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.

Deformation Characteristics and Load-Bearing Capacity of NO.21 Coal Seam’s Mudstone Floor in Western Henan

2013 ◽  
Vol 644 ◽  
pp. 175-178
Author(s):  
Jing Ping Wei ◽  
Fan Chen ◽  
Zhi Hao Ding
Keyword(s):  
Plastic Deformation ◽  
Bearing Capacity ◽  
Peak Load ◽  
Layer By Layer ◽  
Specific Pressure ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Transition Mechanism ◽  
Failure State ◽  
Weak Plane

Through the floor specific pressure test, the floor specific pressure was obtained. The rock mass of mudstone, under the loading perpendicular to the weak plane, was in brittle-plastic failure state, and the bearing capacity of mudstone was equal to the Ⅲa grade floor. The brittle-plastic transition mechanism of the mudstone was revealed: Firstly, the more size, the more heterogeneity. The mudstone body was bigger than its rock samples, so there were more planes of weakness, which caused the macroscopic plastic deformation. Secondly, the directions of the load and the weak plane influenced the strength of the mudstone floor. During the plastic deformation, the compressive failure occurred layer by layer under the loading perpendicular to the weak planes, and the post peak load-bearing capacity of mudstone floor was decided by the layer’s strength.

scholarly journals Seismic performance of a load-bearing prefabricated composite wall panel structure for residential construction

2020 ◽  
Vol 23 (13) ◽  
pp. 2928-2941
Author(s):  
Qunyi Huang ◽  
John Orr ◽  
Yanxia Huang ◽  
Feng Xiong ◽  
Hongyu Jia
Keyword(s):  
Bearing Capacity ◽  
Seismic Performance ◽  
Seismic Design ◽  
Rural Areas ◽  
Wall Panel ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Ductility Factor ◽  
Seismic Design Code ◽  
Composite Wall

To improve both seismic performance and thermal insulation of low-rise housing in rural areas of China, this study proposes a load-bearing prefabricated composite wall panel structure that achieves appropriate seismic performance and energy efficiency using field-assembled load-bearing prefabricated composite wall panels. A 1:2 scale prototype built using load-bearing prefabricated composite wall panel is subjected to quasi-static testing so as to obtain damage characteristics, load-bearing capacity and load–displacement curves in response to a simulated earthquake. As a result, seismic performance indicators of load-bearing capacity, deformation and energy-dissipating characteristics, are assessed against the corresponding seismic design requirements for rural building structures of China. Experimental results indicate that the earthquake-resistant capacity of the prototype is 68% higher than the design value. The sample has a ductility factor of 4.7, which meets the seismic performance requirement mandating that the ductility factor of such concrete structures should exceed 3. The design can be further optimized to save the consumption of material. This shows that the load-bearing prefabricated composite wall panel structure developed here has decent load-bearing capacity, ductility and energy dissipation abilities, a combination of which is in line with the seismic design code. A new construction process proposed here based on factory prefabrication and field assembly leads to a considerable reduction of energy consumption.

Load-Bearing Capacity of Functioning Alumina Dental Endosseous Implants

1976 ◽  
Vol 55 (1) ◽  
pp. 22-29 ◽  
Author(s):  
S.H. Wolfson ◽  
G.W. Svare ◽  
D. Weber
Keyword(s):  
Plastic Deformation ◽  
Bearing Capacity ◽  
Histological Examination ◽  
Rhesus Monkeys ◽  
Maximum Load ◽  
Load Bearing Capacity ◽  
Bone Implant ◽  
Load Bearing ◽  
Endosseous Implants

Ten, solid, 99.7% Al 2O3 implants were sur'gically placed bilaterally in the mandibles of Rhesus monkeys and were then placed in function after two to four weeks. After 95 to 179 days, bone blocks were surgically removed. Load-bearing capacity of the six successful implants was determined as the maximum load that did not produce plastic deformation. The average of this value was 57.5 kg. Histological examination showed excellent bone-implant compatibility.

scholarly journals A.A. ILYUSHIN'S FINAL RELATION, ALTERNATIVE EQUIVALENT RELATIONS AND VERSIONS OF ITS APPROXIMATION IN PROBLEMS OF ELASTIC DEFORMATION OF PLATES AND SHELLS. PART 2: ALTERNATIVE EQUIVALENT RELATIONS OF A.A. ILYUSHIN

2020 ◽  
Vol 16 (3) ◽  
pp. 78-99
Author(s):  
Aleksandr Starov ◽  
Sergei Kalashnikov
Keyword(s):  
Plastic Deformation ◽  
Bearing Capacity ◽  
Elastic Deformation ◽  
Yield Surface ◽  
Parametric Form ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Elastoplastic Deformations ◽  
Geometric Image ◽  
Plates And Shells

The finiterelationship between the forces and moments of plates and shells in the parametric form of the theory of small elastoplastic deformations is investigated of A.A. Ilyushin, to determine the load-bearing capacity of structures from a material without hardening. A geometric image of the exact yield surface in the space of generalized stresses is obtained. In the firstpart of the article the conclusion of the finalrelation is given. In the second and third parts, by introducing other parameters, alternative equivalent dependences of the finalrelationship have been developed and variants of its approximation for application in computational practice are considered. In the fourth part, additional properties of the finalrelationship are considered, the possibility and necessity of its use in problems of plastic deformation of plates and shells is shown.

Influence of Tool Wear on the Load-Bearing Capacity of Shear-Clinched Joints

2020 ◽  
Vol 404 ◽  
pp. 3-10
Author(s):  
Sebastian Wiesenmayer ◽  
Marion Merklein
Keyword(s):  
Mechanical Properties ◽  
Plastic Deformation ◽  
Bearing Capacity ◽  
Joint Strength ◽  
Tensile Load ◽  
Dissimilar Materials ◽  
High Strength ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Comparable Level

Shear-clinching allows the joining by forming of dissimilar materials with high differences between their mechanical properties without additional fasteners. Since the lower joining partner is indirectly shear cut during the process, even ultra-high strength materials can be joined. However, the cutting of the high-strength materials as well as the extrusion of the upper joining partner leads to high process forces and therefore to high tool loads. This applies in particular for the die, which is highly stressed during the cutting phase and therefore plastically deformed. Within the scope of this work, the influence of the occurring wear on the formation of the joint and its load-bearing capacity is analyzed for a scope of 500 strokes. For this purpose, press hardened 22MnB5 is used as lower joining partner. Its high strength leads to the plastic deformation of the cutting edge, which increases within the first 200 strokes. Afterwards only minor changes occur. Yet, no effect of the occurring wear on the joint formation and the joint strength, which was tested under shear and tensile load, could be determined. Functioning joints could still be produced for more than 500 strokes as the load-bearing capacity remained on a comparable level.

scholarly journals Load-Bearing Capacity and Fracture Behavior of Glass Fiber-Reinforced Composite Cranioplasty Implants

2017 ◽  
Vol 15 (4) ◽  
pp. e356-e361 ◽  
Author(s):  
Jaakko M. Piitulainen ◽  
Riina Mattila ◽  
Niko Moritz ◽  
Pekka K. Vallittu
Keyword(s):  
Plastic Deformation ◽  
Bearing Capacity ◽  
Glass Fiber ◽  
Resin Matrix ◽  
Fiber Reinforced ◽  
Loading Test ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Glass Fiber Reinforced ◽  
Elastic And Plastic Deformation

Background Glass fiber-reinforced composites (FRCs) have been adapted for routine clinical use in various dental restorations and are presently also used in cranial implants. The aim of this study was to measure the load-bearing capacity and failure type of glass FRC implants during static loading with and without interconnective bars and with different fixation modes. Methods Load-bearing capacities of 2 types of FRC implants with 4 different fixation modes were experimentally tested. The sandwich-like FRC implants were made of 2 sheets of woven FRC fabric, which consisted of silanized, woven E-glass fiber fabrics impregnated in BisGMA-TEGDMA monomer resin matrix. The space between the outer and inner surfaces was filled with glass particles. All FRC implants were tested up to a 10-mm deflection with load-bearing capacity determined at 6-mm deflection. The experimental groups were compared using non-parametric Kruskal-Wallis analysis with Steel-Dwass post hoc test. Results FRC implants underwent elastic and plastic deformation until 6-mm deflection. The loading test did not demonstrate any protrusions of glass fibers or cut fiber even at 10-mm deflection. An elastic and plastic deformation of the implant occurred until the FRC sheets were separated from each other. In the cases of the freestanding setup (no fixation) and the fixation with 6 screws, the FRC implants with 2 interconnective bars showed a significantly higher load-bearing capacity compared with the implant without interconnective bars. Conclusions FRC implants used in this study showed a load-bearing capacity which may provide protection for the brain after cranial bone defect reconstruction.

Model Test and Finite Element Analysis of Squeezed and Branch Pile Bared Vertical and Horizontal Loads

2013 ◽  
Vol 470 ◽  
pp. 1101-1104
Author(s):  
Yue Hui Li ◽  
Xiao Juan Gao ◽  
Guo Hua Zhong
Keyword(s):  
Bearing Capacity ◽  
Model Test ◽  
Horizontal Displacement ◽  
Horizontal Load ◽  
Vertical Load ◽  
Load Bearing Capacity ◽  
Element Analysis ◽  
Load Bearing ◽  
Practical Engineering ◽  
Vertical Bearing

Model tests of the squeezed and branch pile with or without vertical load are carried out and the horizontal load bearing capacity are studied in this paper. Based on the model test results, the influence of vertical load to squeezed and branch pile horizontal load bearing capacity and the influence of horizontal load to squeezed and branch pile vertical bearing capacity are analyzed with FEM. The analysis results show that the vertical load may increase the lateral bearing capacity of pile, and the horizontal load may decrease the vertical settlement, but horizontal load may increase the horizontal displacement and moment of the pile body and lead to instability and cracking failure. This should be pay more attention in the practical engineering.

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.

Increased load bearing capacity of mechanically joined FRP/metal joints using a pin structured auxiliary joining element

2020 ◽  
Vol 62 (1) ◽  
pp. 55-60
Author(s):  
Per Heyser ◽  
Vadim Sartisson ◽  
Gerson Meschut ◽  
Marcel Droß ◽  
Klaus Dröder
Keyword(s):  
Bearing Capacity ◽  
Load Bearing Capacity ◽  
Load Bearing
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