53THUMBNAILAnálisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPT.pdf.jpgAnálisis de la incertidumbre asociada a la estimación de la resistencia al corte no drenada de suelos finos con el ensayo SPT.pdf.jpgGenerated Thumbnailimage/jpeg6791https://repositorio.cuc.edu.co/bitstreams/eede4f24-8c02-4f0f-86bf-e7e55e6a6298/download0ce9aa5e7e35d65afec71d2ea493290fMD5411323/13144oai:repositorio.cuc.edu.co:11323/131442024-09-17 12:43:42.303https://creativecommons.org/licenses/by-nc-sa/4.0/open.accesshttps://repositorio.cuc.edu.coRepositorio de la Universidad de la Costa 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ada en las Obras Colectivas.

b.	Distribuir copias o fonogramas de las Obras, exhibirlas públicamente, ejecutarlas públicamente y/o ponerlas a disposición pública, incluyéndolas como incorporadas en Obras Colectivas, según corresponda.

c.	Distribuir copias de las Obras Derivadas que se generen, exhibirlas públicamente, ejecutarlas públicamente y/o ponerlas a disposición pública.
Los derechos mencionados anteriormente pueden ser ejercidos en todos los medios y formatos, actualmente conocidos o que se inventen en el futuro. Los derechos antes mencionados incluyen el derecho a realizar dichas modificaciones en la medida que sean técnicamente necesarias para ejercer los derechos en otro medio o formatos, pero de otra manera usted no está autorizado para realizar obras derivadas. Todos los derechos no otorgados expresamente por el Licenciante quedan por este medio reservados, incluyendo pero sin limitarse a aquellos que se mencionan en las secciones 4(d) y 4(e).

4. Restricciones.
La licencia otorgada en la anterior Sección 3 está expresamente sujeta y limitada por las siguientes restricciones:

a.	Usted puede distribuir, exhibir públicamente, ejecutar públicamente, o poner a disposición pública la Obra sólo bajo las condiciones de esta Licencia, y Usted debe incluir una copia de esta licencia o del Identificador Universal de Recursos de la misma con cada copia de la Obra que distribuya, exhiba públicamente, ejecute públicamente o ponga a disposición pública. No es posible ofrecer o imponer ninguna condición sobre la Obra que altere o limite las condiciones de esta Licencia o el ejercicio de los derechos de los destinatarios otorgados en este documento. No es posible sublicenciar la Obra. Usted debe mantener intactos todos los avisos que hagan referencia a esta Licencia y a la cláusula de limitación de garantías. Usted no puede distribuir, exhibir públicamente, ejecutar públicamente, o poner a disposición pública la Obra con alguna medida tecnológica que controle el acceso o la utilización de ella de una forma que sea inconsistente con las condiciones de esta Licencia. Lo anterior se aplica a la Obra incorporada a una Obra Colectiva, pero esto no exige que la Obra Colectiva aparte de la obra misma quede sujeta a las condiciones de esta Licencia. Si Usted crea una Obra Colectiva, previo aviso de cualquier Licenciante debe, en la medida de lo posible, eliminar de la Obra Colectiva cualquier referencia a dicho Licenciante o al Autor Original, según lo solicitado por el Licenciante y conforme lo exige la cláusula 4(c).

b.	Usted no puede ejercer ninguno de los derechos que le han sido otorgados en la Sección 3 precedente de modo que estén principalmente destinados o directamente dirigidos a conseguir un provecho comercial o una compensación monetaria privada. El intercambio de la Obra por otras obras protegidas por derechos de autor, ya sea a través de un sistema para compartir archivos digitales (digital file-sharing) o de cualquier otra manera no será considerado como estar destinado principalmente o dirigido directamente a conseguir un provecho comercial o una compensación monetaria privada, siempre que no se realice un pago mediante una compensación monetaria en relación con el intercambio de obras protegidas por el derecho de autor.

c.	Si usted distribuye, exhibe públicamente, ejecuta públicamente o ejecuta públicamente en forma digital la Obra o cualquier Obra Derivada u Obra Colectiva, Usted debe mantener intacta toda la información de derecho de autor de la Obra y proporcionar, de forma razonable según el medio o manera que Usted esté utilizando: (i) el nombre del Autor Original si está provisto (o seudónimo, si fuere aplicable), 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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