scholarly journals Unity Design Method for Sections under Service Loads from Pre-stressed Concrete Members to Reinforced Concrete Members using Interaction Diagram between Bending Moment and Pre-stressing Force

2011 ◽  
Vol 49 (7) ◽  
pp. 7_18-7_26
Author(s):  
T. Nakatsuka ◽  
K. Kangawa ◽  
Y. Shimada
Keyword(s):  
Reinforced Concrete ◽  
Design Method ◽  
Bending Moment ◽  
Interaction Diagram ◽  
Concrete Members

Composite design method for masonry walls on concrete beams

1983 ◽  
Vol 10 (3) ◽  
pp. 337-349 ◽  
Author(s):  
B. Stafford Smith ◽  
L. Pradolin
Keyword(s):  
Reinforced Concrete ◽  
Concrete Beams ◽  
Design Method ◽  
Design Procedure ◽  
Bending Moment ◽  
Reinforced Concrete Beam ◽  
Masonry Wall ◽  
Reinforced Concrete Beams ◽  
Steel Beams ◽  
Arch Action

This paper describes a design method for structures consisting of a vertically loaded masonry wall supported by a reinforced concrete beam, taking account of the composite tied-arch action of the wall and beam. Experimental results have shown that the behaviour of walls on reinforced concrete beams is similar enough to that of walls on steel beams to allow the development of a design procedure for the former using similar principles to that for walls on steel beams. Therefore, the design approach is based on the assumption of triangular distributions of vertical stress at the wall–beam interface, where the length of the distributions are a function of the beam-to-wall relative stiffness. In the design method the beam flexural stiffness is designed to give an adequate distribution of the interface stress so that the maximum stress in the wall does not exceed allowable limits. The beam is also designed with flexural and shear reinforcement sufficient to resist the bending moment, tie force, and shear forces applied by the normal and shear interface loading. Experimental evidence as well as analytical results are cited to support the assumptions and the resulting design method.

scholarly journals Parametric study of the strength of reinforced concrete polygonal sections submitted to oblique composite flexion

2020 ◽  
Vol 13 (5) ◽  
Author(s):  
Lucas Peres de Souza ◽  
Marco André Argenta
Keyword(s):  
Reinforced Concrete ◽  
Axial Load ◽  
Bending Strength ◽  
Computational Algorithm ◽  
Bending Moment ◽  
Failure Surface ◽  
Surface Shape ◽  
Axial Loads ◽  
Interaction Diagram ◽  
Cylinder Strength

abstract: This work aims to verify the influence of characteristic compressive cylinder strength ( f c k), section geometry and eccentric axial load on the strength of square, cross, “T” and “L” reinforced concrete sections, under oblique composite flexion. A computational algorithm was created to calculate sections interaction diagram of bending strength, taking into account NBR 6118 idealized parabola-rectangle stress-strain relationships for 20 to 90 MPa f c k concretes. The results show that f c k influence is stronger for higher values of axial load and that the failure surface shape in interaction diagrams depends directly on the f c k and on the rebars distribution in the section. Furthermore, under lower compressive axial loads, higher oblique composite flexion strengths are reached when there is more reinforcement area in tension regions but, as the compression increases, the reinforcement presence and larger concrete areas in compression zones provide higher bending moment strengths.

Reliability Analysis of Flexural Deflection of Reinforced Concrete Members under Ultra-Low Temperature

2021 ◽  
Vol 881 ◽  
pp. 131-135
Author(s):  
Meng Xi Tan ◽  
Yang Li
Keyword(s):  
Reinforced Concrete ◽  
Low Temperature ◽  
Concrete Strength ◽  
Limit State ◽  
Protective Layer ◽  
Bending Moment ◽  
Load Effect ◽  
Concrete Members ◽  
Flexural Member ◽  
Effect Ratio

Based on the Monte Carlo method, the functional function under the normal use limit state given by the specification introduces the concrete tensile strength of each temperature gradient under ultra-low temperature, and the coefficient of change of concrete elastic modulus. By changing the temperature of the member, the thickness of the protective layer, the bending moment effect ratio, the reinforcement size,the concrete grade and the length of the bending beam. Analyze the reliable index of the deflection control of the flexural member under ultra-low temperature to obtain: When the reinforced concrete flexural member is reduced from normal temperature 20°C to-160°C, the reliable deflection index of the component increases non-linearly, reaches the maximum value at-130°C, and then decreases slightly, the concrete strength grade and the thickness of the protective layer under each temperature gradients have the greatest influence on the deflection control of the bending beam under ultra-low temperature, followed by beam length, steel bar size, load effect ratio,which is different from normal temperature.

Non-Iterative Reinforced Concrete Design Methodology for Combined Axial Force and Bending Moment

2012 ◽  
Author(s):  
Se-Kwon Jung ◽  
Joseph Harrold ◽  
Nawar Alchaar
Keyword(s):  
Reinforced Concrete ◽  
Axial Force ◽  
Upper Bound ◽  
Design Methodology ◽  
Bending Moment ◽  
Linear Interpolation ◽  
Demand Point ◽  
Beam Columns ◽  
Interaction Diagram ◽  
Capacity Curves

This paper presents a non-iterative reinforced concrete design methodology that can be used to design structural components such as beam-columns, walls and slabs of reinforced concrete structures subjected to combined axial force and bending moment. The paper demonstrates that the required reinforcing area of a demand point (paired axial force and bending moment) on the interaction diagram can be accurately computed by 1) constructing two non-dimensionalized capacity curves approximated by a combination of polygon segments that are expected to bound all possible design cases including the demand point, 2) dividing the area enclosed by the lower- and upper-bound capacity segments into several four-sided capacity polygons, 3) locating a capacity polygon where the demand point is located and identifying associated lower- and upper-bound capacity segments, 4) identifying a capacity segment that passes through the demand point by linear interpolation from the given two bounding segments, and finally 5) determining the required reinforcing area for the demand point by linear interpolation between the minimum and maximum reinforcing ratios associated with the pre-defined lower- and upper-bound capacity segments, respectively. This essentially eliminates a cumbersome need to perform iterative trial and error solutions to obtain the required reinforcing area for the combined axial force and moment concrete design. Illustrative design examples per ACI 349 and ACI 359 are presented within the paper.

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