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Editor's Notes

• #3: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #4: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #5: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #6: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #7: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #8: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #9: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #10: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #11: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #12: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #13: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #14: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #15: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #16: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #17: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #18: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.
• #19: The deep foundations of a major bridge in Europe have been designed by interpreting the results of full scale pile tests under both axial and transverse loadings. The present example only with the axial compressive resistance of the piles and aims to show how the results of static compression load tests should be interpreted following Eurocode 7. The foundations on open-ended driven piles have to be designed in order to carry vertical compressive loads. In the following design calculations, only ultimate limit states in persistent and transient situations are considered. The permanent vertical compressive load is 31 MN and the vertical accidental load is 16 MN . The purpose of the design is to determine the number of driven piles of length 55.5m required to carry this load. It is assumed that there is no need to take into account any group effect for the pile foundation. The full design of the foundation would also require the serviceability limit states to be checked, e.g. a check that the settlement of the foundation is acceptable. A typical soil profile consists of 20-30 m of very soft clay (mud), muddy sands, sands and clays and, finally, sands and gravels at the level of the expected location of the base of the piles.