Ali Noorzad
@sbu.ac.ir
Faculty of Civil, Water and Environmental Engineering
Shahid Beheshti University
RESEARCH, TEACHING, or OTHER INTERESTS
Civil and Structural Engineering, Geotechnical Engineering and Engineering Geology, Biotechnology, Building and Construction
Scopus Publications
Scholar Citations
Scholar h-index
Scholar i10-index
Scopus Publications
Babak Ebrahimian, Ali Akbar Ehterami, and Ali Noorzad
Elsevier BV
Alireza Ayati Ahmadi, Ali Noorzad, Hamid Mohammadnezhad, and Ali Asghar Mirghasemi
Springer Science and Business Media LLC
Ehsan Badakhshan, Ali Noorzad, Jean Vaunat, and Guillaume Veylon
American Society of Civil Engineers (ASCE)
Amin Falamaki, Ali Noorzad, Mehdi Homaee, and Amir Hossein Vakili
Springer Science and Business Media LLC
Rohollah Taslimian and Ali Noorzad
Springer Science and Business Media LLC
Hamoun Alimoradi, Ali Noorzad, and Babak Ebrahimian
Elsevier BV
Saeed Golmoghani Ebrahimi, Ali Noorzad, and Hosein Javaheri Kupaei
Springer Science and Business Media LLC
Nazanin Mahbubi Motlagh, Ahmad-Reza Mahboubi Ardakani, and Ali Noorzad
Springer Science and Business Media LLC
Alireza Komaei, Ali Noorzad, and Pooria Ghadir
Elsevier BV
Mostafa Zamanian, Mahdi Salimi, Meghdad Payan, Ali Noorzad, and Marzieh Hassanvandian
Elsevier BV
Aylin Nouri, Ali Noorzad, Jean-Michel Pereira, and Anh Minh Tang
Springer Science and Business Media LLC
Ehsan Badakhshan, Ali Noorzad, and Jean Vaunat
American Society of Civil Engineers (ASCE)
Alireza Ayati Ahmadi, Ali Noorzad, Hamid MohammadNezhad, and Ali Asghar Mirghasemi
Springer Science and Business Media LLC
Nazanin Mahbubi Motlagh, Ahmad-Reza Mahboubi Ardakani, and Ali Noorzad
Springer Science and Business Media LLC
A.M. Safaee, A. Mahboubi, and A. Noorzad
Thomas Telford Ltd.
As the use of geogrid reinforced soil (GRS) walls increases, appropriate solutions should be considered to improve their performance. In recent years, wall construction in the multi-tiered configuration has improved both static and post-earthquake behavior, and become an appropriate approach to building high-reinforced soil walls. In addition to the above approach, treatment of the soil used as the wall backfill is also a suitable solution to enhance the wall performance. In this study, a combination of the two above concepts has been employed for better understanding the GRS wall behavior by developing a series of reduced-scale physical models. One-meter-high models in one- and multi-tiered fashion were tested backfilled with untreated and treated (by adding a combination of cement and polypropylene fibers) silty sand mixture. A comparison of the 1g shaking table tests among wall models subjected to seismic waves indicated the influence of the treating solutions on the dynamic response of the walls. The findings suggest that use of the two proposed approaches in the GRS walls construction has a notable effect on the wall stability after construction and during an earthquake. It also improves the essential seismic parameters such as displacement and acceleration responses.
A. Nouri, A. Noorzad, J.-M. Pereira, and A. M. Tang
Thomas Telford Ltd.
In this study, the influence of cyclic thermal loading on the mechanical response of an energy pile installed in saturated clay subjected to sustained combined axial/horizontal mechanical loading was investigated using physical modelling. After completion of the soil saturation process and prior to starting the thermo-mechanical loading, the pile fixation was released inducing pile head heave. When the rate of pile head heave became small, the model pile was subjected to compression axial loading of 100 N (i.e. 20% of the estimated ultimate axial load) followed by horizontal loading of 35, 71 and 109 N (corresponding to accumulative pile head horizontal displacements of 4, 7 and 12% of pile diameter) before subsequent 15 heating–cooling cycles. The results indicated that imposing heating–cooling cycles to the pile resulted in irreversible horizontal displacement, accumulating at a reducing rate as the number of thermal cycles increased. By the end of the 15th cycle, the accumulated irreversible horizontal displacement was estimated at 0·57, 1·15 and 1·84% of pile diameter under the horizontal loads of 35, 71 and 109 N, respectively. Reversely, thermally induced pile head axial displacement at the end of the 15th cycle is practically insignificant (smaller than 0·1% of pile diameter).
Mohammad Safi and Ali Noorzad
Springer Nature Singapore
Alireza Sadeghabadi, Ali Noorzad, and Amirali Zad
CRC Press
Hussein Ahmad, Ahmad Mahboubi, Ali Noorzad, and Mostafa Zamanian
Informa UK Limited
ABSTRACT This study reports the results of experiments conducted on strip foundations with and without reinforced geogrids over fine sand and with a wraparound geogrid arrangement. A load up to 25 kN was applied to the strip foundations to determine the loading-settlement response. These tests examined the number of planar and folded geogrid sheets, the placement of folded geogrids in the soil bed, the thickness of folded geogrid sheets, the length of wraps and overlaps, and the spacing between folded and planar geogrid sheets. The results indicate that the performance of the foundations due to static loading is better for folded geogrid-reinforced sand than for planar geogrid-reinforced sand. Overall, the results demonstrate that reinforced soil foundations with sufficiently folded geogrid layers behave much stiffer and thus can support higher loads with a lower settlement than planar reinforced soils. Moreover, the results indicate that the values of the embedment depth of the overlap element (d), the lower part (D), and the thickness (x) of the folded geogrid are 0.2, 0.4, and 0.2 of the foundation widths (B), respectively. As a result, by increasing the number of geogrid layers, the settlement rate is reduced significantly, and it is recommended that these layers be placed vertically without vertical spacing (h/B = 0).
Rohollah Taslimian, Ali Noorzad, and Mohammad Reza Maleki Javan
Informa UK Limited
ABSTRACT In order to identify the liquefaction potential, soil is considered as homogeneous horizontal layers in all previous studies. However, in reality, soil is composed of layers with some irregularities. Therefore, in the present research, the liquefaction potential of two layers of saturated sand is evaluated considering the irregular topography of layers. The effect of different topographies including crown and valley shapes of one, two, and four sine waves has been considered using two-dimensional models subjected to earthquakes. The results indicate that the irregularly embedded topographies play a role in assessing liquefaction, which can be useful in geotechnical earthquake engineering.
Hussein Ahmad, Mohammad Hosein Hoseini, Ahmad Mahboubi, Ali Noorzad, and Mostafa Zamanian
Informa UK Limited
ABSTRACT Due to the shortage of urban land, new buildings are constructed adjacent to old buildings. In this regard, there is limited information about the behaviour of the shallow foundations adjacent to the excavation. In this research, a series of experimental and numerical studies are conducted on reinforced and unreinforced granular soils adjacent to excavation loaded with square footings. The experimental results are in good agreement with the numerical study. Numerical investigations were carried out on sandy excavation by varying the footing distance from the edge of the different granular excavations. It was found that by using three reinforcing layers, the ultimate bearing capacity would increase. Additionally, excavation has no significant effect in the vicinity of 4B, in which B is the footing width. Furthermore, the need to build new large buildings in the vicinity of each other has reduced the distances between square footings and, as a result, has created the phenomenon of interference in the footings and excavation. This occurs through the interference of wedges and rupture surfaces. Since this phenomenon bears a substantial result on the bearing capacity of shallow footings, this work investigates the effect of interference of ruptured wedges on the carriage capacity, settlement, and deformation of square footings. The optimum interference factor is defined at spacings of 2B and 3B for dense and loose reinforced sands, respectively. Furthermore, by including three continuous geogrid layers underneath two square footing interferences, their behaviour will be improved.
Amirhossein Safari, Ali Noorzad, and Jaber Mamaghanian
Springer Science and Business Media LLC