Taneri, Hazal

Profile URL
https://hdl.handle.net/11147/15965
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Main Affiliation
01. Izmir Institute of Technology
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WoS Researcher ID

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Scholarly Output

2

Articles

1

Views / Downloads

1196/855

Supervised MSc Theses

1

Supervised PhD Theses

0

WoS Citation Count

9

Scopus Citation Count

8

Patents

0

Projects

0

WoS Citations per Publication

4.50

Scopus Citations per Publication

4.00

Open Access Source

1

Supervised Theses

1

JournalCount
Acta Geotechnica1
Current Page: 1 / 1

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Author of Publication: search.filters.isAuthorOfPublication.bade09cd-f582-4e9b-9d63-ef18e53ee3e1

Scholarly Output Search Results

Now showing 1 - 2 of 2
  • Article
    Citation - WoS: 9
    Citation - Scopus: 8
    Effect of Drainage Conditions on Cpt Resistance of Silty Sand: Physical Model and Field Tests
    (Springer, 2023) Ecemis, Nurhan; Arık, Mustafa Sezer; Arık, Mustafa Sezer; Taneri, Hazal; Taneri, Hazal; Ecemiş, Nurhan; 01. Izmir Institute of Technology; 03.03. Department of Civil Engineering; 03. Faculty of Engineering
    The influence of drainage conditions on cone penetration test (CPT) resistance and the excess pore pressure during cone penetration in sand and silty sand are examined using field and physical model tests. Drainage can generally occur in saturated clean sand and silty sand under certain conditions. This work aims to understand and explain the effect of sand and silty sand drainage conditions on CPT resistance and pore pressure through the coefficient of consolidation (c h) and penetration rate (v). The physical model test results indicate the significant effect of excess pore pressures and their dissipation rates, depending on the coefficient of consolidation (silt content) and the penetration rate on cone resistance. For the same relative density, normalized CPT resistance decreases as there is a reduction in c h (or an increase in silt content) or an increase in penetration rate. The difference in CPT resistance in silty sand is attributed to drainage conditions. Finally, the results revealed in this study and the field test data reported in the literature were combined to develop an equation for the effect of drainage conditions on excess pore water pressure and CPT resistance. © 2023, The Author(s), under exclusive licence to Springer-Verlag GmbH Germany, part of Springer Nature.
  • Master Thesis
    Field Investigation-Effect of Coefficient of Consolidation and Relative Density on Cone Penetration Resistance
    (01. Izmir Institute of Technology, 2021) Taneri, Hazal; Ecemiş Zeren, Nurhan; 01. Izmir Institute of Technology
    Coefficient of consolidation (ch) and relative density (Dr) are major parameters to explain soil behavior of silty sands. In this study, it was aimed to compare the effects of ch and Dr of drained, partially drained and undrained soils on cone penetration resistance and excess pore water pressure. Several field tests; piezocone penetration test (CPTu), standard penetration test (SPT), pore pressure dissipation test (PPDT) and direct push permeability test (DPPT) were conducted on the Northern side of the Izmir Gulf at 20 different locations in 2013 by Ecemis et al. At each location between Cigli and Karsiyaka tests were performed 2.6 m apart from each other. The cone resistance qc, the frictional resistance fs, and pore water pressure behind cone u2 were obtained from CPTu tests. During the investigation, the effect of ch obtained from PPDT and DPPT which were conducted at the same depths for each borehole could be examined. SPT tests were used to estimate the Dr of the soil. The disturbed soil samples collected from the boreholes were classified as poorly graded clean sand (SP) to silty sand (SM) and clayey sand (SC). Results showed that qc decreased and u2 increased as the non-dimensional penetration rate (T= vd/ch) increased at the same Dr. From drained to undrained penetration, limit values for the T were determined, and it was seen that T and Dr influenced qc and u2 from medium dense to loose silty sands. Also, it was observed that u2 will be negative for denser silty sands.