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Journal articles on the topic 'Embedment ratio'

Author: Grafiati

Published: 5 June 2025

Last updated: 1 August 2025

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1

Zhang, Xin, and Jin Chao Yue. "Experimental Study on the Uplift Resistance of Plate Anchor in Sand." Advanced Materials Research 250-253 (May 2011): 1371–74. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.1371.

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An experimental investigation on the uplift resistance of circular plate anchor in both loose and dense sand is performed. A test set-up and an in-house data acquisition system are developed to capture the force and displacement when anchor uplifting. Two distinct load-displacement responses for plate anchor in loose and dense sand are observed. The peak uplift resistance and dimensionless breakout factor are significantly influenced by the sand density as well as the embedment ratio. The increasing rate of peak uplift resistance with embedment ratio is limited by the critical embedment ratio

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2

Shukla, Rajesh Prasad. "PILE SETTLEMENT INDUCED FROM SOIL MOVEMENT DUE TO BREAKDOWN OF RETAINING WALL." Acta Polytechnica 60, no. 4 (2020): 338–48. http://dx.doi.org/10.14311/ap.2020.60.0338.

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Very few studies measured the settlement of retaining wall supported piles foundation under a soil movement. This study explores the pile settlement induced from the sudden breakdown of a closely located retaining wall using a small-scale experimental model. Various factors affect the pile settlement, but the influence of the embedment ratio of the pile and collapsed height of the retaining wall is relatively more visible. The induced settlement decreases with pile embedment depth and increases with the collapsed height of the retaining wall. The pile settlement initially increases at a higher

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3

Rawat, Priyanka, and Rakesh Kumar Dutta. "Pressure Settlement Behaviour and Bearing Capacity of Asymmetric Embedded Plus Shaped Footing on Layered Sand." Civil and Environmental Engineering Reports 31, no. 3 (2021): 152–76. http://dx.doi.org/10.2478/ceer-2021-0039.

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Abstract The aim of the present numerical study was to analyse the pressure settlement behaviour and bearing capacity of asymmetric plus shaped footing resting on loose sand overlying dense sand at varying embedment depth. The numerical investigation was carried out using ABAQUS software. The effect of depth of embedment, friction angle of upper loose and lower dense sand layer and thickness of upper loose sand on the bearing capacity of the asymmetric plus shaped footing was studied in this investigation. Further, the comparison of the results of the bearing capacity was made between the asym

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4

Lee, In-Hwan, and Keon-Ho Kim. "Effect of physical properties of softwoods on embedment strength performance of self-tapping screws." BioResources 18, no. 2 (2023): 3576–89. http://dx.doi.org/10.15376/biores.18.2.3576-3589.

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The embedment strength performance of the self-tapping screw (STS) connector, used as a cross-laminated timber fastener, was evaluated considering tree species’ density and load direction as parameters. The STS had a diameter of 8, 10, and 12 mm. Considering the characteristics of the STS, the embedment strength of the threaded area and the shank area were compared. A larger diameter of the STS resulted in a higher yield load in all directions of the respective wood. The effective embedment area can estimate a more accurate value for the embedment strength. The embedment strength of the longit

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Hao, Dong Xue, Yu Cong Gao, and Rong Chen. "Estimation of Uplift Capacity of Excavated Foundation of Transmission Lines." Applied Mechanics and Materials 680 (October 2014): 361–64. http://dx.doi.org/10.4028/www.scientific.net/amm.680.361.

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Finite element model for the system of foundation and its surrounding homogeneous soil is established based on software ABAQUS to analyze the uplift behavior of excavated foundation of transmission lines. The influence of soil properties and embedment ratio were analyzed. Deep mode occurs when embedment ratio is more than 4. As for shallow mode, the shearing method based on cylinder sliding surface was used to estimate uplift capacity. The expression of nominal uplift coefficient of earth pressure Ku in the formula was determined via back-calculation and fitting, which is the function of embed

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6

Wang, An-hui, Yan-fang Zhang, Fan Xia, Ru-ping Luo, and Ning Wang. "Ultimate Bearing Capacity of Ring Foundations Embedded in Undrained Homogeneous Clay." Geofluids 2022 (July 13, 2022): 1–11. http://dx.doi.org/10.1155/2022/6382799.

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A ring foundation is widely used in bridges, water towers, caissons, and other engineering structures, and its ultimate bearing capacity is one of the significant concerns in engineering design. This paper is aimed at exploring the ultimate bearing capacity of ring foundations embedded in undrained clay. Based on the finite element limit analysis, effects of the inside-to-outside radius ratio, embedment depth ratio, cutting face inclination angle, and face roughness on the vertical ultimate bearing capacity of ring foundations are investigated. The results show that the ultimate bearing capaci

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7

Dong, Weiqun, Qiao Li, Hao Zhang, Zhiqiang Wang, Jianhui Zhou, and Meng Gong. "Embedment Strength of Cross-Laminated Timber for Smooth Dowel-type Fasteners." MATEC Web of Conferences 275 (2019): 01020. http://dx.doi.org/10.1051/matecconf/201927501020.

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Embedment strength is a significant property in the dowel type connection in timber structure, i.e. cross-laminated timber (CLT). The CLT design properties are different from those of sawn timber (ST) and glued-laminated timber (GLT) because of the orthogonal structure, which may particularly have influence on the design of connections. The layup feature, i.e. the thickness ratio of transverse layer (TRTL) was considered as an effective factor on CLT embedment strength in this study, except for other factors, i.e. wood density, smooth dowel diameter, and loading angle. Approximate 660 embedmen

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8

JAYA, V., G. R. DODAGOUDAR, and A. BOOMINATHAN. "SEISMIC SOIL–FOUNDATION–STRUCTURE INTERACTION ANALYSIS OF DEEPLY EMBEDDED VENTILATION STACK." Journal of Earthquake and Tsunami 06, no. 01 (2012): 1250003. http://dx.doi.org/10.1142/s1793431112500030.

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In this paper, the seismic response analysis of deeply embedded ventilation stack is addressed by considering the effects of soil–foundation–structure interaction (SFSI). Seismic SFSI analysis of the stack subjected to a site-specific design ground motion is carried out using finite element method. A parametric sensitivity analysis is made to investigate the effect of embedment and shear wave velocity ratio of the subsurface profile on the seismic response of the stack. The first series of the SFSI analysis is carried out for the stack with surface footing using computer program SASSI 2000. Th

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9

Wang, D., and C. D. O’Loughlin. "Numerical study of pull-out capacities of dynamically embedded plate anchors." Canadian Geotechnical Journal 51, no. 11 (2014): 1263–72. http://dx.doi.org/10.1139/cgj-2013-0485.

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Dynamically embedded plate anchors (DEPLAs) are a type of offshore anchor that combine the capacity advantages of vertically loaded plate anchors with the installation benefits of dynamically installed anchors. DEPLA capacity under monotonic loading conditions in clay has been investigated through centrifuge and field tests. In this paper, the monotonic capacity of DEPLAs in normally consolidated clay was studied using a three-dimensional large deformation finite element approach based on frequent mesh regeneration. Results from the numerical simulations were validated by comparison with centr

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10

Al-Sumaiday, Hashim G. Rasheed, and Israa S. Hussain Al-Tikrity. "Experimental Investigation of the Bearing Pressure for Circular and Ring Footings on Sand." Tikrit Journal of Engineering Sciences 20, no. 3 (2013): 64–74. http://dx.doi.org/10.25130/tjes.20.3.07.

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This paper presents the results of laboratory model tests of bearing pressure of circular and ring footing on sand. The effects of the embedment depth, internal friction of sand and the ratio of the inner to the outer diameter of the ring footing have been studied, in order to understand the behavior of the sand under the ring footing comparing with the circular one. An optimum ratio of the inner to outer diameter of the ring footing have been indicated which was (0.4), at which the bearing capacity will be greater than the circular footing. Also, the results indicated that there was no intere

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11

Sinha, S., M. Fok, A. Davenport, et al. "Use of the embedded peritoneal dialysis catheter." Annals of The Royal College of Surgeons of England 100, no. 7 (2018): 534–44. http://dx.doi.org/10.1308/rcsann.2018.0088.

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Introduction The use of embedded peritoneal dialysis (PD) catheters is purported to offer numerous benefits over standard placement. However, the optimum period of embedment and the effect of prolonged embedment on subsequent catheter function remain unclear. Methods This retrospective observational study looked at adult patients undergoing embedded PD catheter insertion in a large tertiary referral centre in the UK. Possible predictors for catheter non-function at externalisation were investigated. These included patient factors (age, sex, diabetic status, body mass index, ethnicity, smoking

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12

Wang, Xuejiu, and Xin Zhang. "Experimental and Theoretical Research on the Bearing Mechanism of Group Anchors in Sand." Geofluids 2022 (December 28, 2022): 1–14. http://dx.doi.org/10.1155/2022/6448589.

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To investigate the bearing mechanism and efficiency of group anchors in sand, upward pulling tests of model group anchors were carried out for different conditions of the sand density, anchor burial depth ratio, and anchor spacing. The results show that the load-displacement relationships for group anchors is similar to that for single anchors, both being nonlinear for the same relative density and embedment ratio. The load-carrying capacity of group anchors is not a simple superposition of the capacities of two single anchors, but has a clear superposition effect, depending on the relative de

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13

Xiao, Zhong, Yan Wang, Ying Liu, et al. "Formulas for Uniaxial Capacities of Tetrapod Bucket Foundations Considering Group Effects in Undrained Clay." Applied Sciences 12, no. 11 (2022): 5353. http://dx.doi.org/10.3390/app12115353.

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Suction bucket foundation is a novel and cheaper foundation used in marine structures, such as offshore wind turbines, breakwater and oil platforms. Compared with a single bucket foundation, tetrapod bucket foundations can bear larger loads because of the group effects. However, the vertical, horizontal and moment capacity factors of tetrapod bucket foundations have not been presented in existing specifications. A series of three-dimensional finite-element analyses were conducted to investigate the group effects on uniaxial capacities and failure mechanisms of tetrapod bucket foundations in un

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14

Ilamparuthi, K., E. A. Dickin, and K. Muthukrisnaiah. "Experimental investigation of the uplift behaviour of circular plate anchors embedded in sand." Canadian Geotechnical Journal 39, no. 3 (2002): 648–64. http://dx.doi.org/10.1139/t02-005.

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An experimental investigation of the uplift behaviour of relatively large scale model circular plate anchors up to 400 mm in diameter embedded in loose, medium-dense, and dense dry sand is described. Uplift capacity is strongly influenced by anchor diameter, embedment ratio, and sand density. In tests on shallow half-cut models, a gently curved rupture surface emerged from the top edge of the anchor to the sand surface at approximately ϕ/2 to the vertical, where ϕ is the angle of shearing resistance. For a deep anchor, a balloon-shaped rupture surface emerged at 0.8ϕ to the vertical immediatel

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15

Ohene-Coffie, Francis, Charles K. Kankam, Selase A. K. Kpo, George Oti Boateng, and Ezekiel Sackitey Nanor. "Anchorage Bond Strength of Glass Fibre Polymer Reinforced Concrete with Palm Kernel Shells as Partial Coarse Aggregate." Journal of Engineering Research and Reports 26, no. 7 (2024): 1–16. http://dx.doi.org/10.9734/jerr/2024/v26i71189.

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In recent years, the use of GFRP reinforcing bars in place of steel reinforcing bars in concrete structures such as, buildings, roads, and bridges cannot be overlooked as they offer advantages such as higher tensile strength, corrosion resistance, reduced weight and cost effectiveness compared to steel reinforcing bars. The use of PKS as partial coarse aggregate in steel reinforced concrete has been studied by several researchers and found to produce lightweight concrete and reduce construction cost but, the application of GFRP reinforcing bars in LWC such as PKSC, presents a unique structural

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16

Yalcin, A. S., and G. G. Meyerhof. "Bearing capacity of flexible piles under eccentric and inclined loads in layered soil." Canadian Geotechnical Journal 28, no. 6 (1991): 909–17. http://dx.doi.org/10.1139/t91-108.

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The bearing capacity of flexible model piles and small pile groups under axial, lateral, and various combinations of eccentric and inclined loads in layered soil consisting of clay overlying sand is investigated. Ultimate pile capacity is found to depend on the eccentricity and inclination of the load and, more significantly, on the ratio of the upper layer thickness to pile embedment. Theoretical estimates based on the concept of effective pile embedment ratio and expressed in terms of equivalent rigid piles agree reasonably well with the experimental values. The behaviour of 2 × 2 flexible m

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17

Li, Dianqi, Yongzhou Cheng, Yu Yao, Xunxiao Li, and Xianhe Lu. "Experimental Study on 3D Scour Around an Embedded Submarine Pipeline Under Oblique Waves." Journal of Disaster Research 11, no. 5 (2016): 989–94. http://dx.doi.org/10.20965/jdr.2016.p0989.

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Wave deformation on a sloping seabed and the incident angle of waves greatly influence local submarine pipeline scour. Most previous studies on such scour considered wave deformation but not incident wave angle. Using regular waves with an incident angle of 45°, we investigated 3D scour around an embedded submarine pipeline under oblique waves in experiments. After examining wave deformation near the pipeline at different embedment depths, we analyzed how seabed scour evolved around the pipeline. Results of experiments showed that under oblique wave action, pipeline embedment depth affected wa

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18

A V, KRISHNAN, SIVAPRIYA S V, and V. NAGARAJAN. "Finite Element Analysis of HYPAR Shell Footings with Variation in Edge Beam Dimensions and Embedment Ratio." INTERNATIONAL JOURNAL OF EARTH SCIENCES AND ENGINEERING 10, no. 02 (2017): 150–54. http://dx.doi.org/10.21276/ijee.2017.10.0201.

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19

Hao, Dong Xue, Jin Zhong Zhang, and Rong Chen. "The Influence of Geometry of Pedestal Piles in Silt on Uplift Behavior." Applied Mechanics and Materials 680 (October 2014): 426–29. http://dx.doi.org/10.4028/www.scientific.net/amm.680.426.

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The uplift behavior of rigid pedestal pile is affected by the geometry, which is not totally same with plate anchor. A series of uplift tests of relatively large scale pile models with various dimensions in silt soil have been conducted to investigate the influence of angles of enlarged base, ratio of base and shaft diameters and embedment ratios. The whole trend is that uplift capacity will decrease with the increase of angle of enlarged base. The maximum difference of ultimate uplift load for various angles of enlarged base is within 20%. Soil surrounding pile base can be mobilized when rati

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20

Zhang, Yanjie, Houle Zhang, and Yongxin Wu. "Dynamic Response of Rectangular Tunnels Embedded at Various Depths in Spatially Variable Soils." Applied Sciences 12, no. 21 (2022): 10719. http://dx.doi.org/10.3390/app122110719.

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This study investigated the seismic response of rectangular tunnels with various embedment depths considering the spatial variability of soil shear modulus. The spectral representation method was adopted to simulate the anisotropic random field of soil. The excess pore water pressure, the liquefied zone, the ground displacement and the uplift displacement of the tunnel were obtained through the random finite difference method to analyze the seismic response. It was observed that the soil excess pore water pressure ratio under the tunnel gradually decreased and the liquefaction degree reduced w

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21

Khezri, Ali, Hongbae Park, and Daeyong Lee. "Numerical Study on the Lateral Load Response of Offshore Monopile Foundations in Clay: Effect of Slenderness Ratio." Applied Sciences 14, no. 18 (2024): 8366. http://dx.doi.org/10.3390/app14188366.

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To meet growing energy demands, offshore wind turbines (OWTs) with higher energy outputs are being developed, presenting increased challenges for their foundation design. Over the past decade, extensive research on the design optimization of OWT support structures has significantly reduced the anticipated costs of offshore wind farm development. Various design methods have been developed and applied in practice, each with its own advantages and limitations. In this study, 3D finite element (FE) modeling, validated against the measured response of a large-scale test monopile, is used to investi

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22

Vulpe, Cristina, Susan M. Gourvenec, and Alexander F. Cornelius. "Effect of embedment on consolidated undrained capacity of skirted circular foundations in soft clay under planar loading." Canadian Geotechnical Journal 54, no. 2 (2017): 158–72. http://dx.doi.org/10.1139/cgj-2016-0265.

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The effect of foundation embedment ratio and soil–skirt interface roughness on the consolidated undrained capacity of skirted circular foundations under planar loading in normally consolidated clay has been investigated through coupled three-dimensional finite element analyses. Results are presented as failure envelopes, and changes in shape and size of the normalized vertical–horizontal–moment (VHM) failure envelopes are described as a function of relative magnitude and duration of applied preload. Results show that embedment ratio and interface roughness affect the load distribution within t

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23

Al-Murshde, Kareem R., Kadhim N. Kadhim, and Hana'a M. Alkassar. "EXPERIMENTAL STUDY OF STABILITY OF CELLULAR RETAINING STRUCTURE FOR SATURETED SOILS." Kufa Journal of Engineering 5, no. 1 (2014): 113–26. http://dx.doi.org/10.30572/2018/kje/511232.

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Series of laboratory tests have been carried out on one (single) circular and diaphragm cells of different width to height ratio (0.75, 1.00), to study the stability of cellular retaining structures in saturation soils. The tests include the following factors, such as the effect of berm ratios (back fill of cell) (0.2H, 0.4H) , embedment depth ratios (0.2H, 0.4H ), other factors such as cell width and soil type were studied too. Three types of soils are used subbase, sand passing sieve No.4 and river sand. Where used models statistically to find out relationship between the berm, embedment dep

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24

Yang, Xuefeng, Tianpeng Wu, Liming Ren, et al. "Mechanisms of Stress Sensitivity on Artificial Fracture Conductivity in the Flowback Stage of Shale Gas Wells." Processes 11, no. 9 (2023): 2760. http://dx.doi.org/10.3390/pr11092760.

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The presence of a reasonable flowback system after fracturing is a necessary condition for the high production of shale gas wells. At present, the optimization of the flowback system lacks a relevant theoretical basis. Due to this lack, this study established a new method for evaluating the conductivity of artificial fractures in shale, which can quantitatively characterize the backflow, embedment, and fragmentation of proppant during the flowback process. Then, the mechanism of the stress sensitivity of artificial fractures on fracture conductivity during the flowback stage of the shale gas w

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25

Roy, Kshama, Bipul Hawlader, Shawn Kenny, and Ian Moore. "Lateral resistance of pipes and strip anchors buried in dense sand." Canadian Geotechnical Journal 55, no. 12 (2018): 1812–23. http://dx.doi.org/10.1139/cgj-2017-0492.

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The response of buried pipes and vertical strip anchors in dense sand under lateral loading is compared based on finite-element (FE) modeling. Incorporating strain-softening behaviour of dense sand, the progressive development of shear bands and the mobilization of friction and dilation angles along the shear bands are examined, which can explain the variation of peak and post-peak resistances for anchors and pipes. The normalized peak resistance increases with embedment ratio and remains almost constant at large burial depths. When the height of an anchor is equal to the diameter of the pipe,

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26

Prasad, Y. V. S. N., and S. Narasimha Rao. "Pullout behaviour of model pile and helical pile anchors Subjected to lateral cyclic loading." Canadian Geotechnical Journal 31, no. 1 (1994): 110–19. http://dx.doi.org/10.1139/t94-012.

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This paper presents the effect of lateral cyclic loading on the pullout capacity of model and helical piles in clayey soil. The tests were conducted on short rigid model piles in the laboratory in three phases, namely lateral static load tests, lateral cyclic load tests, and vertical pullout tests. From the test results it was found that the lateral cyclic loading affects the pullout capacity of piles substantially. Reduction in pullout capacity mainly depends upon the lateral deflection of the pile during cyclic loading and the embedment ratio of the pile. This reduction in the pullout capaci

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27

Wang, Qinghua, Guobin Gong, and Jian Li Hao. "Double-Cell Prefabricated Utility Tunnel Composed of Groove-Shaped Elements: An Extended Study of Stiffness Reduction Method." Applied Sciences 12, no. 12 (2022): 5982. http://dx.doi.org/10.3390/app12125982.

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Based on the semi-rigid characteristics of a double-cell prefabricated utility tunnel composed of groove-shaped elements (PUTCGE), this paper proposes an extended study of a stiffness reduction method for PUTCGEs by introducing the stiffness reduction and bending moment adjustment coefficients of the sidewalls. The effects of the joint stiffness ratio, the aspect ratio of width to height, the coefficient of subgrade reaction, and the embedment depth of the utility tunnel on the stiffness reduction and bending moment adjustment coefficients were investigated, and calculation formulas were estab

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Khatri, Vishwas N., and Jyant Kumar. "Effect of anchor width on pullout capacity of strip anchors in sand." Canadian Geotechnical Journal 48, no. 3 (2011): 511–17. http://dx.doi.org/10.1139/t10-082.

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By incorporating the variation of peak soil friction angle ([Formula: see text]) with mean principal stress (σm), the effect of anchor width (B) on vertical uplift resistance of a strip anchor plate has been examined. The anchor was embedded horizontally in a granular medium. The analysis was performed using lower bound finite element limit analysis and linear programming. An iterative procedure, proposed recently by the authors, was implemented to incorporate the variation of [Formula: see text] with σm. It is noted that for a given embedment ratio, with a decrease in anchor width (B), (i) th

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29

Tao, Qinglin, Weiping Pei, Hao Zhang, et al. "Experimental Study on the Bonding Performance between Shaped Steel and High-Strength Concrete." Buildings 14, no. 6 (2024): 1639. http://dx.doi.org/10.3390/buildings14061639.

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The integration of steel fibers into high-strength concrete (HSC) offers a solution to address the brittleness and limited ductility typically associated with conventional HSC structures. To investigate the bonding properties between shaped steel and high-strength concrete with steel fiber (SFRC), thirteen tests of the shaped steel/SFRC specimens are conducted to explore the effects of various factors such as steel fiber volume ratio, concrete strength grade, reinforcement ratio, steel embedment depth, and cover thickness on bond–slip behavior. Three distinct failure modes, such as pushout fai

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Turan, Alper, Sean D. Hinchberger, and M. Hesham El Naggar. "Seismic soil–structure interaction in buildings on stiff clay with embedded basement stories." Canadian Geotechnical Journal 50, no. 8 (2013): 858–73. http://dx.doi.org/10.1139/cgj-2011-0083.

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The increasingly popular performance-based design approach requires that soil–structure interaction (SSI) analysis become an integral part of the seismic evaluation. This is particularly important for structures with substantial embedment. The primary objectives of this study are twofold: (i) evaluate the SSI effects for buildings with a basement and (ii) evaluate the ability of two analytical methods to account for SSI effects in seismic design — an analytical solution for kinematic SSI and a nonlinear finite element model. Scaled model shaking table tests were performed on a model building w

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Wu, Guozheng, and Huiming Wang. "Numerical Simulation of Steel Fiber Pull-Out Process Based on Cohesive Zone Model and Unified Phase-Field Theory." Sustainability 15, no. 5 (2023): 4015. http://dx.doi.org/10.3390/su15054015.

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In steel fiber reinforced concrete, the interface is a very complex and weak structure. It is because of the weak interface layer between the steel fiber and the matrix that the reinforcing and toughening properties of the steel fiber cannot be fully exerted. The interface bond performance is the core of the meso-mechanical properties of steel fiber reinforced concrete. To study its influence on the mechanical properties of steel fiber reinforced concrete, three-phase finite element models of steel fiber pull-out are established based on the cohesive zone model and unified phase-field theory b

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Monika, Kangujam, and Th Kiranbala Devi. "Effect of reinforcement on load-carrying capacity of shallow foundation resting on silty clay." Journal of Physics: Conference Series 2779, no. 1 (2024): 012059. http://dx.doi.org/10.1088/1742-6596/2779/1/012059.

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Abstract In this paper, an experiment study investigated the effect of reinforced silty clay on the geotechnical behaviour of the small-scale square foundation models (15cm in length and 15cm in breadth with a thickness of 2.5 cm). A comparison of reinforced and unreinforced soil based on the bearing capacity of the soil and settlement was conducted. Moreover, the laboratory test also includes two cases for reinforced soil regarding the embedment depth of the reinforcement. In the first case, the reinforcement was embedded at a depth equal to u/B = 0.5; in the second case, the reinforcement wa

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33

Hao, Dongxue, Jianyi Che, Rong Chen, Xin Zhang, Chi Yuan, and Xichao Chen. "Experimental Investigation on Behavior of Single-Helix Anchor in Sand Subjected to Uplift Cyclic Loading." Journal of Marine Science and Engineering 10, no. 10 (2022): 1338. http://dx.doi.org/10.3390/jmse10101338.

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Helical anchors have been widely used in geotechnical engineering due to their large uplift resistance. However, the current knowledge of the cyclic performance of helical anchors is still insufficient. Consequently, a series of small-scale model tests are carried out in sand to investigate the influences of embedment ratio, sand compactness and the cyclic parameters on the monotonic, cyclic and post-cyclic performance of single-helix anchors. The tests results indicate that the single-helix anchors with optimal embedment ratio still exhibit a relatively high uplift capacity after suffering cy

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34

Fan, Jin Zhao, Zhong Qiu Xie, and Si Si Liu. "Stability Analysis of the Pile Considering Gravitational Stress." Applied Mechanics and Materials 291-294 (February 2013): 1055–59. http://dx.doi.org/10.4028/www.scientific.net/amm.291-294.1055.

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The article employs the subgrade-reaction theory, leading-out the buckling stability equation of the pile with gravitational stress and frictional resistance which’s top bomb embedded but bottom fixed,and provide the solution ,by using the minimum potential principle.And to consider the pile gravitational stress factors on the influence of the pile buckling load in different embedment ratio cases.

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35

Ali, Ahmed Majeed. "Evaluation of Bearing Capacity of Strip Foundation Subjected to Eccentric Inclined Loads Using Finite Element Method." Journal of Engineering 22, no. 8 (2016): 86–102. http://dx.doi.org/10.31026/j.eng.2016.08.06.

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In real conditions of structures, foundations like retaining walls, industrial machines and platforms in offshore areas are commonly subjected to eccentrically inclined loads. This type of loading significantly affects the overall stability of shallow foundations due to exposing the foundation into two components of loads (horizontal and vertical) and consequently reduces the bearing capacity. Based on a numerical analysis performed using finite element software (Plaxis 3D Foundation), the behavior of model strip foundation rested on dry sand under the effect of eccentric inclined loads

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Zhang, Hai Xia, Guo Rui Liu, and Peng Peng Cao. "Simulation Analysis on Repair of Concrete Beams Using Near-Surface Mounted GFRP Bars." Advanced Materials Research 243-249 (May 2011): 5496–500. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.5496.

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This paper focuses on the characterization of flexural behavior of RC beams strengthened with Near-Surface Mounted (NSM) GFRP bars. Based on ABAQUS, the finite element model for the flexural behavior is established and the simulated results are compared with the test results. The parameters including the amount of GFRP bars, the embedment length of GFRP bars, the types of FRP bars, and the ratio of internal steel reinforcement in the beam for the flexural behavior are discussed. The simulated results show that there has a good agreement with the experiment results. The beams strengthened with

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Mana, Divya S. K., Susan Gourvenec, and Mark F. Randolph. "Experimental investigation of reverse end bearing of offshore shallow foundations." Canadian Geotechnical Journal 50, no. 10 (2013): 1022–33. http://dx.doi.org/10.1139/cgj-2012-0428.

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Shallow skirted foundations can mobilize uplift resistance from end bearing in the short to medium term. However, uncertainty exists over the magnitude of reverse end bearing resistance compared with resistance in compression, and how this might be affected by a gap between the external face of the foundation skirt and the adjacent soil. The study presented in this paper explores this problem through centrifuge model tests, investigating the effect of skirt embedment ratio on (i) the magnitude of reverse end bearing capacity compared with compression capacity, (ii) the uplift displacement asso

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Kim, Y. H., M. S. Hossain, and J. K. Lee. "Dynamic installation of a torpedo anchor in two-layered clays." Canadian Geotechnical Journal 55, no. 3 (2018): 446–54. http://dx.doi.org/10.1139/cgj-2016-0607.

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The behaviour of a torpedo anchor during dynamic installation in two-layered nonhomogeneous clay sediments was investigated through large-deformation finite-element (LDFE) analyses. Parametric analyses were undertaken varying the top layer thickness and strength ratio between two layers. Results show that the location of the demarcation point between the acceleration and deceleration phases of the anchor in the soil relative to the layer interface is the key factor directing the anchor behaviour in layered soils including the final embedment depth. Broadly speaking, the anchor behaviour in sof

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Choudhury, Deepankar, and K. S. Subba Rao. "Seismic uplift capacity of inclined strip anchors." Canadian Geotechnical Journal 42, no. 1 (2005): 263–71. http://dx.doi.org/10.1139/t04-074.

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Uplift capacities of inclined strip anchors in soil with a horizontal ground surface are obtained under seismic conditions. Limit equilibrium approaches with a logarithm-spiral failure surface and pseudostatic seismic forces are adopted in the analysis. The results are presented in the form of seismic uplift capacity factors as functions of anchor inclination, embedment ratio, angle of internal friction of the soil, and horizontal and vertical seismic acceleration coefficients. The uplift capacity factors are worked out separately for cohesion, surcharge, and density components. Use of the pri

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Al-Tirkity, Jawdat K., and Akram H. Al-Taay. "Bearing Capacity of Eccentrically Loaded Strip Footing on Geogrid Reinforced Sand." Tikrit Journal of Engineering Sciences 19, no. 1 (2022): 14–22. http://dx.doi.org/10.25130/tjes.19.1.02.

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This study aims to demonstrate the effects of geogrid reinforcement on the bearing capacity of strip footing under eccentric loading. Numerical analysis using finite element program called (PLAXIS 2D Professional v.8.2) are presented. The effect of each of the depth ratio of the topmost layer of geogrid (u/B), the vertical distance ratio between consecutive layers (h/B), number of geogrid layers (N), and the effective depth ratio of reinforcement (d/B) on the bearing capacity were studied, where (B) is the footing width. Also, the combined effect of load eccentricity ratio (e/B), depth of embe

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Nugroho, Laurencius, Yanuar Haryanto, Hsuan-Teh Hu, et al. "Prestressed Concrete T-Beams Strengthened with Near-Surface Mounted Carbon-Fiber-Reinforced Polymer Rods Under Monotonic Loading: A Finite Element Analysis." Eng 6, no. 2 (2025): 36. https://doi.org/10.3390/eng6020036.

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Prestressed concrete structures, designed to enhance the compressive strength of concrete through internal pretension, are increasingly susceptible to serviceability issues caused by rising live loads, material degradation, and environmental impacts. Strengthening or retrofitting offers a practical and cost-effective alternative to full replacement. This study investigated the flexural strengthening of prestressed concrete T-beams in the negative moment region using near-surface mounted (NSM) carbon-fiber-reinforced polymer (CFRP) rods. Validation against experimental results from the literatu

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Das, Braja M., and Miguel Picorness. "ULTIMATE RESISTANCE OF VERTICAL PLATE ANCHORS IN CLAY." Coastal Engineering Proceedings 1, no. 20 (1986): 134. http://dx.doi.org/10.9753/icce.v20.134.

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Laboratory model test results for the ultimate pullout resistance of vertical square anchors embedded in saturated or near saturated clay have been presented. The undrained shear strength of the clay and the embedment ratio of the anchors have been varied. Based on the model test results, an empirical parametric relationship for estimation of the ultimate pullout resistance of shallow and deep square anchors has been presented.

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Parth, Patel, and P. Parmar Samirsinh. "Experimental and Analytical Study on Uplift Capacity of Square Horizontal Anchor in Cohesionless Soil." Journal of Advances in Geotechnical Engineering 5, no. 3 (2022): 1–14. https://doi.org/10.5281/zenodo.7298849.

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Ground anchors are applicable to Sea-walls, transmission tower, buried pipeline, etc. in which they are subjected to uplift force or tension. The resistance of such uplift or pullout force is obtained using theory of plasticity. The pullout capacity of soil anchor is due to shear strength of surrounding soil, embedded depth, dead weight of plate, etc. Meyerhof and many other has given formulation for such allowable capacity. Many testing methods have been used to study the behavior of anchors (in both sand & clay), including field tests, laboratory tests, numerical analyses (Finite element

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Du, Jiaqing, Shouji Du, Shuilong Shen, and Zhenyu Yin. "Numerical Investigation of the Undrained Compression and Pull-Out Capacity of Suction Foundations in Clay." Polish Maritime Research 22, s1 (2015): 126–35. http://dx.doi.org/10.1515/pomr-2015-0044.

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Abstract This paper presents the results of three-dimensional finite difference analysis of suction foundations in uniform and non-uniform clays under undrained conditions. The Tresca criterion was used to simulate the stress-strain response. The bearing capacity of the foundations was investigated, with the degree of nonhomogeneity (kD/sum) of soil varying from 0 to 5, and the embedment depth being up to four times the foundation diameter. The end bearing capacity factor in compression and the reverse bearing capacity factor in tension were both calculated and were compared with each other un

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Suhendra, Andryan, and Wiwin Pradita. "Analysis Study of Lateral Bearing Capacity and Deformation of Square and Circular Concrete Piles as an Alternative Structure for Infrastructure Projects." IOP Conference Series: Earth and Environmental Science 1324, no. 1 (2024): 012014. http://dx.doi.org/10.1088/1755-1315/1324/1/012014.

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Abstract Piles are one type of foundation that used to transmit the load acting on a structure to the ground below. The required embedment length value depends on the load acting on the superstructure, pile specifications, and soil type. This study was conducted to analyze the lateral bearing capacity and lateral deformation that occurred on square and circular piles with sizes of 30 cm, 35 cm, 40 cm, 45 cm and 50 cm with embedment lengths from 1 meter to 15 meters. The type of soil under review is cohesive soil. The calculation method used is the Broms’ Method and computer software. The resul

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Ren, Miao, Tong Jiang, Chen Liu, Junran Zhang, and Lijin Wang. "Deformation Characteristics of Sandy Soil around a Plate Anchor under Lateral Loading." Geofluids 2022 (August 16, 2022): 1–16. http://dx.doi.org/10.1155/2022/1117143.

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The lateral loading of a plate anchor is a complicated process that involves complex anchor-soil interactions. The deformation characteristics of the soil around an anchor have an important effect on its lateral bearing capacity. In this paper, the noncontact digital image correlation (DIC) technique is used to study the distribution and variation of the soil deformation field under a laterally loaded anchor in sandy soil. The results show that the sand density and embedment ratio significantly affect the distribution and influence range of the active and passive zones around the anchor. The a

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Wang, Le, Mengting Wu, Hongzhen Chen, Dongxue Hao, Yinghui Tian, and Chongchong Qi. "Efficient Machine Learning Models for the Uplift Behavior of Helical Anchors in Dense Sand for Wind Energy Harvesting." Applied Sciences 12, no. 20 (2022): 10397. http://dx.doi.org/10.3390/app122010397.

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Helical anchors are widely used in engineering to resist tension, especially during offshore wind energy harvesting, and their uplift behavior in sand is influenced by many factors. Experimental studies are often used to investigate these anchors; however, scale effects are inevitable in 1× g model tests, soil conditions for in situ tests are challenging to control, and centrifuge tests are expensive and rare. To make full use of the limited valid data and to gain more knowledge about the uplift behaviors of helical anchors in sand, a prediction model integrating gradient-boosting decision tre

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Li, Qiang, Xinquan Wang, Kenneth Gavin, et al. "Scour Effect on the Lateral Bearing Behaviour of Monopiles Considering Different Slenderness Ratios." Water 16, no. 2 (2024): 226. http://dx.doi.org/10.3390/w16020226.

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Scour leads to the loss of soil around monopile foundations for offshore wind turbines, which affects their structural safety. In this paper, the effect of scour on the lateral behaviour of monopiles was extensively investigated using finite element analysis, and calibration and comparison were undertaken using centrifuge tests. Piles with three slenderness ratios, i.e., 3, 5 and 8, were studied by keeping the diameter constant and varying the embedment length. Three scour types (local narrow, local wide and global) and four scour depths (0.5D, 1D, 1.5D and 2D; D signifies the pile diameter) w

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Araz, Onur, Tufan Cakir, Kasif Furkan Ozturk, and Dilek Kaya. "Effect of foundation embedment ratio in suppressing seismic-induced vibrations using optimum tuned mass damper." Soil Dynamics and Earthquake Engineering 171 (August 2023): 107981. http://dx.doi.org/10.1016/j.soildyn.2023.107981.

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Popovic, Mladjan, Milanka Djiporovic-Momcilovic, Jovan Miljkovic, and Ivana Gavrilovic-Grmusa. "The improvement of the edge screw connection in OSB and conventional particleboard." Bulletin of the Faculty of Forestry, no. 94 (2006): 257–66. http://dx.doi.org/10.2298/gsf0694257p.

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This work presents the method for improvement of direct screw connection performance in conventional particleboard (PB) and oriented strand board (OSB). It is conceived on adhesive insertion into the pilot hole prior to embedment of the screw. The tests were carried out on the PB and OSB, both presenting interior boards and with the same nominal thickness of 18 mm. Particleboard screws of the 5 mm in diameter were inserted in the edge of the board. Pilot hole diameters were 2,5 mm and 3,0 mm and the depth of embedment was 30 mm for all tests. The chosen PVAc adhesive (type 3) with the addition

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