Characterization of HVOF Sprayed Al2O3 - CeO2 Coatings Deposited on Mg Az 91 Alloy

2022 ◽  
Vol 1048 ◽  
pp. 254-260
Author(s):  
Kaushik V. Prasad ◽  
H. Adarsha
Keyword(s):  
Bearing Capacity ◽  
Elastic Recovery ◽  
Indentation Test ◽  
Maximum Load ◽  
Grain Structure ◽  
Az91 Alloy ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Nano Indentation ◽  
Indentation Tests

Al2O3, Al2O3-10%CeO2 and Al2O3 – 20% CeO2 coatings were deposited on Mg AZ91 alloy by High Velocity Oxy Fuel (HVOF) process. The microstructure of deposited coatings was characterized by scanning electron microscopy and x-ray diffraction. Nano-indentation tests were performed on deposited coatings to determine its load bearing capacity and elastic recovery. Al2O3 coatings exhibited coarse grain structure with porous sites. While addition of CeO2 promoted grain refinement in the coatings. A load of 100mN was applied on all the samples for nano-indentation test. Coating with 20%CeO2 exhibited maximum load bearing capacity of 98.7mN with elastic recovery displacement of 1000 nm.

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.

Carbon Fiber Strips Retrofitting System for Precast Reinforced Concrete Wall Panel

2015 ◽  
Vol 660 ◽  
pp. 208-212 ◽  
Author(s):  
Mihai Fofiu ◽  
Andrei Bindean ◽  
Valeriu Stoian
Keyword(s):  
Reinforced Concrete ◽  
Carbon Fiber ◽  
Bearing Capacity ◽  
Maximum Load ◽  
Fiber Reinforced Polymers ◽  
Wall Panel ◽  
Concrete Wall ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Reinforced Concrete Wall

This paper presents the retrofitting procedure used on a precast reinforced concrete wall panel (PRCWP) in order to restore its initial load bearing capacity. The specimen used in this experimental test is one from the residential multistoried buildings constructed in Romania from the 1970 onwards. All of the characteristics of the element are from the specific era, only scaled down with a factor of 1:1,2. The element was subjected to in-plane reversed cyclic loading to simulate its seismic behavior and obtain its maximum load bearing capacity. After the test we retrofitted the element using Carbon Fiber Strips Externally Bonded (EBR) and anchored with Carbon Fiber Reinforced Polymers (CFRP) mesh. The porpoise of the paper is to compare the maximum loading bearing capacity of the unstrengthen and strengthen elements in order to compare them and examine the efficiency of this retrofitting procedure.

EXPERIMENTAL STUDY ON BUCKLING RESISTANCE TECHNIQUE OF STEEL MEMBERS STRENGTHENED USING FRP

2012 ◽  
Vol 12 (01) ◽  
pp. 153-178 ◽  
Author(s):  
PENG FENG ◽  
SAWULET BEKEY ◽  
YAN-HUA ZHANG ◽  
LIE-PING YE ◽  
YU BAI
Keyword(s):  
Bearing Capacity ◽  
Slenderness Ratio ◽  
Compressive Loading ◽  
Maximum Load ◽  
Design Parameters ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Steel Members ◽  
Buckling Resistance ◽  
Frp Strengthening

Fiber-reinforced polymer (FRP) strengthening technique to improve buckling resistance of steel members is presented in concept and experimental demonstration. The conceptual design of this method is introduced through the preliminary experiments on three specimens. Then, another 14 specimens are tested under axially compressive loading, by which the compressive behavior and the strengthening effects are investigated considering different design parameters and configuration, including the slenderness ratio, the confinement detail, the filled materials and the end connection. The strengthening effects are analyzed by the comparison of both theoretical and test results, which show that the overall buckling failure of steel members can be prevented by FRP strengthening and the ultimate loading capacity and deformation capacity of steel members are enhanced considerably. The maximum load-bearing capacity of strengthened members is 2.86 times of the nonstrengthened ones, and the failure maintains a ductile behavior. In addition, the load-bearing capacity of the members strengthened in this way is compared with the Euler loads of the original steel member and the composite member.

scholarly journals Using statistical methods to determine the load-bearing capacity of rectangular CFST columns

2018 ◽  
Vol 234 ◽  
pp. 04002 ◽  
Author(s):  
Glib Vatulia ◽  
Yevhen Orel ◽  
Maryna Rezunenko ◽  
Nataliia Panchenko
Keyword(s):  
Bearing Capacity ◽  
Composite Structures ◽  
Maximum Load ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Regression Parameters ◽  
External Reinforcement ◽  
Cfst Columns ◽  
Relationship Of ◽  
The Impact

In the current practice of construction and design of transport facilities, structures with external reinforcement are commonly used which effectively resist compression. The use of steel-concrete and composite structures enables us to reduce material consumption and cost of structures significantly. There are a few established approaches used to evaluate the load-bearing capacity of steel-concrete structures under axial and eccentric compression, each being based on the initial prerequisites, which underlie the calculation formulas. In this paper, the functional relationship of the value of the maximum load-bearing capacity of rectangular concrete-filled steel tubular (CFST) columns under axial compression with the random eccentricity is plotted. A regression model is proposed based on the methods of mathematical statistics, which allows for the evaluation of the impact of geometrical and physical characteristics of rectangular CFST columns on the value of their load-bearing capacity. The correspondence of the obtained model to the experimental data, as well as the significance of the regression parameters are confirmed by Fisher and Student criteria.

Load-bearing capacity of coating–substrate systems obtained from spherical indentation tests

2013 ◽  
Vol 46 ◽  
pp. 751-757 ◽  
Author(s):  
Marcin Kot ◽  
Wiesław Rakowski ◽  
Łukasz Major ◽  
Juergen Lackner
Keyword(s):  
Bearing Capacity ◽  
Spherical Indentation ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Indentation Tests

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

Load-Bearing Capacity of Direct Inlay-Retained Fibre-reinforced Composite Fixed Partial Dentures with Different Cross-Sectional Pontic Design

2017 ◽  
Vol 68 (1) ◽  
pp. 94-100
Author(s):  
Oana Tanculescu ◽  
Adrian Doloca ◽  
Raluca Maria Vieriu ◽  
Florentina Mocanu ◽  
Gabriela Ifteni ◽  
...  
Keyword(s):  
Bearing Capacity ◽  
Fracture Pattern ◽  
Load Bearing Capacity ◽  
Cross Sectional ◽  
Load Bearing ◽  
Reinforced Composite ◽  
Polyethylene Fibre

The load-bearing capacity and fracture pattern of direct inlay-retained FRC FDPs with two different cross-sectional designs of the ponticwere tested. The aim of the study was to evaluate a new fibre disposition. Two types of composites, Filtek Bulk Fill Posterior Restorative and Filtek Z250 (3M/ESPE, St. Paul, MN, USA), and one braided polyethylene fibre, Construct (Kerr, USA) were used. The results of the study suggested that the new tested disposition of the fibres prevented in some extend the delamination of the composite on buccal and facial sides of the pontic and increased the load-bearing capacity of the bridges.

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