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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
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TL;DR: Based on the beam-on-elastic-foundation (BEF) model, an empirical approach accounting for the variation in temperature-induced strut loads at all levels was established as discussed by the authors.
6 citations
TL;DR: In this paper, the suitability of the Group Method of Data Handling (GMDH)-type neural network (NN) to estimate the subgrade reaction modulus of clayey soils has been investigated.
6 citations
Abstract: Asphalt mow strips are typically used as vegetation barriers around guardrail posts in the design of roadside safety structures. Asphalt mow strips have historically been modeled as a rigid layer in simulations; this assumption results in significant ground level restraint on the guardrail post. However, experiments have shown that asphalt rupture should be considered in the analysis of the response of guardrail posts embedded in mow strips. The present study investigates the effect of asphalt material properties and mow strip geometry on guardrail post performance using finite element simulations. Numerical simulations are performed and correlated with results from static experiments and material testing. The test simulations and experimental results are used to evaluate the response of guardrail posts with various mow strip designs to predict the level of restraint from the asphalt layer. The model is then used to investigate the effects of asphalt material properties and mow strip geometry on the overall performance of the system. The results demonstrate that including asphalt rupture in numerical simulations is essential in accurately predicting the behavior of guardrail posts installed in asphalt mow strips. In addition, mow strip geometry along with asphalt material properties significantly affect the guardrail post response.
6 citations
Cites methods from "Foundation analysis and design"
...25 was used for the Poisson’s ratio that is typical for the mixture of gravel, coarse sand, and silt [23]....
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01 Jan 2019
TL;DR: In this article, the authors describe the formation of the bump and the problem of finding the boundary of a bump in a road surface with respect to the road surface and the surrounding area.
Abstract: .................................................................................................................................. ii TABLE OF CONTENTS ..............................................................................................................v LIST OF FIGURES ..................................................................................................................... xi LIST OF TABLES .....................................................................................................................xxv ACKNOWLEDGMENTS ...................................................................................................... xxxii CHAPTER 1 INTRODUCTION ................................................................................................1 1.1 Background ......................................................................................................................1 1.2 Problem statement ............................................................................................................2 1.3 Objectives and Scope of work .........................................................................................3 1.4 Outline of Dissertation .....................................................................................................5 CHAPTER 2 LITERATURE REVIEW ...................................................................................7 2.1 Definition of the bump .....................................................................................................7 2.2 Maintenance considerations .............................................................................................8 2.3 Factors affecting the formation of the bump .................................................................11 2.3.1 Settlement of soil underneath approach area ....................................................13 2.3.2 Embankment fill................................................................................................15 2.3.3 Abutment...........................................................................................................17 2.3.3.1 Abutment type ............................................................................................17
6 citations
Additional excerpts
...Bowles (1997) provides an equation to estimate Ldd when Q = 0 as follows: 𝐿𝑑𝑑 = 𝐿𝑝 − 𝐻𝑓 𝐿𝑑𝑑 ( 𝐿𝑝 − 𝐻𝑓 2 + 𝛾𝑓 ′𝐻𝑓 𝛾𝑛′ ) − 2𝛾𝑓 ′𝐻𝑓 𝛾𝑛′ 6-11 Equation 6-11 appears to accurately predict the location of the neutral point for all simulated piles with (Q = 0)....
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TL;DR: In this paper, the authors investigated the relationship between grouting pressure and the physico-mechanical properties of grouted soil and found that grouting caused soil replacement rather than soil densification in the examined cases.
Abstract: The Marmara earthquake in 1999 was a turning point for Turkey in terms of the emphasis to construct earthquake resistant buildings and to control the performance of existing buildings To this end, a large number of seismically weak buildings have been inspected Inherently, a majority of them required some remediation in their foundations Grouting studies around the foundations of five stories, reinforced concrete buildings with brick walls and strip foundations on three different sites have been conducted The buildings are built on SC (silty sands) and SM (clayey sands) soils with high ground water level A grout with a 1:3 cement–water ratio was injected near the columns, and the grouting holes were as much as 7 m deep around the basement level The injection density was about 10–12 m2/borehole The soils had low standard penetration test (SPT) (number of blows N) values before grouting After grouting, the 547 mm (NX size) core samples that were obtained from verification boreholes demonstrated that their uniaxial compressive strength and Young’s modulus were remarkably advanced, reaching up to 354 and 512 MPa, respectively Meanwhile, grouting caused a slight increase in the unit weight of the soils in the examined cases Similarly, a remarkable relationship was not observed between the operational factors, like grouting pressure and the physico-mechanical properties of grouted soil Thin sections of the core samples were visualised under polarized light from crossed nicol prisms, which illustrated that small voids that are about 10–30 μm in diameter were homogeneously distributed; additionally, individual voids may reach up to 300 μm in size This also demonstrated that soil has been replaced by cement and that the amount of voids is highly noticeable, which may explain why the unit weight was not considerably increased In these cases, a relationship between soil densification and an improvement of compressive strength and Young’s modulus was thus not observed The study showed that grouting caused soil replacement rather than soil densification in the examined cases It has dramatically increased the bearing capacity of the tested soils This practice can be employed to form tough soils when foundations of existing buildings need strengthening
6 citations
Additional excerpts
...15) for saturated sands suggested by Bowles (1997)....
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