THE RIGIDITY OF THE EXTERNAL WALL PANEL WITH OPENING OF RESIDENTIAL BUILDING I-515/5 SERIES IN CASE BIAS

2021 ◽  
Vol 98 (6) ◽  
pp. 28-35
Author(s):  
A.S. MARKOVICH ◽  
◽  
M.I. ABU MAHADI ◽  
D.A. MILOSERDOVA ◽  
◽  
...  
Keyword(s):  
Residential Building ◽  
Shear Stresses ◽  
Deformation Model ◽  
Shear Rigidity ◽  
The Finite Element Method ◽  
Wall Panel ◽  
Wall Panels ◽  
Material Creep ◽  
Nonlinear Deformation Model ◽  
Normal And Shear Stresses

There were a number of characteristic damages and defects in typical panel houses when examine, one of which are tilts and biases of wall panels. The stiffness of the wall panel with the opening of residential building I-515/5 series has been determined at a given bias in its plane. The panel was calculated numerically using a nonlinear deformation model by the finite element method and analytically. The software package, LIRA-SAPR 2017, was used in this investigation. The calculation was carried out taking into account the nonlinearity and material creep. As a result, the fields of normal and shear stresses in the panel were obtained and the shear rigidity was calculated. The analysis of the obtained results showed that a possible decrease of the actual stiffness of the panel should take into account against the calculated stiffness was obtained according to the standards.

scholarly journals KNOCK DOWN BAMBOO WALL PANEL

2018 ◽  
Vol 2 (02) ◽  
pp. 214-231
Author(s):  
Vivi Yani Santosa ; Anastasia Maurina
Keyword(s):  
Research Method ◽  
Building Materials ◽  
Residential Building ◽  
Design Experiment ◽  
Wall Panel ◽  
Knock Down ◽  
Form Function ◽  
Local Material ◽  
Wall Panels ◽  
And Behavior

Abstract - Indonesia often experiences natural disasters, therefore a transitional residential building is needed forvictims who are able to build quickly and easily in mobilization. Bamboo is a local material that exists in Indonesiaand has a high sustainability to be used as building materials. The appropriate principle between thecharacteristics of bamboo and the needs of transitional buildings where used as wall materials. The knock downbamboo wall panel is the answer of the need for fast and easy work in mobilization.The research method used isqualitative descriptive of two study object and design experiment of prototype 1: 1 . Researchers will conduct astudy of bamboo walls on two study objects Blooming Bamboo Home dan Soe Ker Tie House, also meetings ofany deficiencies and advantages from aspects of form, function and context, and construction. Forms includematerial used, basic dimensional modules, wall weight, and the ability to re-modify walls. Functions and Contextsinclude the space privacy, resistance, and behavior of walls against wind, solar heat, lighting, and rain.Construction covers the way of bamboo processing into wall panels, connection systems, and can be donemassively by the crowd. Potential bamboo wall variants to be explored will be evaluated and developed for thebetter and new alternative of other wall panels also considered.The most efficient bamboo knock down panels arebamboo slats and woven bamboo booths as massive walls, woven bamboo and bamboo modified blades I as semiopen walls, modified bamboo blades II and polikarbonate as open walls. The most appropriate connection systemused in knock down bamboo wall panels is the gypsum screw connection for bamboo wall panel frame joints, boltnuts and iron plates for knock down bamboo wall panel connections with structures and connections betweenwall panels.Keywords : Knock down, Bamboo, Sustainable, Wall panel

An Experimental Investigation of the Yield Loci of 1100-0 Aluminum, 70:30 Brass, and an Overaged 2024 Aluminum Alloy After Various Prestrains

1986 ◽  
Vol 108 (4) ◽  
pp. 313-320 ◽  
Author(s):  
D. E. Helling ◽  
A. K. Miller ◽  
M. G. Stout
Keyword(s):  
Aluminum Alloy ◽  
Small Strain ◽  
Yield Locus ◽  
Material Behavior ◽  
Shear Stresses ◽  
2024 Aluminum Alloy ◽  
Yield Loci ◽  
Aluminum Alloy 2024 ◽  
Von Mises ◽  
Normal And Shear Stresses

The multiaxial yield behaviors of 1100-0 aluminum, 70:30 brass, and an overaged 2024 aluminum alloy (2024-T7) have been investigated for a variety of prestress histories involving combinations of normal and shear stresses. Von Mises effective prestrains were in the range of 1.2–32%. Prestress paths were chosen in order to investigate the roles of prestress and prestrain direction on the nature of small-strain offset (ε = 5 × 10−6) yield loci. Particular attention was paid to the directionality, i.e., translation and distortion, of the yield locus. A key result, which was observed in all three materials, was that the final direction of the prestrain path strongly influences the distortions of the yield loci. Differences in the yield locus behavior of the three materials were also observed: brass and the 2024-T7 alloy showed more severe distortions of the yield locus and a longer memory of their entire prestrain history than the 1100-0 aluminum. In addition, more “kinematic” translation of the subsequent yield loci was observed in brass and 2024-T7 than in 1100-0 aluminum. The 2024-T7 differed from the other materials, showing a yield locus which decreased in size subsequent to plastic straining. Finally, the implications of these observations for the constitutive modeling of multiaxial material behavior are discussed.

Computer analysis of thin-walled concrete box beams

1989 ◽  
Vol 16 (6) ◽  
pp. 902-909 ◽  
Author(s):  
Shahbaz Mavaddat ◽  
M. Saeed Mirza
Keyword(s):  
Key Words ◽  
Computer Analysis ◽  
Shear Stresses ◽  
Shear Lag ◽  
Applied Loading ◽  
Box Beam ◽  
Box Beams ◽  
Three Stages ◽  
Thin Walled ◽  
Normal And Shear Stresses

Three computer programs, written in FORTRAN WATFIV, are developed to analyze straight, monolithically cast, symmetric concrete box beams with one, two, or three cells and side cantilevers over a simple span or over two spans with symmetric mid-span loadings. The analysis, based on Maisel's formulation, is performed in three stages. First, the structure is idealized as a beam and the normal and shear stresses are calculated using the simple bending theory and St-Venant's theory of torsion. The secondary stresses arising from torsional and distortional warping and shear lag are calculated in the second and third stages, respectively. The execution times on an AMDAHL 580 system are 0.02, 0.93, and 0.25 s for the three programs, respectively. The stresses arising in each stage of analysis are then superposed to determine the overall response of the box section to the applied loading. The results are compared with Maisel's hand calculations. Key words: bending, bimoment, box beam, computer analysis, FORTRAN, shear, shear lag, thin-walled section, torsion, torsional and distortional warping.

Measurements in a Turbulent Boundary Layer Over a d-Type Surface Roughness

1975 ◽  
Vol 42 (3) ◽  
pp. 591-597 ◽  
Author(s):  
D. H. Wood ◽  
R. A. Antonia
Keyword(s):  
Boundary Layer ◽  
Surface Roughness ◽  
Turbulent Boundary Layer ◽  
Turbulent Energy ◽  
Shear Stresses ◽  
Normal Velocity ◽  
Mean Velocity ◽  
Outer Flow ◽  
Intensity Measurements ◽  
Normal And Shear Stresses

Mean velocity and turbulence intensity measurements have been made in a fully developed turbulent boundary layer over a d-type surface roughness. This roughness is characterised by regular two-dimensional elements of square cross section placed one element width apart, with the cavity flow between elements being essentially isolated from the outer flow. The measurements show that this boundary layer closely satisfies the requirement of exact self-preservation. Distribution across the layer of Reynolds normal and shear stresses are closely similar to those found over a smooth surface except for the region immediately above the grooves. This similarity extends to distributions of third and fourth-order moments of longitudinal and normal velocity fluctuations and also to the distribution of turbulent energy dissipation. The present results are compared with those obtained for a k-type or sand grained roughness.

scholarly journals Influence of Material Ductility on Fatigue Life under Multiaxial Proportional and Non-Proportional Normal and Shear Stresses

2019 ◽  
Vol 300 ◽  
pp. 17001 ◽  
Author(s):  
Cetin Morris Sonsino
Keyword(s):  
Fatigue Life ◽  
Tensile Elongation ◽  
Shear Stresses ◽  
Normal Strain ◽  
Proportional Loading ◽  
Ductile Materials ◽  
Critical Components ◽  
Material Ductility ◽  
Fatigue Life Reduction ◽  
Normal And Shear Stresses

Current experiences show that a non-proportional loading of ductile materials such as wrought steels, wrought aluminium or magnesium alloys, not welded or welded, causes a significant fatigue life reduction under an out-of-phase shear strain or shear stress superimposed on a normal strain or normal stress compared with proportional in-phase loading. However, when ductility, here characterised by tensile elongation, is reduced by a heat treatment or by another manufacturing technology such as casting or sintering, the afore-mentioned life reduction is compensated or even inversed, i. e. longer fatigue life results compared with proportional loading. Some actual results, determined with additive manufactured titanium, suggest that microstructural features such as manufacturing-dependent internal defects like microporosities should be considered in addition to the ductility level. This complex life behaviour under non-proportional loading cannot always be estimated. Therefore, in experimental proofs of multiaxial loaded parts, especially safety-critical components or structures, with real or service-like signals, emphasis must be placed on retaining non-proportionalities between loads and stresses/strains, respectively.

scholarly journals TO DETERMINATION OF THE CRACKING MOMENT FOR BENDING REINFORCED CONCRETE ELEMENTS WITH ACCOUNT OF PLASTIC DEFORMATIONS OF CONCRETE IN THE TENSION AREA

2018 ◽  
Vol 3 (3) ◽  
pp. 30-38
Author(s):  
О.В. Радайкин ◽  
Oleg Radaykin
Keyword(s):  
Reinforced Concrete ◽  
Deformation Model ◽  
Conventional Concrete ◽  
Class A ◽  
Standard Calculation ◽  
Plasticity Coefficient ◽  
Concrete Elements ◽  
Nonlinear Deformation Model ◽  
Good Agreement

At the standard calculation of the cracking moment for bending reinforced concrete elements the plasticity coefficient γ is normally used, which according to SP 63.13330.2012 is 35% less than in the old SNiP 2.03.01-84*. The question arises, what is the reason for such a noticeable difference and which of the methods gives more reliable results? This article seeks to answer this question. For this purpose the physical meaning of the coefficient γ was considered in detail, with the usage of a nonlinear deformation model of a normal section. A calculation formula for γ depending on an element’s reinforcement degree was obtained, which is valid for conventional concrete of B15-B35 class. A comparison of the calculated cracking moment according to the proposed method with experiments by the other authors was carried out. A good agreement of results was observed.

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