Results of Experimental Studies of Piles on Horizontal Loads

2021 ◽  
pp. 48-55
Author(s):  
Махфуд Меразка ◽  
Д. В. Панфилов
Keyword(s):  
Laboratory Experiment ◽  
Bearing Capacity ◽  
Laboratory Tests ◽  
Laboratory Experiments ◽  
Experimental Studies ◽  
Comparative Assessment ◽  
Horizontal Load ◽  
Free Standing ◽  
Load Bearing Capacity ◽  
Load Bearing

Постановка задачи. Рассматриваются и сравниваются результаты лабораторных испытаний горизонтально нагруженной сваи, укрепленной стальной сеткой, расположенной в грунте, и отдельно стоящей сваи без сетки. Результаты. Производится сравнительная оценка перемещений и несущей способности сваи на горизонтальную нагрузку при лабораторном эксперименте. Для сопоставления результатов различных испытаний в лабораторных условиях были выполнены опыты в лотке с песком при одних и тех же диаметре и длине сваи. Эксперименты были проведены на моделях в Центре коллективного пользования им. проф. Ю. М. Борисова г. Воронежа. Выводы. Данные лабораторных экспериментов показали, что применение свай, укрепленных стальной сеткой, позволяет существенно повысить несущую способность свайных фундаментов и снизить горизонтальные и угловые перемещения по сравнению с отдельно стоящими сваями при одной и той же нагрузке. Statement of the problem. The results of laboratory tests of a horizontally loaded pile reinforced with a steel grid located in the ground and a free-standing pile without a grid are considered and compared. Results. A comparative assessment of the load-bearing capacity of the pile for a horizontal load is made during a laboratory experiment. To compare the results of various tests in the laboratory, experiments were performed in a tray with sand at the same diameter and length of the pile. The experiments were carried out on models at the center for collective use named after Prof. Yu. M. Barisov (Voronezh). Conclusions. The data of laboratory experiments have shown that the use of piles reinforced with steel mesh can significantly increase the load-bearing capacity of pile foundations and reduce horizontal movements compared to free-standing piles at the same load.

scholarly journals DETERMINATION OF THE AMOUNT OF ADHESION OF BASALT-PLASTIC REINFORCEMENT TO CONCRETE

2020 ◽  
Vol 8 (3) ◽  
pp. 36-39
Author(s):  
Yulia Kustikova
Keyword(s):  
Bearing Capacity ◽  
Experimental Studies ◽  
Concrete Structures ◽  
Load Bearing Capacity ◽  
Load Bearing

The results of experimental studies and tests of concrete structures with basalt-plastic reinforcement to determine the load-bearing capacity, as well as the mechanism of adhesion of basalt-plastic rods to concrete are considered.

scholarly journals Reconstructing the Load-Bearing Capacity of Deteriorated, Concrete Airfield Pavements Using Prefabricated Slabs

2018 ◽  
Vol 41 (1) ◽  
pp. 31-61
Author(s):  
Mariusz Wesołowski ◽  
Agata Kowalewska ◽  
Bartosz Świerzewski
Keyword(s):  
Bearing Capacity ◽  
Laboratory Tests ◽  
Field Tests ◽  
Working Life ◽  
Concrete Slabs ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Operation Period ◽  
Fast Reconstruction ◽  
Loadbearing Capacity

Abstract The age of currently operated concrete airfield pavements in Poland exceeds 30 years operation period many times. Such a long working life of airfield pavements forced to search for the efficient and fast technologies of their reconstruction. The article described in detail the technologies of fast reconstruction of airfield concrete slabs using prefabricated slabs. The addressed technology guarantees the reconstruction and even the improvement of the condition of loadbearing capacity of mentioned airfield slabs which was confirmed during laboratory tests, field tests and practically verified in the real operation in the International Airport Kraków-Balice.

Required Column Overdesign Factor of 3D Steel Moment Frames with Square Tube Columns

2018 ◽  
Vol 763 ◽  
pp. 235-242
Author(s):  
Iathong Chan ◽  
Yuji Koetaka
Keyword(s):  
Plastic Deformation ◽  
Bearing Capacity ◽  
Ground Motion ◽  
Seismic Design ◽  
3D Analysis ◽  
Horizontal Load ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Load Bearing Capacity ◽  
Load Bearing

Steel moment frames are designed to ensure sufficient energy absorption capacity by achieving an entire beam-hinging collapse mechanism against severe earthquakes. Therefore, the column overdesign factor is stipulated in seismic design codes in some countries. For example in Japanese seismic design code, the specified column overdesign factor is 1.5 or more for steel moment frames with square tube columns. And this paper describes seismic response by 3D analysis of steel moment frames, and presents seismic demand for the column overdesign factor to keep the damage of square tube columns below the specified limit of plastic deformation. The major parameters are column overdesign factor, horizontal load bearing capacity, shape of frames and input direction of ground motion. In order to investigate 3D behavior of frames and correlation between plastic deformation of columns and column over design factor, apparent column overdesign factor, which is defined as the ratio of full plastic moment of the column (s) to the full plastic moment of the beam (s) projected in the input direction of the ground motion, is introduced. From the earthquake response analysis, it is clarified that the profile of maximum value of cumulative plastic deformation of columns to apparent column overdesign factor, with the similar horizontal load bearing capacity, are nearly identical regardless of number of stories, floor plan, and input direction of ground motion. As a result, the required column overdesign factor to keep the damage of columns below the limit of plastic deformation is proposed under the reliability index of 2.

Role of Collagen Content and Architecture in the Load Bearing Capabilities of Tissue-Engineered Cartilage

2011 ◽  
Author(s):  
M. Khoshgoftar ◽  
C. C. van Donkelaar ◽  
K. Ito
Keyword(s):  
Bearing Capacity ◽  
Network Architecture ◽  
Mechanical Performance ◽  
Experimental Studies ◽  
Limiting Factor ◽  
Collagen Network ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Native Cartilage ◽  
Engineer Cartilage

A promising treatment for damaged cartilage is to replace it with tissue-engineered (TE) cartilage. However, the insufficient load-bearing capacity of today’s TE cartilage is an important limiting factor in its clinical application. In native cartilage, collagen fibers resist tension and proteoglycans (PG’s) attract water through osmotic pressure and resist its flow, which allows cartilage to withstand high compressive forces. One of the main challenges for tissue engineering of mechanically stable cartilage is therefore to find the cues to create an engineered tissue with an ultrastructure similar to that of native tissue. Currently, it is possible to tissue engineer cartilage with almost native PG content but collagen reaches only 1/4 of the native content [1]. Furthermore, the specific depth dependent arcade-like organization of collagen in native cartilage (i.e. vertical fibers in the deep zone and horizontal fibers in the superficial zone), which is optimized for distributing loads, has not been addressed in TE’d cartilage. However, the relative importance of matrix component content and collagen network architecture to the mechanical performance of TE cartilage is poorly understood, perhaps because this would require substantial effort on time consuming and labor-intensive experimental studies. The aim of this study is to explore if it is sufficient to produce a tissue with abundant proteoglycans and/or collagen, or whether reproducing the specific arcade-like collagen network in the implant is essential to develop sufficient load-bearing capacity, using a numerical approach.

scholarly journals Determination of the load-bearing capacity of «steel-wood» connections of LVL structures under tension

2021 ◽  
Vol 18 (1) ◽  
pp. 60-69
Author(s):  
Quoc Phong Tran ◽  
Keyword(s):  
Bearing Capacity ◽  
Cross Section ◽  
Steel Plate ◽  
Experimental Studies ◽  
Steel Plates ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Dowel Connections ◽  
Wooden Structures

The article presents the results of calculation of the load-bearing capacity of connections of LVL structures under tension using cylindrical dowels in trusses and frames. The description of calculation schemes for determining the load-bearing capacity of connections with different location and sizes of steel plates in the connection is given. The influence of steel plate placement on the distribution of forces in the cross-section of samples is investigated. Based on the results of analytical and experimental studies, the load-bearing capacity of dowels during bending is considered, as well as the mechanism of wooden structures` fracture during chipping. A comparative analysis of the effectiveness of different schemes of dowel connections with three steel plates under tension is carried out.

scholarly journals Methods of Calculation the Increased Reinforced Concrete Elements by Carrying Capacity of Slope Sections

2021 ◽  
Vol 1203 (2) ◽  
pp. 022051
Author(s):  
Andrii Mazurak ◽  
Roman Kinasz ◽  
Ivan Kovalyk ◽  
Rostyslav Mazurak ◽  
Vitaliy Kalchenko
Keyword(s):  
Reinforced Concrete ◽  
Bearing Capacity ◽  
Experimental Studies ◽  
Longitudinal Axis ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Theoretical Approaches ◽  
Reinforced Beams ◽  
Eurocode 2 ◽  
Concrete Elements

Abstract Reinforcement bending reinforced concrete structures by increasing the cross section and assessing the load-bearing capacity of the inclined section such elements is an urgent problem, as not yet accumulated adequate research data on the stress-strain state such structures in the span, which works on shear and shear bending moment and transverse force. Analyzing the development theories calculation reinforced concrete elements inclined to the longitudinal axis, we can identify many areas, the main approach of which was based on the calculation using the bases of material resistance, and the use of empirical dependencies. Theoretical approaches calculation the European construction magazine RILEM TC, SNiP 2.03.01.-84* are considered, DBN B.2.6-98 2009 (Eurocode 2), US ACI 318-19. Experimental studies reinforced concrete elements to determine the load-bearing capacity inclined sections were performed on the basis of 5 samples reinforced concrete beams, 14 reinforced samples of reinforced concrete and shotcrete a total of 19 pieces in four series. Beams were made of concrete in each series fck = 19.08 MPa; fck = 27.74 MPa; fck = 20.48 MPa; fck = 20.48 MPa, respectively, reinforced samples with concrete fck = 17.95 MPa; fck = 19.5 MPa (shotcrete fck = 31.00 MPa); shotcrete fck = 19.9 MPa; fck = 19.9 MPa. Also for the manufacture and reinforcement beams used flat and U-shaped frames with working longitudinal reinforcement Ø22, Ø16, Ø12, Ø10, Ø6 A400C, and transverse reinforcement Ø6 A240C (step 120 mm). Reinforcement inclined sections of the experimental beams was performed on one, two or three sides, depending on the variant of the sample and the type of frame flat or U-shaped. Investigations of beams were performed according to the static scheme - a beam on two supports, span L=2100 mm. Deformations of concrete and reinforcement in the samples when determining the bearing capacity of inclined sections were measured using microindicators of the clock type, strain gauges. According to the results theoretical and experimental studies the bearing capacity inclined sections to the longitudinal axis, we can see a significant reassessment between the theoretical values inclined sections according to the new DBN B.2.6.-98: 2009 (Eurocode 2) over the actual results obtained during testing samples 53-67% for conventional beams, and 27-50% for reinforced beams. The results US regulations ACI 318-19 showed convergence of results in the range of 2-9% for samples without reinforcement and 1-7% for samples with reinforcement, but the values show the excess of experimental data over theoretical, indicating the impossibility of accurately determining the actual final bearing capacity. The results the calculation obtained by the method of SNiP 2.03.01-84*, both unreinforced and reinforced beams has a satisfactory agreement with the experimental values in the range of 6-10%.

Experimental Tests of the Load-Bearing Capacity of the Bottom Reinforcement Bars Passing over the Column

2016 ◽  
Vol 837 ◽  
pp. 146-151 ◽  
Author(s):  
Barbara Wieczorek
Keyword(s):  
Bearing Capacity ◽  
Laboratory Tests ◽  
Experimental Tests ◽  
Simplified Model ◽  
Load Bearing Capacity ◽  
Load Bearing

In the paper the results of laboratory tests performed on a simplified model of a slab-column connection were presented. The aim of investigations was to find out at which value of the load the destruction of such a connection occurs due to a rupture of the bars above the column. In respective models the column was situated axially or eccentrically with respect to span of bars. In each case the reinforcement passing above the column consisted of bars with a diameter of ø8 mm, ø12 mm or ø16 mm. The obtained results of laboratory tests and calculations permitted to determine the relations between the exerted load and the displacement of the column in time and also were compared with the guidelines contained in the standards CSA A23.3 and ACI 352R. Based on the results, the reduction of the load bearing capacity of the reinforcement bars due to bending was determined.

scholarly journals Simulation of Laboratory Tests of Steel Arch Support

2017 ◽  
Vol 62 (1) ◽  
pp. 163-176 ◽  
Author(s):  
Petr Horyl ◽  
Richard Šňupárek ◽  
Pavel Maršálek ◽  
Krzysztof Pacześniowski
Keyword(s):  
Bearing Capacity ◽  
Computer Model ◽  
Laboratory Tests ◽  
Computer Modelling ◽  
Experimental Measurements ◽  
Load Bearing Capacity ◽  
Total Load ◽  
Load Bearing ◽  
Arch Support ◽  
Arch Supports

Abstract The total load-bearing capacity of steel arch yielding roadways supports is among their most important characteristics. These values can be obtained in two ways: experimental measurements in a specialized laboratory or computer modelling by FEM. Experimental measurements are significantly more expensive and more time-consuming. However, for proper tuning, a computer model is very valuable and can provide the necessary verification by experiment. In the cooperating workplaces of GIG Katowice, VSB-Technical University of Ostrava and the Institute of Geonics ASCR this verification was successful. The present article discusses the conditions and results of this verification for static problems. The output is a tuned computer model, which may be used for other calculations to obtain the load-bearing capacity of other types of steel arch supports. Changes in other parameters such as the material properties of steel, size torques, friction coefficient values etc. can be determined relatively quickly by changing the properties of the investigated steel arch supports.

scholarly journals Study on an Innovative Flange Bolted-Welded Connection

2015 ◽  
Vol 9 (1) ◽  
pp. 870-875
Author(s):  
Yufeng Jiao ◽  
Guo Zhao
Keyword(s):  
Bearing Capacity ◽  
Failure Modes ◽  
Experimental Studies ◽  
High Strength ◽  
Bottom Flange ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Hybrid Joint ◽  
Welded Connection ◽  
Cyclic Loading Tests

This paper proposes a new type of spliced joint, named flange bolted-welded hybrid joint, which is designed to splice I-shape beam to facilitate the construction of industrialized buildings. The flange, welded with the bottom beam flange as well as the web close to bottom flange, are jointed by high strength bolts. Stiffening plate is welded at top of the flange while downhand welding and high strength friction grip bolts are used for the top beam flange and the beam web, respectively. The connection reduces the construction period and costs. In this paper, monotonic and reversed cyclic loading tests were conducted on three full-scale specimens of this innovative joint to investigate its load-bearing capacity, energy-dissipating capacity and failure modes. The results indicate that the joint has high load-bearing capacity and great ductility. The failure mode is due to the slippage of flange bolts as well as the gap development between the two flange plates. The experimental studies enabled improvement of the design of the connection to be used in moment-resisting steel frame structures.

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