Book•
Foundation analysis and design
01 Jan 1968-
TL;DR: In this paper, Fondation de soutenagement et al. presented a reference record for Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08.
Abstract: Keywords: Fondation ; Mur de soutenement ; Pieux ; Capacite portante ; Ancrage ; Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08
Citations
More filters
TL;DR: In this paper, the authors developed a method for the calibration of resistance factors for load and resistance factor design (LRFD) of shallow foundations at the service limit state, where the bearing soil strength and stiffness parameters were assumed to be random variables.
Abstract: The design of shallow foundations typically involves two-steps: (1) the calculation of ultimate bearing capacity based on general bearing capacity theories and (2) the calculation of maximum contact pressure to produce an allowable total settlement. The allowable bearing capacity for the shallow foundation system is the lesser of the ultimate bearing capacity, divided by a factor of safety, and the computed maximum allowable contact pressure. Currently, these calculations utilise nominal values of soil strength and stiffness parameters and do not explicitly account for their uncertainty. This paper develops a method for the calibration of resistance factors for load and resistance factor design (LRFD) of shallow foundations at the service limit state. The bearing soil strength and stiffness parameters are assumed to be random variables and the standard elastic settlement equations are combined with the Monte Carlo simulation technique to develop a series of probabilistic pressure–settlement curves. Based ...
3 citations
Cites background from "Foundation analysis and design"
...To that end, the mean of the elastic modulus, Es, was assumed to be 30 MPa (Bowles 1996, Das 2004, McCarthy 2007) and the mean of the drained friction angle, f?, was assumed as 328....
[...]
TL;DR: In this article, the authors discuss the reasons for commonly observed variations of the shape of the load-settlement curves obtained by testing bored piles and the use of the Elastic Shortening Line (ESL) in interpretation of load settlement curves.
Abstract: Static load testing of piles yield only the load-settlement behaviour of piles While it is useful to get the load-settlement behaviour, the static load testing yields no other direct information regarding the distribution of load carrying capacity along the pile shaft and at the pile toe However, various researchers have shown that the shape of the load-settlement curve can be interpreted to get such information This paper attempts to discuss the reasons for commonly observed variations of the shape of the load-settlement curves obtained by testing bored piles and the use of the Elastic Shortening Line (ESL) in interpretation of the load-settlement curves Load-settlement curves are categorized using the ESL and a mathematical model, developed to simulate the load-settlement behaviour of piles, is used to investigate the reasons for variation of the shape of the load-settlement curves of different categories Accuracy of the commonly used Van Weele [8] method to estimate the skin friction from the load settlement curve is also discussed
3 citations
Cites background or methods from "Foundation analysis and design"
...The system of equations, given by Equation [6], could be solved to obtain the unknown displacement vector [S]....
[...]
...If the load acting on the pile is increased from zero to the ultimate capacity, following three stages could be identified [1]:...
[...]
...The elastic compression of the pile shaft (�p), corresponding to an increase of �p of the pile top force, during stages II & III can be mathematically represented using the onedimensional Hook's law as given in Equation [1]....
[...]
...P) is the total settlement of the pile at the top minus the elastic compression of the pile shaft given by Equation [1]....
[...]
...Three cases were studied by assigning The above equation can be re-written in terms of settlement and spring stiffness as given in Equations (4) and (5): Similarly, n number of equations can be obtained for 11 number of elements and the stiffness of the n" pile element, k, should be replaced with the stiffness of the toe spring, k1oe....
[...]
TL;DR: In this article, the accuracy of the analytical Marston method for predicting horizontal earth pressure would be improved by using K values that are determined as a function of backfill geotechnical parameters and also excavation geometry.
Abstract: The backfilling of underground stopes in mines has become common practice in the mining industry as it increases the stability of mine excavations and reduces environmental problems. The backfilling process involves several technical aspects that must be assessed to ensure that the backfilling objectives are achieved. The horizontal stress exerted by backfill on excavation walls must be estimated accurately to avoid the failure of mine pillars. The analytical Marston method is often used for evaluating this stress as it takes into consideration an earth pressure coefficient (K) that is dependent on the geotechnical properties of the backfill. This paper demonstrates that the accuracy of the Marston method for predicting horizontal earth pressure would be improved by using K values that are determined as a function of backfill geotechnical parameters and also excavation geometry. Both components vary inevitably from one backfilled site to another. A methodology is developed to adjust the K value to be a function of these parameters for its application within the Marston analytical method thereby providing a more accurate prediction of earth pressure. Based on various geometric and geomechanical parameters, two graphs are developed to evaluate proper earth pressure values. These graphs can be used for estimating more accurate K values that are based on the characteristics of the stope and the backfill material.
3 citations
TL;DR: Applications demonstrate the effectiveness of the proposed approach and the role of the dolphin-fender interaction in withstanding the berthing actions, making it possible to design a flexible berthing structure also in the case of relatively shallow water depths.
3 citations
TL;DR: In this article, the failure of an under-reamed pile foundation supporting a transmission line tower is described, and an assessment of in-service pile conditions, i.e., in-built length, depth of bu...
Abstract: The present paper describes the failure of an under-reamed pile foundation supporting a transmission line tower. Assessment of in-service pile conditions, i.e., in-built length, depth of bu...
3 citations