METAL BEAM WITH ASYMMETRICAL SECTION AND DAMAGE WARNING FUNCTION
A metal beam with asymmetric section and damage warning function includes a main body; the cross-sectional shape of the main body section defines a neutral axis, and a pressure zone and a tension zone when subjected to a pure bending moment load. Each point of the main body is arranged in a linear relationship with respect to the neutral axis within the elastic range. The cross-sectional shape of the main body section is on both sides of the neutral axis in an asymmetrical arrangement. The section modulus of the pressure zone of the main body section at the maximum bending moment is greater than the section modulus of the tension zone. Before the pressure zone bears a stress reaching the elastic limit to yield and enter plastic deformation, the tension zone has a stress exceeding the elastic limit and yield to enter plastic deformation first, so that the plastic deformation of the yielding tension zone provides a warning about a possibly occurring compressive shear damage of the pressure zone, forming the present invention.
The present invention relates to beam structures, and more particularly, to a metal beam with asymmetrical section and damage warning function.
2. Description of the Related ArtCurrent practice of selecting metal beams and columns in the industry has at least the following disadvantages:
1. Regarding the reinforced concrete deck (RC DECK), it has a considerable influence on the section modulus of the steel body. In terms of a symmetrical section, when the pressure zone and tension zone are subjected to the bending moment and axial pressure to reach the critical load, the pressure zone is the first to yield. However, the industry usually ignores the influence of reinforced concrete decks on the section modulus of the steel body. As a result, the section modulus of the tension zone at the end of the beam column is greater than that of the pressure zone and/or the pressure zone suffers a critical damage unexpectedly.
2. In addition, the industry also currently ignores the beam axial force (the pressure generated by the beam structure under a load). As for a steel beam with two fixed ends, a so-called axial pressure will be generated when it is loaded. As a result, the pressure zone would reach the elastic limit first unexpectedly.
3. Furthermore, regarding a cantilever steel beam with reinforced concrete deck, due to the combination of the deck and the beam, the section modulus of the tension zone would be greater than the section modulus of the pressure zone.
However, the current practice of selecting metal beams and columns in the industry, including ignoring the influence of reinforced concrete floor deck on the section modulus of the steel body, ignoring the beam axial force, and the situation of the section modulus of the tension zone being greater than the section modulus of the pressure zone due to the combination of the deck and the beam, possibly make the pressure zone of the beam reach the elastic limit and yield before the tension zone, causing a compressive shear damage to instantaneously occur, leading to serious consequences.
Therefore, the improvement by the present invention aims at solving and correcting the above-mentioned problems and disadvantages of conventional beam structure.
SUMMARY OF THE INVENTIONTo improve the issues above, the present invention provides a metal beam with asymmetrical section and damage warning function. With an asymmetrical section arrangement for the section of the main body, the tension zone reaches the elastic limit and yield to enter a plastic deformation before the pressure zone, whereby the plastic deformation of the tension zone provides a warning about possibly occurring compressive shear damage of the pressure zone.
An embodiment of the present invention provides a metal beam with asymmetrical section and damage warning function, whose main body comprises a main body section. The cross-sectional shape of the main body section defines a neutral axis. The main body section defines a pressure zone and a tension zone when subjected to a pure bending moment load. Each point of the main body is arranged in a linear relationship with respect to the neutral axis within the elastic range, and the cross-sectional shape of the main body section is on both sides of the neutral axis in an asymmetrical arrangement. The pressure zone of the main body section at the maximum bending moment of the main body has a section modulus greater than the section modulus of the tension zone. Before the pressure zone bears a stress reaching the elastic limit to yield, the tension zone has a stress exceeding the elastic limit first and yield first, so that the plastic deformation of the yielding tension zone serves as a warning about the possibly occurring compressive shear damage of the pressure zone.
Therefore, because the shape of the main body section of the present invention is designed to be asymmetrically arrangement on both sides of the defined neutral axis, the section modulus of the pressure zone of the main body section at the maximum bending moment of the main body is greater than the section modulus of the tension zone. Thus, when the main body bears a load, the tension zone has reached the elastic limit to yield and begins to enter the plastic deformation, whereby the tension zone entering the plastic deformation stage provides a warning before the pressure zone undergoes a compressive shear damage, earning time for emergency treatments such as evacuation of personnel or structural reinforcement.
The aforementioned and further advantages and features of the present invention will be understood by reference to the description of the preferred embodiment in conjunction with the accompanying drawings where the components are illustrated based on a proportion for explanation but not subject to the actual component proportion.
Referring to
The main body 10 described in the present invention comprises a main body section, whose cross-sectional shape is asymmetrically arranged on two sides of a defined neutral axis NA, so as to for an asymmetrical section. This main body section defines a pressure zone and a tension zone when subjected to a pure bending moment load. Each point of the main body is arranged in a linear relationship with respect to the neutral axis NA within the elastic range. The pressure zone of the main body section at the maximum bending moment of the main body 10 has a section modulus greater than the section modulus of the tension zone. Before the pressure zone bears a stress reaching the elastic limit to yield, the tension zone has a stress exceeding the elastic limit first and yield first, so that the tension zone entering the plastic deformation stage provides a warning about a possible compressive shear damage of the pressure zone after the tension reaches the elastic limit and deforms. The elastic limit refers to the critical limit of the bearable stress (both tension and pressure) of the metal beams and columns before yielding. In other words, when the stress exceeds the elastic limit, the metal beams and columns begin to yield and enter a plastic deformation.
The main body 10 is preferably an H-shaped steel beam or a quadrangularly-shaped steel beam (as shown in
For example, an H-shaped metal steel beam is provided in a symmetrical arranged on two sides of the central axis NA, with the specification of the main body section being H400L*200W*7t*11T (as shown by
As shown in Table 1, regarding models 1, 2, and 3, the cross-sectional area thereof are all 70.46 cm2, and the unit weight are all 56.1 kgf/m. The section modulus (Sx) of model 1 is 990 cm3, and the ratio is set as 100%. Comparing model 2, under the condition that the sectional area and unit weight remain unchanged, only the thickness of the upper and lower flanges 11 are modified according to the specifications of the main body section, so as to be asymmetrical on two sides of the neutral axis NA, wherein the upper and lower flanges thicknesses are modified into 10 mm and 12 mm, respectively. In the case, the section modulus of model 2 on the flange 11 side (pressure zone) having the thickness of 12 mm is increased to 1039 cm3, which is 5% higher than that of model 1. Meanwhile, the section modulus on the flange 11 side (tension zone) having thickness of 10 mm is reduced to 937 cm3, which is 5% less than that of the model 1. Comparing the model 3, the thicknesses of the upper and lower flanges 11 are modified according to the specifications of the main body, so as to be asymmetrical on two sides of the neutral axis NA. That is, the thicknesses of the upper and lower flanges 11 are changed to 7 mm and 15 mm, respectively. In such case, the section modulus of model 3 on the flange 11 side (pressure zone) having the thickness of 15 mm is increased to 1158 cm3, which is 17% higher than that of model 1. Meanwhile, the section modulus on the flange 11 side (tension zone) having thickness of 7 mm is reduced to 761 cm3, which is 23% less than that of the model 1. It can be seen that when such main body section is used for structures with fixed loading direction at critical points (such as construction beams and side columns), the load-bearing capacity on the side with a relatively large section modulus can be improved. Meanwhile, the other side with a relatively smaller section modulus, if in a tension status, will yield and undergoes deformation damage after exceeding the elastic limit, thereby providing a warning of compressive shear damage.
Regarding the main body 10 shown in
However, the main body 10 is presented as a negative bending moment at the support 40, with the tension zone on the upper side and the pressure zone on the lower side. The upper flange 11 is also constrained by the floor deck D, which in turn causes the section modulus of the tension zone to increase, thereby improving the bearing capacity thereof. As a result, the pressure zone at the support 40 first exceeds the elastic limit instead and breaks. Accordingly, it is known that when the main body 10 is combined with the floor deck D, the section modulus of the tension zone of the main body 10 is increased, thus improving the load bearing capacity thereof, causing the pressure zone to exceed the elastic limit first and may instantaneously undergo a compressive shear damage. This can greatly affect the design safety of the floor structure. However, according to the structural analysis and design method commonly used in the current construction industry, the combination of the floor with the main body 10 is regarded as non-contributing and therefore ignored. So, when used over limit, it may cause the risk of instantaneous damage of the pressure zone.
For example, a main body 10 has the aforementioned supports 40 at only two ends thereof, with the span between the two supports 40 being a span section, and the support 40 section being a support section. The main body section of the body 10 has the aforementioned specifications of H400L*200W*7t*11T, and the uniformly distributed load of the main body 10 is 3000 kgf/m. Also, the upper flange 11 of the main body 10 is laid with a floor deck D which is fixed by shear stud 30. In such case, if the uniformly distributed load is increased to 3300 kgf/m in an application over limit, as shown in Table 2, the section modulus of the tension zone of the support section increases, so that the load bearing capacity is improved, which results in that the stress ratio is prevented from exceeding the elastic limit. Instead, the stress ratio of the pressure zone of the support section exceeds the elastic limit to be broken (In Table 2, σ represents the maximum stress of the section; fy represents the yield stress of the metal material, which is hypothetically 2500 kgf/cm2; Spressure and Stension represent the section moduli of the pressure zone and tension zone, which are same in Tables 3, 4, and 5 below.)
Still in an application over limit with the uniformly distributed load increased to 3300 kgf/m, the main body section of the main body 10 is replaced by the specifications of H400L*200W*7t*14T1/8T2 in an asymmetrical section arrangement. In such case, as shown in
Alternatively, in an application without going over limit with the uniformly distributed load being 2750 kgf/m, while the upper flange 11 of the main body 10 is also laid with a floor deck D which is fixed by the shear stud 30, according to commonly applied structural analysis in the current industry (contribution of floor deck D ignored), the specifications above RH400L*200W*7t*11T would be used, with the stress ratio shown in Table 4:
Accordingly, under the same conditions, if the metal beam with asymmetrical section of the present invention is selected instead, plus the contribution of floor deck D in accordance with the actual situation, the specifications of the main body section of the main body 10 can be reduced to the specifications of H380L*190W*7t*14T1/8T2 asymmetrical section arrangement. As shown in Table 5, the stress ratio of the pressure zone and the tension zone are both within the elastic range (stress ratio ≦ 1). Also, when there is a floor deck D, the section modulus of the pressure zone is greater than that of the tension zone, which still provides a higher load bearing capacity. Even in the case of application over limit, the stress ratio of the tension zone of the support section would exceed the elastic limit first and yield to undergo a plastic deformation damage. It can not only provide a warning about possibly occurring instantaneous compressive damage, but also reduce the unit weight due to the reduction of specifications (the unit weight being reduced by 6.4% compared to the specifications of H400L*200W*7t*11T). Also, as long as the structural safety prerequisite is met, the material cost of the main body 10 can be reduced.
From the above description, the characteristics of the present invention are clear as follows:
1. When the main body 10 of the present invention bears a critical loading, because the shape of the main body section of the present invention is designed to be asymmetrically arrangement on both sides of the defined neutral axis, the section modulus of the pressure zone of the main body section at the maximum bending moment of the main body 10 is greater than the section modulus of the tension zone. Thus, when the main body 10 bears a load, the tension zone has reached the elastic limit to yield and begins to enter the plastic deformation, thereby providing a warning before the pressure zone undergoes a compressive shear damage, thus beneficial for earning time for emergency treatments such as evacuation of personnel or structural reinforcement.
2. The current industry usually neglects the effects of reinforced concrete floor deck on the modules of the steel body or ignores the beam axial force (the pressure generated by the beam structure under a load), which causes the issues of the section modulus of the tension zone of the main beam column end being greater than that of the pressure zone and/or the pressure zone undergoing critical damage first unexpectedly, or the issue of a cantilever steel beam of a floor deck D, due to the combination of the deck and the beam, having a section modulus of the tension zone greater than the section modulus of the pressure zone. Such issues can be resolved by use of the main body section of the main body 10 of the present invention, which is designed in an asymmetrical arrangement, so as to correct abovementioned improper construction practice.
3.The main body section of the main body 10 of the present invention has an asymmetrical section design, wherein the tension zone, after reaching the elastic limit, yields and begins to enter the plastic deformation, thereby not only providing a warning before the pressure zone undergoes a compressive shear damage, but also lowering the unit weight with the reduction of main body section specifications. Thus, as long as the structural safety prerequisite is met, the material cost of the main body 10 can be reduced.
Claims
1. A metal beam with asymmetric section and damage warning function, comprising a main body and a floor deck; a flange on the main body being fixed with the floor deck through a shear stud, so as to form an integral beam; the main body comprising a main body section; the main body section having a cross-sectional shape which defines a neutral axis, and the main body section defining a pressure zone and a tension zone when subjected to a pure bending moment load; each point of the main body being arranged in a linear relationship with respect to the neutral axis within an elastic range; the cross-sectional shape of the main body section being asymmetrically arranged on both sides of the neutral axis; the pressure zone of the main body section at the maximum bending moment of the main body having a section modulus greater than a section modulus of the tension zone; before the pressure zone bears a stress reaching the elastic limit to yield, the tension zone bears a stress exceeding the elastic limit to yield first and enters a plastic deformation, such that the plastic deformation of the tension zone provides a warning about a possibly occurring compressive shear damage of the pressure zone.
2. The metal beam with asymmetric section and damage warning function of claim 1, wherein the two sides of the main body section asymmetrically arranged on two sides of the neutral axis have a same width, but the thicknesses thereof are thicker on one side and thinner on the other side.
3. The metal beam with asymmetric section and damage warning function of claim 1, wherein the two sides of the main body section asymmetrically arranged on two sides of the neutral axis have a same thickness, but the widths thereof are wider on one side and narrower on the other side.
4. The metal beam with asymmetric section and damage warning function of claim 1, wherein the main body is a transverse beam which is supported by a plurality of supports for bearing a load.
5. The metal beam with asymmetric section and damage warning function of claim 1, wherein the main body section is formed in an H shape or a quadrangular shape.
Type: Application
Filed: Aug 23, 2021
Publication Date: May 11, 2023
Inventor: Cheng-Hsing Lai (TAICHUNG CITY)
Application Number: 17/912,778