KR102330717B1 - Improved Standardization Method of Welded Built-up H Beam and Improved Standardized Welded Built-up H Beam Using the Improved Method - Google Patents

Abstract

According to the present invention, provided is a standardization method of welded assembly H-beam steel, which includes: a first step of selecting the use of a structure; a second step of determining the length (H) of the corresponding hot-rolled H-beam (hereinafter referred to as RH-beam steel) and the length (Hi) of the closest welded assembly H-beam (hereinafter, BH-beam steel); a third step of selecting the size of the structure according to the determined length (Hi) of the BH-beam steel; a fourth step of determining the minimum thickness among groups of the thickness (tf) of the flange of the BH-beam steel; a fifth step of determining the minimum thickness among the groups of web thickness (tw) of the BH-beam steel; a sixth step of calculating the section modulus (Z) value of the BH-beam steel; a seventh step of comparing the internal bending moment with the external bending moment, after calculating the internal bending moment; an eighth step of determining the minimum section modulus at which the internal bending moment exceeds the external bending moment; a ninth step of selecting a cross-sectional area (i.e., A2) of the minimum area from the cross-sectional area groups having a section modulus equal to or greater than the determined minimum section modulus; a tenth step of checking whether the calculated internal bending moment is a value greater than the external bending moment; an eleventh step of checking whether the calculated shear strength is greater than the required shear strength; and twelfth step of rechecking whether the recalculated shear strength is greater than the required shear strength.

Description

Improved Standardization Method of Welded Built-up H Beam and Improved Standardized Welded Built-up H Beam Using the Improved Method}

The present invention relates to a standardization method of a welded assembly H-beam and a welded assembly H-beam standardized using such a standardization method.

Hot-rolled section steel is a generic term for steel products made by heating metal above the recrystallization temperature and rolling it so that the shape of the cross-section is constant. can be classified.

Such hot-rolled section steel has been used as a major structural material for construction and civil engineering structures because of its excellent cross-sectional performance and easy assembly and bonding. On the other hand, among these hot-rolled section steel, H-beams are connected by a vertically extending web connecting between the flanges located in the top and bottom and extending left and right and the upper and lower flanges, as shown in FIG. 1 . In FIG. 1, the dance (height) of the whole hot-rolled H-beam is indicated as "H", the width of the flange as "B", the thickness of the flange as "t ₂ ", and the thickness of the web as "t ₁ ".

On the other hand, such hot-rolled sections are mass-produced as ready-made products in factories, and standardized standard cross-sectional dimensions and standard cross-sectional performance charts are provided. The standard cross-sectional performance is, for example, the cross-sectional second moment of a member, and structural designers of a building believe that the design strength of a member calculated based on this cross-sectional performance (eg, flexural strength, shear strength, compressive strength) is greater than the required strength. In accordance with the structural design standards, the appropriate section steel standard is adopted.

In the present specification, the conventional hot-rolled section steel, among them, the most widely used H section is called a rolled H section, and for convenience, it is called “RH section”.

Since these RH-beams are mass-produced in factories according to the standardized products, it is practically impossible to make custom-made products with specific dimensions whenever necessary. In the case of selecting the standard cross-sectional dimensions of RH-beams, the required strength is only 50% of the shear strength of the member in general except for the special case where shear force is dominant, which in turn lowers the efficiency of using steel. If the efficiency of using steel is lowered, as a result, the steel material cost increases due to the increase in the amount of steel.

On the other hand, when customizing the optimized section whenever necessary, a welded built-up section (welded built-up section, referred to as “BH section” in this specification for convenience) must be manufactured separately. It is not only cumbersome because of the need to manufacture the Maintaining consistency is very difficult.

In order to solve this problem, the present applicant in Korean Patent Registration No. 10-1806418 proposes a method of optimizing cheolgol beams in which the cross section of the RH-beam does not take into account the characteristics of the structure or members such as columns.

Due to this, when other members such as structure characteristics or columns act as variables, there is a new problem that there is a limit to the optimization of the cross-sectional size.

Republic of Korea Patent No. 10-1806418

The present invention is an invention devised to solve the above problems, and while maintaining strength equal to or higher than that of hot-rolled H-beams, it is possible to standardize the optimized welded assembly H-beams in consideration of the characteristics of structures and other members such as columns. We would like to propose a method and a welded assembly H-beam manufactured by such a design method.

The standardization method of welded assembly H-beams according to the present invention includes step 1 of selecting the use of the structure, the dance (H) of the corresponding hot-rolled H-beams (hereinafter, RH-beams) and the closest welded-assembled H-beams (hereinafter, BH). determining from a group (for _{example, H i1, H i2, H} i3, H i4, H i5 , etc.) of a possible dance (H _i) used in the uses of the selected structure to dance (H _i) of the beams) 2 group (t _f1 in step 3, the thickness (t _f) of the flange of the BH-beams to choose the scale of the selected structure of the selected purpose of selecting the size of the thus structure the dance (H _i) of the determined BH-beams, Step 4 of determining the minimum thickness among t _f2 , t _f3 , t _{f4 ,} t _{f5 , etc.), a group of web thicknesses (t w} ) of BH-beams selectable at the selected scale for the selected application (eg, t _{w1 )} , t _w2, using a t _w3, t _w4, t step 5, the flange thickness determined in step 4 (t _f) and web thickness (t _w) determined in step 5 to determine the minimum thickness of _w5, etc.) of the BH-beams Step 6 of calculating the section modulus (Z) value, after calculating the internal bending moment using the calculated section modulus (Z) value, Step 7 of comparing the internal force bending moment with the external force bending moment, the external force bending moment is greater than the internal force bending moment If it is large, increase the section modulus by 10% and recalculate the internal bending moment and re-compare it with the external bending moment to determine the minimum section modulus at which the internal bending moment exceeds the external bending moment Step 8, Selectable BH-beams Among the cross-sectional area groups (eg, A ₁ , A ₂ , A ₃ , A _{4 ,} etc.), the cross-sectional area group (eg, A ₂ , A ₃ , A _{4 ,} etc.) in the cross-sectional area (i.e., a ₂₎ selecting a 9, the cross-sectional area of the minimum area is selected in step 9 (i. e., a ₂₎ after the operation, the section modulus and strength bending moment with respect to the calculated strength bending moment of minimum area Step 10 to check whether the value is greater than the external force bending moment , After calculating the shear strength for the cross-sectional area (ie, A ₂ ) of the minimum area selected in step 9, step 11 to check whether the calculated shear strength is a value greater than the required shear strength, the shear strength calculated in step 11 is If the value is smaller than the required shear strength, select the minimum next cross-sectional area (ie, A _3, etc.) that is larger than the cross-sectional area of the minimum area selected in step 9 (ie, A ₂ ) and recalculate the shear strength, and then the recalculated shear strength is required and reconfirming whether the value is greater than the shear strength (12).

In the standardization method of welded-assembled H-beam steel according to the present invention, the use of the structure in step 1 is to select one of a general steel frame structure, a special steel structure structure, or a steel frame apartment structure, and in step 3, the size of the structure is small , can be selected from among medium, large, extra-large, or extra-large.

The standardized method of welding assembly H-beam according to the invention, a group of the dancing (H _i) is composed of a dance (H _i) of the value which is increased or decreased by 15 mm unit when the size is small of the structure, the dance ( group of H _i) is, when the size of the structure is not a compact consists of a dance (H _i) of the value which is increased or decreased by 50 mm unit, the closest BH beams and dance (H) of the RH-beams corresponding in step 2 dance (H _i) can select a more dancing (H _i) of a large value, when present in both the two kinds of size of the structure.

In the standardization method of welded assembly H-beam steel according to the present invention, _{the group of dances (H i} ) available in the use of the structure (eg, H _i1 , H _i2 , H _i3 , H _i4 , H _i5 etc.) is, When the small size of the structure is selected, H _i = 120, 135, 150 mm, when the medium size is selected, H _i = 400, 450, 500, 550, 600, 650 mm, the size of the structure becomes large If selected, H _i = 700, 750, 800, 850, 900, 950, 1000 mm, if the structure size is oversized, if selected, H _i = 1100, 1200, 1300, 1400, 1500 mm, the structure size is very large When the shape is selected, _{it can be determined as H i} =1600, 1700, 1800, 1900, 2000 mm.

In the standardization method of welded assembly H-beams according to the present invention, when the use of the selected structure is a steel frame apartment, the size of the structure is selected to be small, and the thickness of the flange of the BH-shaped steel selectable from the selected scale of the selected use (t _f ) group (t _f1 , t _f2 , t _f3 , t _{f4 ,} t _{f5 ,} etc.) is (10, 15, 17, 20, 25, 34 mm) A group of web thicknesses t _w (eg, t _w1 , t _w2 , t _w3 , t _w4 , t _{w5 ,} etc.) may be (9, 12, 15 mm).

In the standardization method of welded-assembled H-beam steel according to the present invention, when the use of the selected structure is a general steel structure, the size of the structure can be selected from medium, large, extra large, or extra large, and the size of the structure is medium. If selected, the group (t _f1 , t _f2 , t _f3 , t _{f4 ,} t _{f5 , etc.) of the flange thickness (t f} ) of the BH-beam steel selectable at the selected scale for the selected use is (12, 15, 18, 20, 22, 25, 28, 30 mm) and _{a group of web thicknesses (t w} ) of BH-beams selectable at the selected scale for the selected application (e.g., t _w1 , t _w2 , t _w3 , t _{w4 )} , t _w5, etc.) is (8, 9, 10, 11, 12 mm), and when the scale of the structure is selected to be large, the thickness (t _f ) of the flange of the BH-shaped steel selectable in the selected scale for the selected use A group (t _f1 , t _f2 , t _f3 , t _{f4 ,} t _{f5 ,} etc.) is (12, 15, 18, 20, 22, 25, 28, 30, 32, 35, 40, 50, 60 mm), wherein A group of selectable BH-beam web thicknesses (t _w ) at the selected scale for the selected application (eg, t _w1 , t _w2 , t _w3 , t _w4 , t _{w5 ,} etc.) is (9, 10, 11, 12) , 13, 16, 20 mm), and, when the scale of the structure selected for extra large, group (t _f1, t _f2, t of a thickness (t _f) of the selected flange of selectable BH-beams from the scale of the selected applications _f3 , t _f4, t _f5, etc.) is (25, 30, 35, 40, 45, 50, 55, 60 mm), and the web thickness (t _w ) of the BH-beam selectable at the selected scale for the selected application. If a group (eg, t _w1 , t _w2 , t _w3 , t _w4 , t _{w5 ,} etc.) is (16, 20, 25 mm), and the size of the structure is selected to be extra-large, the selected size of the selected use Flange of BH-beam that can be selected from A group of thickness t _{f (t f1} , t _f2 , t _f3 , t _{f4 ,} t _{f5 ,} etc.) is (30, 40, 50, 60, 70 mm), BH selectable at the selected scale for the selected application. A group (eg, t _w1 , t _w2 , t _w3 , t _w4 , t _{w5 ,} etc.) of the web thickness t _w of the section steel may be (20, 25 mm).

In the standardization method of welded-assembled H-beam steel according to the present invention, when the use of the selected structure is a special steel structure, the size of the structure can be selected from medium or large, and when the size of the structure is selected as medium, the selected use of The group (t _f1 , t _f2 , t _f3 , t _{f4 ,} t _{f5 , etc.) of the flange thickness (t f} ) of the BH-beam steel selectable in the selected scale is (15, 18, 20, 22, 25 mm), the web thickness of the BH-beams selectable on the selected size of the selected use group of (t _w) (lift Yes, t _w1, t _w2, t _w3, t _w4, t _w5, etc.) (8, 9, 10, 11, 12 mm), and, when the scale of the structure selected for large groups (t _f1, t _f2, t _f3, t _f4 having a thickness (t _f) of the selected flange of selectable BH-beams from the scale of the selected applications _, t _f5, etc.) is (15, 18, 20, 22, 25 mm), and _{a group of web thicknesses (t w} ) of selectable BH-beams at the selected scale for the selected application (e.g., t _w1 , t _w2 , t _w3 , t _w4 , t _{w5 ,} etc.) may be (11, 12, 13, 15, 16, 17 mm).

The computer program for determining the dimensions of the welded assembly H-beam according to the present invention is the step 1 of selecting the use of the structure, the dance (H) of the corresponding hot-rolled H-beam (hereinafter, RH-beam) and the closest welded-assembled H-beam. from the group (for _{example, H i1, H i2, H} i3, H i4, H i5 , etc.) of a possible dance (H _i) used in the uses of the selected structure to dance (H _i) (hereinafter, BH-beams) Step 2 of determining, _{Step 3 of selecting the size of the structure according to the determined dance (H i} ) of the BH-beam, Group _{of the thickness (t f} ) of the flange of the BH-beam that can be selected from the scale of the selected structure for the selected use group of (t _f1, t _f2, t _f3, t _f4, t _f5, and so on) in step 4, the web thickness (t _w) of the BH-beams to choose from within the selected size of the selected applications to determine the minimum thickness (e. For example, _{using the flange thickness (t f} ) determined in Step 5 and Step 4 and the web thickness (t _w ) determined in Step 5 to determine the minimum thickness among _{t w1} , t _w2 , t _w3 , t _w4 , t _{w5 , etc.)} step 6 of calculating the section modulus (Z) value of the BH-beam, calculating the internal bending moment using the calculated section modulus (Z) value and comparing it with the external bending moment 7, the external bending moment is the If it is greater than the internal bending moment, increase the section modulus by 10% and recalculate the internal bending moment and re-compare it with the external bending moment to determine the minimum section modulus at which the internal bending moment exceeds the external bending moment Step 8, selection Among the possible cross-sectional area groups of BH-beams (eg, A ₁ , A ₂ , A ₃ , A _{4 ,} etc.), the cross-sectional area group (eg, A ₂ , A ₃ , a _4, and so on) after the user operation, the section modulus and strength bending moment with respect to the step 9, the cross-sectional area of the minimum area is selected in step 9 (i. e., a ₂₎ for selecting the cross-sectional area (i.e., a ₂₎ of the minimum area, the calculated Is the internal bending moment greater than the external bending moment? _{After calculating the shear strength with respect to the cross-sectional area (ie, A 2} ) of the minimum area selected in steps 10 and 9 to check, step 11 to check whether the calculated shear strength is greater than the required shear strength is calculated in the step 11 If the shear strength obtained is a value smaller than the required shear strength, the shear strength is recalculated by selecting the next smallest cross-sectional _{area (ie, A 2 ) larger than the cross-sectional area of the minimum area selected in step 9 (ie, A 3 , etc.)} and reconfirming whether the shear strength is greater than the required shear strength.

In the computer program for determining the dimensions of the welded assembly H-shaped steel according to the present invention, the use of the structure in step 1 is to select one of the general steel structure, special steel structure, or steel frame apartment structure, and the structure in step 3 You can select one type from among small, medium, large, extra-large, or extra-large.

The BH-beam steel according to the present invention may be selected from the diagram of FIG. 3 .

Other specific details of the invention are included in the detailed description and drawings.

If the standardization method of the welded assembly H-beam according to the present invention is adopted, the following effects can be described.

First, (Patent Document 1) Unlike the standardization method of BH-beams in Korean Patent Registration No. 10-1806418, the cross-section of BH-beams corresponding to RH-beams can be changed as needed, and in particular, optimized according to the use and scale of the structure. It becomes possible to present the standard cross section of BH-beam.

Second, even if the dance of the RH beam is not a static number, it is possible to automatically standardize the dance of the BH beam as a static number, thereby making it very convenient to determine the workability and the finishing line.

Third, the material saving rate can be greatly improved compared to the existing BH-beams.

Fourth, even though it is a built-up section, it can be mass-produced by an automatic production system, so that it is possible to secure price competitiveness while maintaining a constant quality. In addition, by being able to use BH section steel, the range of section steel selection according to design conditions can be broadened compared to the case of using the existing RH section steel.

The effect of the present invention is not limited thereto, and there may be many other effects that can be derived from the specific configuration of the present invention described below.

1 is a view showing the relationship between the dimensions of a conventional RH-beam and a conventional BH-beam.
Figure 2 is a view for explaining the standardization method of the weld assembly H-beam in the present invention.
Figure 3 is a view showing the standard of the BH-beam (flexural member) obtained through the standardization method of the present invention.
4 is a view showing the standard of the BH-beam steel (compression material, H-type) obtained through the standardization method of the present invention.
5 is a view showing the standard of the BH-shaped steel (compression material, P-shaped) obtained through the standardization method of the present invention.
Figure 6 is a view showing the standard of the BH-beam (side section material) obtained through the standardization method of the present invention.
Fig. 7 is a view for explaining the shape of a column cross-section;
Figure 8 is a view showing the selected section for a special moment frame of the present invention.
9 is a view for explaining a method of calculating the cross section (flexural member) of the BH-beam.
10 is a view for explaining a method of calculating the cross-section (compression material) of the BH-beam.

Advantages and features of the present invention and methods of achieving them will become apparent with reference to the embodiments described below in detail in conjunction with the accompanying drawings. However, the present invention is not limited to the embodiments disclosed below, but will be implemented in various different forms, and only these embodiments allow the disclosure of the present invention to be complete, and to completely inform those skilled in the art of the scope of the invention It is provided for purposes of illustration, and the present invention is defined only by the scope of the claims.

Like reference numerals refer to like elements throughout.

As used herein, “and/or” includes each and every combination of one or more of the recited items.

As used herein, the singular also includes the plural, unless the phrase specifically states otherwise.

As used herein, “comprises” and/or “comprising” does not exclude the presence or addition of one or more other components in addition to the stated components.

Unless otherwise defined, all terms (including technical and scientific terms) used herein will have the meanings commonly understood by those of ordinary skill in the art. In addition, terms defined in the dictionary are not to be interpreted ideally or excessively unless specifically defined explicitly.

Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings.

In the conventional standardization method of BH-beams as in FIG. 1, it was for standardization of welded-assembled H-beams (BH-beams) corresponding to 1:1 to hot-rolled H-beams (RH-beams). In the case of adopting the standardization method of the BH-beam as in FIG. 1, there was an effect of reducing the cross-section by about 9% compared to the design of the conventional steel structure for the RH-beam.

However, although there are differences depending on the type of building, for example, factories, warehouses, large-space buildings, and general buildings in general, the existing BH-beams account for approximately 30% to 60% of the steel frames used. As a result, when evaluating the entire building, it was presented as a problem that the perceived reduction effect was too small, ranging from 2.7% to 5.4%.

This is because the existing application of BH-beams was applied only to Cheolgol-beams in a 1:1 correspondence with RH-beams as in FIG. 1 without considering the characteristics of buildings or members such as columns.

On the other hand, the current steel frame market is demanding more savings and increasing interest in BH-beams that are actively standardized according to the size and type of structures.

　Built-up members, which relied on the conventional custom-made, enter the material order after the order is placed, and the specifications are different according to the designer. Even though the BH-beams are built-up, they are standardized in advance, so they can hold stock in advance, which is very advantageous in terms of delivery time. In addition, it is possible to mass-produce through standardization, which is advantageous in improving price competitiveness.

The standardization method of welded-assembled H-beams according to the present invention is to provide a new BH-beam, and by improving the standardization of existing BH-beams by increasing building characteristics and member types, it is composed of more standardized beam column members. It was made possible to reduce the quantity through the optimized design compared to the cross-sectional size. In addition, the improved technology for improving the BH-beam as in the present invention optimizes the web thickness and solves the phenomenon in which the shear force was excessively surplus when using the RH-beam member by optimization.

The prior art of Korean Patent Registration No. 10-1806418 (Patent Document 1) standardizes welded assembly H-beams (BH-beams) corresponding to 1:1 to hot-rolled H-beams (RH-beams).

The new improvement method of the present invention considers the following four parts in order to increase the saving effect up to about 25%.

First, by allowing multiple BH-beams to be standardized for any one RH-beam, the cross-section of standardized BH-beams can be diversified according to the purpose and scale of the structure, and cross-sections for columns as well as beams can be standardized. did. In addition, changes in the required cross section can be selected more systematically by using the section modulus. 3 shows 455 beams and 70 columns.

Second, 40 additional 'p'-shaped sections of the column can be introduced. This is a structure that compensates for the weak axis buckling of a member with a large axial load and a large slender ratio of the column, so it can be advantageously used for the basement column of the reverse perforation method or the column of the logistics warehouse.

Third, 60 sections for special moment frames were added. This is a BH using seismic steel that guarantees seismic performance (yield ratio less than 0.8, upper and lower limits of yield strength, chemical composition, etc.)

Fourth, 20 remodeled apartment-type side cross-section beams were added. This is to horizontally and vertically extend the slab thickness and beam length of the standard floor to about 120-150 mm, which is the same height as the horizontal and vertical extension of the existing apartment, so that the side section member with strong bending strength (H-pillar member with different widths of the upper and lower flanges) , since it is used as a steel frame in the vertical extension, constructability and economic efficiency can be secured.

A method for standardizing a BH-beam according to the present invention will be described in more detail with reference to FIG. 2 .

The standardization method of BH-beams according to the present invention starts with step 1 of selecting the use of the structure. The purpose of the structure is to select one type from a general steel structure, a special steel structure, or a steel frame apartment structure, and the scale of the structure is to select one type from among small, medium, large, extra-large, or extra-large type .

In the present invention, the size of the structure that can be selected varies according to the use of the structure. Specifically, in the general steel structure, only one type can be selected from among medium, large, extra-large, or extra-large except for the small, in the special steel structure, only the medium or large can be selected, and in the steel-framed apartment structure, only the small is selected. .

Depending on the size of the structure, the _{selectable group of the dance (H i} ) of the BH-beam is determined, and in the end, the selectable group _{of the dance (H i ) of the structure and the dance of the BH-beam is interlocked.}

The dance (H _i ) means the distance between both ends of the upper and lower flanges of the BH-beam as shown in FIG. 1 . As in FIG. 1, the BH-beam steel may be a conventional H-section steel or a "p"-beam or other "I" (capital letter of the English alphabet, Aiza) steel to be described later.

_{In addition, the group of dance (H i} ) of BH-beams according to the size of the structure is as follows.

- Small (120, 135, 150)

- Medium (400, 450, 500, 550, 600, 650)

- Large (700, 750, 800, 850, 900, 950, 1000)

- Extra large (1100, 1200, 1300, 1400, 1500)

- Extra large (1600, 1700, 1800, 1900, 2000)

All figures in the present invention are mm unless otherwise specified.

For example, in a small structure, the dance (H _i ) of the BH-beam is selected from 120, 135, and 150, and in an extra-large structure, 1100, 1200, 1300, 1400, and 1500 may be selected.

In other words, the compact is selected, only 120, 135, dancing (H _i) of 150, in the extra-large 1100, 1200, 1300, 1400, and is selected only dance (H _i) of 1500.

_{The dance (H i} ) used in the present invention is based on a 'fixed number', which is configured to increase or decrease in units of 15 mm in small cases, and is set to increase or decrease in units of 50 mm in all other cases.

The concept of the static number is a concept applied only to the dance (H) and the width (B) in the H-beam. For example, if there are sections of H-388x402x15x15 (in that order, dance, width, web thickness, flange thickness), H-394x398x11x18, H-394x405x18x18, and H-400x400x13x21, only the last H-400x400x13x21 is a stationary water section.

Conventional general RH-beams use a mixture of static numbers and non-stationary numbers, such as 396, 400, and 402, but in the BH-section standardization method of the present invention and the standardization computer program using the same, all BH-beams are standardized only with static numbers, so finishing construction, etc. As this becomes constant, constructability becomes remarkably advantageous.

Referring back to the standardization method of FIG. 3 again, in step 2, the dance (H) of the corresponding hot-rolled H-shaped steel (RH-shaped steel) and the closest welded-assembled H-shaped steel (BH-shaped steel) dance (H _i ) of the selected structure _{Determine from the group of dances (H i} ) available in the use of (eg 700, 750, 800, 850, 900, 950, 1000 for formation).

If step 2 is described as an example, if the dance of RH beam is 80, the smallest dance 120 closest to it is selected, and if the dance of RH beam is 300, the closest medium dance 400 is selected, If the dance is 2500, it is to choose the closest super-large 2000.

On the other hand, if the dance (H) of the RH-beam corresponding to the step 2 and the dance of the closest BH-beam (H _i ) exist in both types of the scale of the structure, the dance (H _i ) of a larger value is selected do. For example, if the dance of the RH section is 275, it is closest to both the small 150 and the medium 400. do.

Next, in step 3, as described above, the size of the structure is selected according to _{the determined dance (H i ) of the BH-beam.}

Next, at step 4, at least one group (t _f1, t _f2, t _f3, t _f4, t _f5, and so on) having a thickness (t _f) of the flange of the BH-beams to choose the scale of the selected structures of the selected applications thickness to decide

_{Next, in step 5, similarly, a group of web thicknesses t w} of BH-beams selectable at the selected scale for the selected application (eg, t _w1 , t _w2 , t _w3 , t _w4 , t _{w5 ,} etc.) ) to determine the minimum thickness.

Steps 4 and 5 will be described in detail based on the use of the structure.

First, when the use of the selected structure is a steel frame apartment, as before, the size of the structure can be selected only in a small size. A group (t _f1 , t _f2 , t _f3 , t _{f4 ,} t _{f5 , etc.) of the flange thickness (t f} ) of the BH-beam steel selectable at the selected scale for the selected application is (10, 15, 17, 20, 25) , 34 mm), and wherein the selected purpose group of web thickness (t _w) of the BH-beams to choose from within the selected size (lifting the example, t _w1, t _w2, t _w3, t _w4, t _w5, etc.) ( 9, 12, 15 mm). That is, when the use of the selected structure is a steel frame apartment, the thickness (t _f ) of the flange of the BH-beam is selected from among 10, 15, 17, 20, 25, and 34 mm, and the web thickness (t _w ) of the BH-beam is 9 , 12 and 15 mm. Thus, in step 4, 10 is selected as the minimum value of _{the thickness t f} of the flange, and in step 5, 9 is selected as the minimum value of the _{web thickness t w .}

Second, when the use of the selected structure is a general steel structure, the size of the structure may be selected from among medium, large, extra-large, or extra-large. When in the structure size is selected as a medium and the group (t _f1, t _f2, t _f3, t _f4, t _f5, and so on) having a thickness (t _f) of the flange of the BH-beams selectable on the selected size of the selected applications is (12, 15, 18, 20, 22, 25, 28, 30 mm), and _{a group of web thicknesses (t w} ) of BH-beams selectable at the selected scale for the selected application (e.g., t _w1 , t _w2 , t _w3 , t _w4 , t _{w5 ,} etc.) is (8, 9, 10, 11, 12 mm), and when the size of the structure is selected to be large, the BH-beam steel that can be selected from the selected scale for the selected use A group of flange thickness (t _f ) (t _f1 , t _f2 , t _f3 , t _{f4 ,} t _{f5 ,} etc.) is (12, 15, 18, 20, 22, 25, 28, 30, 32, 35, 40, _{50, 60 mm), and a group of web thicknesses (t w} ) of BH-beams selectable at the selected scale for the selected application (eg, t _w1 , t _w2 , t _w3 , t _w4 , t _{w5 ,} etc.) (9, 10, 11, 12, 13, 16, 20 mm), and when the size of the structure is selected to be oversized, the thickness (t _f ) of the flange of the BH-shaped steel selectable in the selected size for the selected use is a group (t _f1 , t _f2 , t _f3 , t _f4, t _{f5 ,} etc.) is (25, 30, 35, 40, 45, 50, 55, 60 mm) and selectable BH-beams at the selected scale for the selected application A group of web thicknesses (t _w ) (e.g., t _w1 , t _w2 , t _w3 , t _w4 , t _{w5 ,} etc.) of , a group (t _f1 , t _f2 , t _f3 , t _{f4 ,} t _{f5 , etc.) of the flange thickness (t f} ) of the BH-beam steel selectable at the selected scale for the selected use is (30, 40, 50, 60, 70 mm), and the selected scale of the selected use. A group (eg, t _w1 , t _w2 , t _w3 , t _w4 , t _{w5 , etc.) of the web thickness (t w} ) of the BH-beam that can be selected in is (20, 25 mm).

Third, when the purpose of the selected structure is a special steel structure, the size of the structure may be selected from medium or large. Next, when the size of the structure selected for medium and group (t _f1, t _f2, t _f3, t _f4, t _f5, and so on) having a thickness (t _f) of the flange of the BH-beams selectable on the selected size of the selected applications is (15, 18, 20, 22, 25 mm), and _{a group of web thicknesses (t w} ) of BH-beams selectable at the selected scale for the selected application (e.g., t _w1 , t _w2 , t _w3 , t _w4 , t _w5, etc.) is (8, 9, 10, 11, 12 mm), and if the scale of the structure is selected as large, the thickness of the flange of the BH-beam steel selectable in the selected scale for the selected use (t _f ) group (t _f1 , t _f2 , t _f3 , t _{f4 ,} t _{f5 ,} etc.) is (15, 18, 20, 22, 25 mm), and the web thickness of selectable BH-beams at the selected scale for the selected application. A group of (t _w ) (eg, t _w1 , t _w2 , t _w3 , t _w4 , t _{w5 ,} etc.) is (11, 12, 13, 15, 16, 17 mm).

This is briefly summarized as follows.

steel frame apartment structure

Flange thickness (t _f )

go. small type

10, 15, 17, 20, 25, 34

Web thickness (t _w )

go. small type

9, 12, 15

general steel structure

Flange thickness (t _f )

go. medium size

12, 15, 18, 20, 22, 25, 28, 30

me. large

12, 15, 18, 20, 22, 25, 28, 30, 32, 35, 40, 50, 60

all. oversized

25, 30, 35, 40, 45, 50, 55, 60

La. extra large

30, 40, 50, 60, 70

Web thickness (t _w )

go. medium size

8, 9, 10, 11, 12

me. large

9, 10, 11, 12, 13, 16, 20

all. oversized

16, 20, 25

La. extra large

20, 25

special steel structure

Flange thickness (t _f )

go. medium size

15, 18, 20, 22, 25

me. large

15, 18, 20, 22, 25

Web thickness (t _w )

go. medium size

8, 9, 10, 11, 12

me. large

11, 12, 13, 15, 16, 17

Next, in step 6, the section modulus (Z) value of the BH-beam is calculated using the _{flange thickness (t f} ) determined in step 4 and the web thickness (t _{w ) determined in step 5 .} The section modulus (Z) is a value obtained by dividing the cross-sectional secondary moment about the centroid axis by the distance from the extreme end of the section to the centroid, and is a property related to the cross section of the member. ) is proportional to

The section modulus and proof force (bending moment) are based on the steel axis.

Next, in step 7, the internal force bending moment is calculated using the calculated section modulus (Z) value and then compared with the external force bending moment. The external force bending moment is due to an external load, and the magnitude is compared by calculating the external bending moment and the internal bending moment according to the cross-sectional standard of the BH-beam.

Next, in step 8, as a result of comparison of the internal force bending moment and the external force bending moment of step 7, when the external force bending moment is greater than the internal force bending moment, the internal force bending moment is recalculated while increasing the section modulus in units of 10% After re-comparison with the external bending moment, the minimum section modulus at which the internal bending moment exceeds the external bending moment is determined.

For example, if the internal bending moment due to the section modulus Z determined in step 7 is smaller than the external bending moment, measure the internal bending moment each time while increasing the section modulus in the same way as 1.1*Z, 1.2*Z, 1.3*Z. It is to calculate and determine the section modulus of the internal bending moment that becomes larger than the external bending moment first. As an example, it will be described below on the assumption that 1.3*Z is calculated as the minimum section modulus.

On the other hand, in the present invention, as a method of increasing the section modulus, the section modulus itself is increased by 10% instead of individually increasing the dance, web thickness, flange thickness, and flange width of the BH-beam, and thereafter, a cross section equal to or greater than the corresponding section modulus is selected from a group of cross-sectional areas of a predetermined standard database (refer to FIGS. 3 to 6 and 8 to 10 of the attached drawings).

In particular, in the present invention, the width (B) of the flange, while increasing the section modulus by 10%, adopts a method to find a section modulus larger than the external force in the DB (Cheolgolbo list) that has already been prepared, so B can not be taken as a separate variable convenient to have

In addition, the specification of the cross-sectional area of the present invention can be calculated using the cross-sectional dance, flange thickness, and web thickness in each use/scale taken as a variable in the present invention.

Next, in step 9, among the selectable cross-sectional area groups (eg, A ₁ , A ₂ , A ₃ , A _{4 ,} etc.) of the BH-beam steel, the cross-sectional area group having the minimum section modulus determined in step 8 of 1.3*Z or more (eg, A ₂ , A ₃ , A _{4 ,} etc.) and selects the cross-sectional area of the smallest area (ie, A ₂ ) from among them. Selectable cross-sectional area groups of BH-beams (eg, A ₁ , A ₂ , A ₃ , A _{4 ,} etc.) are presented in detail in FIG. 3 .

The cross-sectional area group of the selectable BH-beams uses the group values of the dance (H _i ) in step 3, the flange thickness (t _f ) in steps 4 and 5, and the web thickness (t _w ) of the BH-section steel. It has been calculated

Unless otherwise specified, the present specification will be described with reference to an increase in the number as the subscript increases.

Next, in step 10, after calculating the section modulus and internal bending moment for the cross-sectional area of the minimum area selected in step 9 (ie, A ₂ ), it is verified whether the calculated internal bending moment is greater than the external bending moment.

This is a defect in BH-beam production due to an error in standardized data (pre-set data, for example, cross-sectional values in FIG. 3) when the cross-section standardization method of the present invention is adopted, or an error in a computer program using the standardization method of the present invention is to prevent

Because, in principle, the present invention does not use the section itself having the section modulus value calculated in steps 7 and 8, but selects and uses a separate standardized section presented in the present invention (step 9), In fact, it is to verify whether the selected cross section is effective against the calculated required strength.

Step 10 may be omitted depending on the embodiment.

Next, in step 11, after calculating the shear strength for the cross-sectional area (ie, A ₂ ) of the minimum area selected in step 9, it is checked whether the calculated shear strength is greater than the required shear strength.

That is, in the present invention, the cross section is first optimized and selected based on the flexural strength, and then it is secondarily optimized based on the shear strength.

Next, in step 12, it is checked whether the shear strength calculated in step 11 is greater than the required shear strength. If the calculated shear strength is smaller than the required shear strength, select the next minimum cross-sectional area (ie, A ₃ ) that is larger than the cross-sectional area of the minimum area selected in step 9 (ie, A ₂ ) and recalculate the shear strength and then recalculate After reconfirming whether the applied shear strength is greater than the required shear strength, if it is still smaller than the required shear strength, compare the shear strength with _{the next largest minimum cross-sectional area (ie, A 4 ).}

If A ₄ has a shear strength greater than or equal to the required shear strength, the standardization process of BH-beams is terminated.

As described above, the BH-beam optimization method of the present invention can be computer-programmed. For example, using the BH-beam member optimization design program to determine the optimal BH-beam standard corresponding to RH-beams one-to-one, and a separate automatic conversion that converts RH-beams into BH-beams in the commercialized structural design program Midas Gen. You can use the Excel program to apply it to your design.

The computer storage medium or readable medium in which the program of the present invention is stored includes non-transitory media such as magnetic, optical, and semiconductor storage media (eg, hard drive, optical disk, flash memory, DRAM). do.

The computer program for determining the dimensions of the welded assembly H-beam according to the present invention is the step 1 of selecting the use of the structure, the dance (H) of the corresponding hot-rolled H-beam (hereinafter, RH-beam) and the closest welded-assembled H-beam. from the group (for _{example, H i1, H i2, H} i3, H i4, H i5 , etc.) of a possible dance (H _i) used in the uses of the selected structure to dance (H _i) (hereinafter, BH-beams) Step 2 of determining, _{Step 3 of selecting the size of the structure according to the determined dance (H i} ) of the BH-beam, Group _{of the thickness (t f} ) of the flange of the BH-beam that can be selected from the scale of the selected structure for the selected use group of (t _f1, t _f2, t _f3, t _f4, t _f5, and so on) in step 4, the web thickness (t _w) of the BH-beams to choose from within the selected size of the selected applications to determine the minimum thickness (e. For example, _{using the flange thickness (t f} ) determined in Step 5 and Step 4 and the web thickness (t _w ) determined in Step 5 to determine the minimum thickness among _{t w1} , t _w2 , t _w3 , t _w4 , t _{w5 , etc.)} step 6 of calculating the section modulus (Z) value of the BH-beam, calculating the internal bending moment using the calculated section modulus (Z) value and comparing it with the external bending moment 7, the external bending moment is the If it is greater than the internal bending moment, increase the section modulus by 10% and recalculate the internal bending moment and re-compare it with the external bending moment to determine the minimum section modulus at which the internal bending moment exceeds the external bending moment Step 8, selection Among the possible cross-sectional area groups of BH-beams (eg, A ₁ , A ₂ , A ₃ , A _{4 ,} etc.), the cross-sectional area group (eg, A ₂ , A ₃ , a _4, and so on) after the user operation, the section modulus and strength bending moment with respect to the step 9, the cross-sectional area of the minimum area is selected in step 9 (i. e., a ₂₎ for selecting the cross-sectional area (i.e., a ₂₎ of the minimum area, the calculated Is the internal bending moment greater than the external bending moment? _{After calculating the shear strength with respect to the cross-sectional area (ie, A 2} ) of the minimum area selected in steps 10 and 9 to check, step 11 to check whether the calculated shear strength is greater than the required shear strength is calculated in the step 11 the after shear strength is less value than the required shear strength by selecting the phase selected in 9 the cross-sectional area of the minimum area (i.e., a ₂₎ larger minimum cross-sectional area than (i. e., such as a ₃₎ re-calculating the shear strength of re-calculating shear and reconfirming whether the proof force is a value greater than the required shear strength.

The optimization method of the present invention as described above can be computer programmable, and an optimal design formula for such a computer program will be described below.

■ VE optimal design

■ Design Process Using the Mathematical Programming Method

; RH 춤(H) ㆍ Given Value RH-

; RH Dance (H)

, m

, b

, sb

ub

) ; Initial Input Variable 1 ㆍ IIV1 = (s

, m

, b

, sb

ub

) ; Initial Input Variable 1

={120, 135, 150} : 소형s

={120, 135, 150} : small

={400, 450, 500, 550, 600, 650} : 중형m

={400, 450, 500, 550, 600, 650} : Medium

={700, 750, 800, 850, 900, 950, 1000} : 대형b

={700, 750, 800, 850, 900, 950, 1000} : large

={1100, 1200, 1300, 1400, 1500} : 특대형sb

={1100, 1200, 1300, 1400, 1500} : Extra large

={1600, 1700, 1800, 1900, 2000} : 초특대형ub

={1600, 1700, 1800, 1900, 2000} : Extra large

• IIV2= (SAPT, GSTL, SSTL) ; Initial Input Variable 2

Given Variable SAPT

= {10,15,17,20,25,34},

= {9,12,15}

= {10,15,17,20,25,34},

= {9,12,15}

Given Variable GST

={12,15,18,20,22,25,28,30}

={12,15,18,20,22,25,28,30}

={12,15,18,20,22,25,28,30,32,35,40,50,60}

={12,15,18,20,22,25,28,30,32,35,40,50,60}

={25,30,35,40,45,50,55,60}

={25,30,35,40,45,50,55,60}

={30,40,50,60,70}

={30,40,50,60,70}

={8,9,10,11,12}

={8,9,10,11,12}

={9,10,11,12,13,16,20}

={9,10,11,12,13,16,20}

={16,20,25}

={16,20,25}

={20,25}

={20,25}

Given Variable SSTL

={15,18,20,22,25}

={15,18,20,22,25}

={15,18,20,22,25}

={15,18,20,22,25}

={8,9,10,11,12}

={8,9,10,11,12}

= {11,12,13,15,16,17}

= {11,12,13,15,16,17}

= yielding strength of steel dot

= yielding strength of steel

=1 to n

=1 to n

(1) Initial Value Calculation

, Input(SAPT, GSTL, SSTL) ㆍ Input RH-

, Input(SAPT, GSTL, SSTL)

ㆍ Select IIV1 for

= vary near value(RH-

into IIV1)

= vary near value (RH-

into IIV1)

, m

, b

, sb

ub

]det.[s]

, m

, b

, sb

ub

]

, Min.

in IIV2 ㆍ Optional Select Min.

, Min.

in IIV2

, Min.

]det. [Min.

, Min.

]

External Flexural force about Major Axis dot

External Flexural force about Major Axis

(2) Check Section Capacity 1st

,

,

=Min.

,

=Min.

dot

,

,

=Min.

,

=Min.

=

*

^2/6 - (

-

)*(

-2

)^2/6 dot

=

*

^2/6 - (

-

)*(

-2

)^2/6

=

/

dot

=

/

(3) Compute Section modulus for Flexural Strength about Major Axis

then

=

* 0.1 ・If

then

=

* 0.1

end if

ㆍ Find Member Section in SMDB bigger then

dot Recompute with Subroutine BSDF and RSDF

If BSDF = satisfied then

and If RSDF = satisfied then

end if

] Decision Member Section [

]

■ BH Steel Design Formula [BSDF]

E=205,000 N/mm ²

G=77,000 N/mm ²

(1) Axial Strength

ㆍ KL/r =

ㆍ Check Slenderness Ratio : KL/r < 200

-> If the slender ratio is greater than 200, the column material has a critical stress equation less than ^{43.5N/mm 2 .}

ㆍ Check Width-Thickness Ratio

-> Non-Slender Section- b _f /2t _f <

-> Non-Slender Section

-> Non-Slender Section- h/tw <

-> Non-Slender Section

,

here,

,

ㆍ Flexural Buckling Stress

-

또는

인 경우- Case 1:

or

if

-

또는

인 경우- Case 2:

or

if

-

ㆍ Flexural-Torsional Buckling Stress

(2축 대칭인 부재)-

(Biaxially symmetrical member)

(H형강)where the distortion constant

(H-beam)

: 플렌지 중심간 거리

: Distance between flange centers

또는

인 경우- Case 1:

or

if

-

또는

인 경우- Case 2:

or

if

-

-

ㆍ In case of thin plate element

- Reduction factor

,

,

-

,

,

then- If

then

thenelse if

then

thenelse if

then

end if

-

where A: total cross-sectional area of the member, mm ²

: 감소된 유효폭

를 고려하여 산정한 유효단면적의 합, mm²

: Reduced effective width

Sum of effective cross-sectional area calculated taking into account, mm ²

-

-

-

-

의 값Here, f is when Q=1.0

value of

또는

인 경우- Case 1:

or

if

-

또는

인 경우- Case 2:

or

if

-

ㆍ Compute Axial Compressive Strength

(

)-

(

)

(2) Check Thickness Ratios for Flexure

ㆍ Check Flange

-

-

--> Compact Section,

< b_f/2t_f <

--> Non-Compact Section- b _f /2t _f <

--> Compact Section,

< b _f /2t _f <

--> Non-Compact Section

here,

If Muy>0 then

else if wsection_a = “slice element” then

then

else if

then

then

else if

then

endif

ㆍ Check Web

-

-

=h/t_w <

--> Compact Section,

< h/t_w <

--> Non-Compact Section-

=h/t _w <

--> Compact Section,

< h/t _w <

--> Non-Compact Section

(3) Check Flexural Strength about Major Axis

ㆍ Compute Yielding Strength

-

ㆍ Compute Lateral-Torsional Buckling

(소성한계 비지지길이)-

(Plastic limit unsupported length)

(비탄성한계 비지지길이)-

(Inelastic limit unsupported length)

,

(H형강)here,

,

(H-beam)

(뒤틀림 상수)

(warping constant)

c=1 : In case of biaxially symmetric H-shaped member

: ㄷ형강의 경우

: In case of C-beam

In case of

In case of

In case of

here,

ㆍ Compute Flange Local Buckling

- In case of

(플렌지가 비콤팩트인 경우)

(If the flange is non-compact)

- In case of

(플렌지가 세장판 요소인 경우)

(if the flange is a slender element)

,

,

here,

,

,

,

,

ㆍ Compute Flexural Strength about Major Axis

-

(

)-

(

)

(4) Check Flexural Strength about Minor Axis

ㆍ Compute Yielding Strength

-

ㆍ Compute Flange Local Buckling

(플렌지가 비콤팩트인 경우)-

(If the flange is non-compact)

(플렌지가 세장판 요소인 경우) -

(if the flange is a slender element)

here,

ㆍ Compute Flexural Strength about Minor Axis

-

-

(5) Check Interaction of Combined Strength

ㆍ Case 1:

-

ㆍ Case 2:

-

(6) Check Shear Strength

ㆍ Check Shear Strength in Local-y Direction

,

-

,

-

- kv=5

- Cv = 1

- Aw = H * tw

-

-

ㆍ Check Shear Strength in Local-x Direction

,

-

,

-

-

- kv=1.2

ThenIf

Then

Cv = 1

And

ThenElseIf

And

Then

ThenElseIf

Then

End If

- Vnx = 0.6 * Fy * Af * Cv

where Af = 2 * bf * tf

-

■ RH Steel Design Formula [RSDF]

(1) Axial Strength

ㆍ KL/r =

ㆍ Check Slenderness Ratio : KL/r < 200

ㆍ Check Width-Thickness Ratio

-> Non-Slender Section- b _f /2t _f <

-> Non-Slender Section

-> Non-Slender Section- h/tw <

-> Non-Slender Section

here,

ㆍ In case of thin plate element

- Reduction factor

,

,

-

,

,

then- If

then

thenelse if

then

thenelse if

then

end if

-

where A: total cross-sectional area of the member, mm ²

: 감소된 유효폭

를 고려하여 산정한 유효단면적의 합, mm²

: Reduced effective width

Sum of effective cross-sectional area calculated taking into account, mm ²

-

-

-

-

의 값Here, f is when Q=1.0

value of

ㆍ Flexural Buckling Stress

-

ㆍ Flexural-Torsional Buckling Stress

(2축 대칭인 부재)-

(Biaxially symmetrical member)

(H형강)where the distortion constant

(H-beam)

: 플렌지 중심간 거리

: Distance between flange centers

또는

인 경우- Case 1:

or

if

-

또는

인 경우- Case 2:

or

if

-

ㆍ Compute Axial Compressive Strength

(

=0.9)-

(

=0.9)

(2) Check Thickness Ratios for Flexure

ㆍ Check Flange

-

-

--> Compact Section,

< b_f/2t_f <

--> Non-Compact Section- b _f /2t _f <

--> Compact Section,

< b _f /2t _f <

--> Non-Compact Section

ㆍ Check Web

-

-

=h/t_w <

--> Compact Section,

< h/t_w <

--> Non-Compact Section-

=h/t _w <

--> Compact Section,

< h/t _w <

--> Non-Compact Section

(3) Check Flexural Strength about Major Axis

ㆍ Compute Yielding Strength

-

ㆍ Compute Lateral-Torsional Buckling

(소성한계 비지지길이)-

(Plastic limit unsupported length)

(비탄성한계 비지지길이)-

(Inelastic limit unsupported length)

,

(H형강),here,

,

(H-beam),

(뒤틀림 상수)

(warping constant)

c=1 : In case of biaxially symmetric H-shaped member

: ㄷ형강의 경우

: In case of C-beam

In case of

In case of

In case of

here,

ㆍ Compute Flange Local Buckling

- In case of

(플렌지가 비콤팩트인 경우)

(If the flange is non-compact)

- In case of

(플렌지가 세장판 요소인 경우)

(if the flange is a slender element)

,

,

here,

,

,

ㆍ Compute Flexural Strength about Major Axis

-

(

)-

(

)

(4) Check Flexural Strength about Minor Axis

ㆍ Compute Yielding Strength

-

ㆍ Compute Flange Local Buckling

- In case of

(플렌지가 비콤팩트인 경우)

(If the flange is non-compact)

- In case of

(플렌지가 세장판 요소인 경우)

(if the flange is a slender element)

here,

,

,

,

,

,

,

ㆍ Compute Flexural Strength about Minor Axis

-

(

)-

(

)

(5) Check Interaction of Combined Strength

ㆍ Case 1:

-

ㆍ Case 2:

-

(6) Check Shear Strength

ㆍ Check Shear Strength in Local-y Direction

,

-

,

-

<=

ThenIf

<=

Then

= 1

= 1

Cv = 1

Else

= 0.9

= 0.9

Cv = 1

End If

- Aw = H * tw

-

ㆍ Check Shear Strength in Local-x Direction

,

-

,

-

-

- kv=1.2

ThenIf

Then

Cv = 1

And

ThenElseIf

And

Then

ThenElseIf

Then

End If

- Vnx = 0.6 * Fy * Af * Cv

where Af = 2 * bf * tf

-

The BH-beam produced by the standardization method according to the present invention as described above may be selected from the table of FIG. 3 .

The table of Figure 3 is for the bending member, Figure 4 is a view showing the standard of the BH-beam steel (compression material, H-type) obtained through the standardization method of the present invention, Figure 5 is the BH obtained through the standardization method of the present invention It is a view showing the standard of the section steel (compression member, P-shaped), and FIG. 6 is a view showing the standard of the BH section (side section member) obtained through the standardization method of the present invention.

Referring to the drawings for explaining the cross-section calculation method of the BH-shaped steel of FIGS. 9 and 10, in the present invention, the efficient calculation method of the BH cross-section in the case of a flexural member is 400, 450, 500, 550, 600, 650, Limits to 700, 750, 800, 850, 900, 950, 1000, 1100, 1200, 1300, 1400, 1500, 1600, 1700, 1800, 1900, 2000 and flange width to 200, 250, 300, 350, 400 limit web thickness to 8, 9, 10, 12, 16, 20, 25, flange thickness to 12, 15, 18, 20, 22, 25, 28, 30, 35, 40, 45, 50, It is possible to configure the member cross-section by limiting it to 55, 60, and 70.

In the efficient cross-section calculation method of the BH section of the present invention, the inherent member strength (member performance) value of each member is checked in a graph and formed as a parabolic graph, and configured to represent various member performance values as much as possible.

In the case of compression materials, the efficient calculation method of the BH section limits the web height to 300, 350, 400, 450, 500, 550, 600, 650, 700, 800, and limits the flange width to the same as the web height, so that the web thickness is 10. , 15, 20, 25, 30, 40, and the flange thickness is limited to 15, 20, 25, 30, 35, 40, 45, 50, 55, 60, 65, 70 to compose the member cross section. .

In the present invention, 40 sections of column cross-section P-shaped steel were added, which is a structure that compensates for weak axis buckling of a member with a large axial load and a large slender ratio of the column. will be used

Referring to FIG. 7 in detail, in the case of the existing Box method on the left side of FIG. 7, the outside diaphragm and the inner diaphragm are separately installed, so there is a problem in cost and ease of manufacture, but the cross section of the column of the present invention is 'p' shaped steel As shown in the right side of FIG. 7 , a separate diaphragm installation is not required, and since the diaphragm effect can be exhibited only by installing a stiffener for member-beam joining, cost and manufacturing convenience can be greatly improved.

On the other hand, the cross section for 60 special moment frames as shown in Fig. 8 below of the present invention is an excellent seismic resistance as BH using seismic steel materials that guarantee seismic performance (yield ratio less than 0.8, upper and lower limits of yield strength, chemical composition, etc.) Based on its performance, it can be designed with the highest safety against earthquakes and can also be expected to reduce volume.

In the case of a section for a special moment frame, it is a section calculated as an allowable part in the face-proof performance based on the result calculated through the formula for examining the face-resistant surface performance.

In addition, 20 remodeled apartment-type side cross-section beams are horizontally and vertically extended using side cross-section members with strong bending strength of about 120-150 mm, which is the same height as the standard floor slab thickness and beam length, in horizontal and vertical extension of existing apartments. Since the part is used as a steel frame, constructability and economic feasibility can be secured.

Advantageous effects of the BH-beams of the present invention, in particular, the advantageous effects of the standardized BH-beams of FIGS. 3 to 6 will be described in detail below using structural experiments or structural analysis.

In the present invention, the scope of the design was expanded by changing and adding 455 standardized BH beam cross sections. In addition, the cross section of the BH column was changed and added to 70 so that various columns could be applied to the design. By systematically increasing the standardization range, the savings can be maximized by 18% to 25%.

Design Application Case 1

[Figure 1. Application example 1 drawing]

[Figure 2. Application Example 1 Required Quantity Table]

If you look at Figure 2 above, you can see the 20% reduction in volume.

Design Application Case 2

[Figure 3. Application example 1 drawing]

[Figure 4. Application Example 2 Required Quantity Table]

In Figure 4 above, 18.5% volume reduction effect can be seen.

40 pieces of column cross section P-shaped steel were added. Since this is a structure that compensates for the weak axis buckling of the member with a large axial load and a large slender ratio of the column, it will be advantageously used for the basement column of the reverse perforation method or the column of the logistics warehouse (see Figure 5).

[Figure 5. Column cross-section P-beam specifications]

Sections for Special Moment Frames

Since the brittle fracture of the steel structure in [Figure 6] can lead to the collapse of the building, it must be considered very seriously during design and manufacturing. There are several complex reasons for the easy brittle fracture of steel structures, which are generally known for their ductile behavior.

First, the seismic performance of the material (yield ratio regulation, upper and lower limits of yield strength, chemical components P, S, N, C _eq , P _CM setting to prevent weldability and brittle behavior, etc.) It can be divided into three major factors: faulty detail design that hinders, and third, faulty construction of welds.

[Figure 7] shows a schematic diagram of inter-floor deformation in beams and columns when an earthquake occurs, and the target performance and response correction coefficient (R) value for each joint according to the inter-floor deformation. In Korea, various studies on seismic joints are being conducted and the interest of engineers is increasing, but there has been no joint that has certified special moments for large beams exceeding 750 mm, and there is no proper guidebook for reference. Accordingly, the present invention intends to propose various experiments, analysis, certification, alternative designs, etc. carried out for many years so that the special moment frame can be used in practice.

[Figure 6. Cases of earthquake damage to steel structures (Northridge earthquake (left), Kobe earthquake (right))]

[Figure 7. Conceptual diagram of inter-floor deformation and target performance of seismic junction]

Special moment joint test

Recently, as the number of large buildings with long spans and high loads increases, super-large H-beams with beam lengths exceeding 1,000 mm are widely used in construction sites. On the other hand, in order to carry out the super-large size beam junction experiment, the experimental environment must be supported. The performance of the special moment joint was expressed by conducting a real large-scale experiment on various types of joints, such as various details and changes in steel types. Hereinafter, three joints, NS, IHS, and LHS, which are 'Pos-H special moment joints with 1,000 mm beam length' recognized as special moment joints through the Technical Certification Committee of the Steel Structure Society in April 2020, will be described.

All experiments were performed by the setting method as shown in [Fig. 8] and the loading method as shown in [Fig. 9]. The final research goal was to secure certification as a moment joint through experimental verification of a large column-beam joint with a beam length of 1,000 mm for Pos-H members made of SN355 steel. The experiment was performed using the repeated loading procedure presented in the domestic standard (KDS 41 31 00 2019). The experimental variable is the connection details of columns and beams. Reproducibility was ensured by producing two identical specimens each.

[Figure 8. Beam-Column Connection Setting Situation]

[Figure 9. Force pattern]

PH-1,000Х300Х16Х25 / Up and Down welding

An experiment was performed with PH-1,000Х300Х 16Х25 applied to the beam member using the setting method as shown in [Figure 8]. The beam, column and joint were manufactured by up-welding and down-welding. [Figure 10] shows the material tensile test results of SN steels applied to beams and columns. Both test specimens at the junction part behaved up to 0.05 rad 2cycle, and the applied force of 0.06 rad exceeded the actuator force range and the experiment was terminated. [Figure 11, 12] shows the relationship between moment-rotation angle and plastic rotation angle for only one specimen in relation to the ground, but the results exceed the standard. As a result of analyzing the tensile strain in the beam member for each strain angle, it was confirmed that the stress concentration in the flange adjacent to the web was not confirmed and that the tensile strain was evenly distributed over the entire flange. Meanwhile, [Figure 13] shows the final condition of the test specimen at 0.05rad, the last cycle.

[Figure 10. Result of material tensile test of SN steel]

[Figure 11. Moment-rotation angle relationship of non-scalloped joint]

[Figure 12. Moment-plastic rotation angle relationship of non-scalloped joints]

[Fig. 13. Final situation of non-scalloped joint parts (0.05rad)]

PH-1,000Х300Х16Х25 / Down welding

[Figure 14] and [Figure 15] show the relationship between moment-rotation angle and plastic rotation angle obtained by manufacturing the welding of the upper and lower flanges under unfavorable conditions only by downward welding, unlike the certified joint (test specimen 1 above). (0.05rad) is shown in [Figure 16].

[Figure 14. Moment-rotation angle relationship of non-scalloped joint (down welding)]

[Figure 15. Moment of non-scalloped joint (down welding) - plastic rotation angle]

[Figure 16. Final situation of non-scallop joint (down welding) by part (0.05rad)]

PH-1,000Х300Х16Х35 / Upward, Downward Welding

In the certified joint (test specimen 1), the thickness of the flange was manufactured to be 25 mm, whereas in the case of this specimen, the thickness of the flange was manufactured to 35 mm and a cross section with high strength was applied, and the experiment was performed under unfavorable conditions. The relationship between moment-rotation angle and plastic rotation angle obtained in the experiment is shown in [Fig. 17] and [Fig. 18], and the final situation (0.05 rad) is shown in [Fig. 19].

[Figure 17. Non-scalloped joint (flange 35t) moment-rotation angle]

[Figure 18. Non-scalloped (flange 35t) moment - plastic rotation angle]

[Figure 19. Final situation (0.05rad) by part of non-scalloped (flange 35t)]

PH-1,000Х300Х16Х25 / Upward, Downward Welding / Bracket / Composite

The performance was verified by making the conditions of the certified joint (test specimen No. 1) in the same environment as the actual field. In this test specimen, it was connected with a column tree type bracket joint, and the effect of the synthetic floor was considered. The relationship between moment-rotation angle and plastic rotation angle obtained in the experiment is shown in [Fig. 20] and [Fig. 21], and the final situation (0.05 rad) is shown in [Fig. 22].

[Figure 20. Non-scalloped (Bracket + Composite) Moment-Rotation Angle]

[Figure 21. Non-scalloped (bracket + composite) moment - plastic rotation angle]

[Figure 22. Final situation of non-scalloped (bracket+composite) parts (0.05rad)]

Finite element analysis verification of special moment joints

Finite element analysis was performed through ABAQUS to verify the safety of each joint. Modeling was carried out under the same conditions as the actual experiment, and the results of the real large-scale experiment and analysis of the LHS junction are shown in [Figure 23]. was secured.

[Figure 23. Comparison of experimental and analysis results of LHS connection]

[Figure 24. Comparison of test and analysis results of LHS joint shape (0.05rad)]

The safety verification of the certified joint was conducted by comparing the finite element analysis results of the three certified joints and the scallop joint, which is widely used as a conventional welded joint for comparison. The degree of damage was confirmed by checking the maximum value of PEEQ for each deformation angle. In common for all four models, the PEEQ increased at the local buckling part after the plastic hinge occurred, and the maximum value of PEEQ for each major strain is shown in [Figure 25].

[Figure 25. Beam end PEEQ distribution by joint detail]

Alternative design of special moment joint

The effects of economical savings were analyzed through comparative design with the most common systems for various types of buildings using special moment frames. As shown in [Figure 26], ordinary moment, intermediate moment, and special moment design (currently, special moment design is impossible with RH, but it is performed virtually) using RH for the 8th floor business facility (Patent Document 1) Korean Patent Registration [Figure 27] shows the results of economic feasibility study by designing ordinary moment, intermediate moment, and special moment using Pos-H of No. 10-1806418. When using Pos-H and designing with an intermediate moment and a special moment, it was confirmed that the quantity reduction was further reduced compared to the existing design.

[Figure 26. Building Overview]

[Figure 27. Comparative design of Pos-H and RH (OMF vs IMF vs SMF)]

sintering

Special moment frames can be designed with various types of structural systems and various methods based on their excellent seismic performance, but there are no practical application examples in Korea as there are no proper guidebooks such as design guidelines as well as certified joints. According to the present invention, effects such as quantity reduction can be described through the joint part certified for special moment frame and alternative design for extra large-sized Pos-H-beams. There are many advantages to applying a special moment joint in practice. For example, even when a special shear wall needs to be used, if a special moment is applied, it can be solved with a normal shear wall, and it is expected that it will be possible to present an alternative that can solve various difficult situations in practice. do.

20 remodeled apartment-type side beams were added. As a result, in horizontal and vertical extensions of conventional existing apartments, the standard floor slab thickness and beam length are 120 to 150 mm, which is the same height as the lateral section member with strong bending strength. can

Vertical extension type apartment remodeling case

[Figure 28. Vertical extension type apartment remodeling drawing]

[Figure 29. Details of vertical extension type apartment remodeling section]

Therefore, if a total of 650 standardized cross-sections of the present invention are employed, it becomes possible to design according to the characteristics of the building or the type of member, which was not possible in the conventional BH-beam. When the BH-beam of the present invention is used, the expected member savings are about 18% to 25% for the BH-beam applied to the design, and when evaluated by the total amount of steel frame, it can be reduced by about 5.4% to 15%.

Although embodiments of the present invention have been described above with reference to the accompanying drawings, those skilled in the art will understand that the present invention may be embodied in other specific forms without changing the technical spirit or essential features thereof.

Therefore, it should be understood that the embodiments described above are illustrative in all respects and not restrictive.

Claims (10)

Step 1, in which the structure use selection means selects the use of the structure;
_{The dance (H i} ) of the welded assembly H-beam (hereafter, BH-beam) is determined by determining the dance (H) of the corresponding hot-rolled H-beam (hereafter, RH-beam) and the dance of the welded-assembled H-beam (H _i ) closest to the corresponding means. 2 determining from the group of dances (H _i ) available in the use of the selected structure (eg, H _i1 , H _i2 , H _i3 , H _i4 , H _{i5 ,} etc.);
Step 3, in which the structure size selection means selects the size of the structure according to the determined dance (H _{i ) of the BH-beam;}
Minimum flange thickness (t _f) determining means of BH beams in the group of the thickness (t _f) of the flange of the BH-beams to choose the scale of the selected structures of the selected applications _{(t f1, t f2, t} f3, t f4, t _f5, etc.) step 4 to determine the minimum thickness,
_{A group of web thicknesses (t w} ) of BH sections (eg, t _w1 , t _w2 , t _w3 , t _w4 ) wherein the means for determining the minimum web thickness (t _w ) of the BH sections are selectable at the selected scale for the selected application. , t _w5, etc.) step 5 of determining the minimum thickness,
Step 6 in which the section modulus (Z) value calculation means of the BH section steel calculates the section modulus (Z) value of the BH section using the _{flange thickness (t f} ) determined in step 4 and the web thickness (t _{w ) determined in step 5} ,
Step 7, wherein the bending moment comparison means calculates the internal bending moment using the calculated section modulus (Z) value and then compares it with the external bending moment;
The minimum section modulus determining means increases the section modulus in units of 10% when the external force bending moment is greater than the internal force bending moment, recalculates the internal force bending moment, and re-compares it with the external force bending moment. Step 8 to determine the minimum section modulus to be exceeded;
_{A group of cross-sectional areas (eg, A 1} , A ₂ , A ₃ , A _{4 ,} etc.) having a section modulus equal to or greater than the minimum section modulus determined in step 8 among the cross-sectional area groups of BH-beams selectable by the minimum cross-sectional area selection means (for example, Step 9, selecting the cross-sectional area of the smallest area (ie, A ₂ ) from A ₂ , A ₃ , A _{4 , etc.);}
After the bending moment checking means calculates the section modulus and the internal bending moment for the cross-sectional area of the minimum area selected in step 9 (that is, A ₂ ), confirming whether the calculated internal bending moment is a value greater than the external bending moment 10,
After the shear strength checking means calculates the shear strength for the cross-sectional area (ie, A ₂ ) of the minimum area selected in step 9, a step 11 of checking whether the calculated shear strength is a value greater than the required shear strength;
Shear strength are secured means is selected, the cross-sectional area (i.e., A ₂₎ greater then the minimum cross-sectional area than (i. E., Such as A ₃₎ of the minimum area selected in the step when the small value of the shear strength than required shear strength calculated in the step 11 9 Standardization method of welded assembly H-beam, characterized in that it comprises the step 12 of re-calculating the shear strength and then re-confirming whether the recalculated shear strength is greater than the required shear strength. According to claim 1,
The use of the structure in step 1 is to select one of a general steel structure, a special steel structure, or a steel frame apartment structure,
The standardization method of welded assembly H-beam, characterized in that the scale of the structure in step 3 is selected from among small, medium, large, extra-large, or extra-large. 3. The method of claim 2,
When the group scale is small, the structure of the dance (H _i) is composed of a dance (H _i) of the value which is increased or decreased in units of 15 mm,
Group of the dancing (H _i) is composed of a dance (H _i) of the value which is increased or decreased in units of 50 mm when the size of the structure is not compact,
Dance (H) and (H _i) dance closest BH-beams of the RH-beams corresponding to in the above step 2 is characterized by selecting a more dancing (H _i) of a large value, when present in both the two kinds of size of the structure The standardization method of welded assembly H-beam. 3. The method of claim 2,
_{Groups of dances (H i} ) available in the use of the construct (eg H _i1 , H _i2 , H _i3 , H _i4 , H _{i5 ,} etc.) include:
If the small size of the structure is selected, H _i = 120, 135, 150 mm
If the medium size of the structure is selected, H _i = 400, 450, 500, 550, 600, 650 mm
If Large is selected for the size of the structure, H _i = 700, 750, 800, 850, 900, 950, 1000 mm
When the oversized structure is selected, H _i = 1100, 1200, 1300, 1400, 1500 mm
If the super-large structure is selected, H _i = 1600, 1700, 1800, 1900, 2000 mm
Standardization method of welded assembly H-beam, characterized in that determined as follows. 5. The method of claim 4,
If the use of the selected structure is a steel frame apartment, the size of the structure is selected to be small,
A group (t _f1 , t _f2 , t _f3 , t _{f4 ,} t _{f5 , etc.) of the flange thickness (t f} ) of the BH-beam steel selectable at the selected scale for the selected application is (10, 15, 17, 20, 25) , 34 mm),
A group (eg, t _w1 , t _w2 , t _w3 , t _w4 , t _{w5 , etc.) of web thicknesses (t w} ) of BH-beams selectable at the selected scale for the selected application is (9, 12, 15 mm) ), characterized in that, welding assembly H-beam standardization method. 5. The method of claim 4,
When the use of the selected structure is a general steel structure, the size of the structure may be selected from medium, large, extra-large, or extra-large,
If the size of the structure is selected as medium,
The group (t _f1 , t _f2 , t _f3 , t _{f4 ,} t _{f5 , etc.) of the flange thickness (t f} ) of the BH-beam steel selectable at the selected scale for the selected use is (12, 15, 18, 20, 22) , 25, 28, 30 mm),
The web thickness of the BH-beams selectable on the selected size of the selected use group of (t _w) (Lift Yes, t _w1, t _w2, t _w3, t _w4, t _w5, etc.) (8, 9, 10, 11, 12 mm),
If the size of the structure is selected as large,
The group (t _f1 , t _f2 , t _f3 , t _{f4 ,} t _{f5 , etc.) of the flange thickness (t f} ) of the BH-beam steel selectable at the selected scale for the selected use is (12, 15, 18, 20, 22) , 25, 28, 30, 32, 35, 40, 50, 60 mm),
Wherein the selected purpose group of web thickness (t _w) of the BH-beams selectable on the selected scale (lifting the example, t _w1, t _w2, t _w3, t _w4, t _w5, etc.) (9, 10, 11, 12, 13, 16, 20 mm), and
If the size of the structure is selected to be oversized,
The group (t _f1 , t _f2 , t _f3 , t _{f4 ,} t _{f5 , etc.) of the flange thickness (t f} ) of the BH-beam steel selectable at the selected scale for the selected use is (25, 30, 35, 40, 45) , 50, 55, 60 mm),
A group (eg, t _w1 , t _w2 , t _w3 , t _w4 , t _{w5 , etc.) of web thicknesses (t w} ) of BH-beams selectable at the selected scale for the selected use is (16, 20, 25 mm) )ego,
If the size of the structure is selected as extra-large,
The group (t _f1 , t _f2 , t _f3 , t _{f4 ,} t _{f5 , etc.) of the flange thickness (t f} ) of the BH-beam steel selectable at the selected scale for the selected use is (30, 40, 50, 60, 70) mm), and
A group (eg, t _w1 , t _w2 , t _w3 , t _w4 , t _{w5 , etc.) of web thicknesses (t w} ) of BH-beams selectable at the selected scale for the selected use is (20, 25 mm) A method for standardizing welded assembly H-beams, characterized in that. 5. The method of claim 4,
When the purpose of the selected structure is a special steel structure, the size of the structure may be selected from medium or large,
If the size of the structure is selected as medium,
The group (t _f1 , t _f2 , t _f3 , t _{f4 ,} t _{f5 , etc.) of the flange thickness (t f} ) of the BH-beam steel selectable at the selected scale for the selected use is (15, 18, 20, 22, 25) mm), and
The web thickness of the BH-beams selectable on the selected size of the selected use group of (t _w) (Lift Yes, t _w1, t _w2, t _w3, t _w4, t _w5, etc.) (8, 9, 10, 11, 12 mm),
If the size of the structure is selected as large,
The group (t _f1 , t _f2 , t _f3 , t _{f4 ,} t _{f5 , etc.) of the flange thickness (t f} ) of the BH-beam steel selectable at the selected scale for the selected use is (15, 18, 20, 22, 25) mm), and
Wherein the selected purpose group of web thickness (t _w) of the BH-beams selectable on the selected scale (lifting the example, t _w1, t _w2, t _w3, t _w4, t _w5, etc.) (11, 12, 13, 15, 16, 17 mm), characterized in that, welding assembly H-beam standardization method. Step 1, in which the structure use selection means selects the use of the structure;
A welding assembly H-beams (hereinafter, BH-beams) of the dancing (H _i) hot rolling H-beams is determined means the corresponding (hereinafter, RH-beams) dancing (H) closest to the welding assembly H-beams (hereinafter, BH-beams) 2 determining the dance H _{i from the group of dances H i} available in the use of the selected structure (eg, H _i1 , H _i2 , H _i3 , H _i4 , H _{i5 ,} etc.);
Step 3, in which the structure size selection means selects the size of the structure according to the determined dance (H _{i ) of the BH-beam;}
Minimum flange thickness (t _f) determining means of BH beams in the group of the thickness (t _f) of the flange of the BH-beams to choose the scale of the selected structures of the selected applications _{(t f1, t f2, t} f3, t f4, t _f5, etc.) step 4 to determine the minimum thickness,
_{A group of web thicknesses (t w} ) of BH sections (eg, t _w1 , t _w2 , t _w3 , t _w4 ) wherein the means for determining the minimum web thickness (t _w ) of the BH sections are selectable at the selected scale for the selected application. , t _w5, etc.) step 5 of determining the minimum thickness,
Step 6 in which the section modulus (Z) value calculation means of the BH section steel calculates the section modulus (Z) value of the BH section using the _{flange thickness (t f} ) determined in step 4 and the web thickness (t _{w ) determined in step 5} ,
Step 7, wherein the bending moment comparison means calculates the internal bending moment using the calculated section modulus (Z) value and then compares it with the external bending moment;
The minimum section modulus determining means increases the section modulus in units of 10% when the external force bending moment is greater than the internal force bending moment, recalculates the internal force bending moment, and re-compares it with the external force bending moment. Step 8 to determine the minimum section modulus to be exceeded;
_{A group of cross-sectional areas (eg, A 1} , A ₂ , A ₃ , A _{4 ,} etc.) having a section modulus equal to or greater than the minimum section modulus determined in step 8 among the cross-sectional area groups of BH-beams selectable by the minimum cross-sectional area selection means (for example, Step 9, selecting the cross-sectional area of the smallest area (ie, A ₂ ) from A ₂ , A ₃ , A _{4 , etc.);}
After the bending moment checking means calculates the section modulus and the internal bending moment for the cross-sectional area of the minimum area selected in step 9 (that is, A ₂ ), confirming whether the calculated internal bending moment is a value greater than the external bending moment 10,
After the shear strength checking means calculates the shear strength for the cross-sectional area (ie, A ₂ ) of the minimum area selected in step 9, a step 11 of checking whether the calculated shear strength is a value greater than the required shear strength;
Shear strength are secured means is selected, the cross-sectional area (i.e., A ₂₎ greater then the minimum cross-sectional area than (i. E., Such as A ₃₎ of the minimum area selected in the step when the small value of the shear strength than required shear strength calculated in the step 11 9 A computer program stored in a computer-readable recording medium for determining the dimensions of the BH-beam, which executes step 12 by a computer to recalculate the shear strength and then re-confirm whether the recalculated shear strength is a value greater than the required shear strength. 9. The method of claim 8,
The use of the structure in step 1 is to select one of a general steel structure, a special steel structure, or a steel frame apartment structure,
The computer program stored in the recording medium for determining the size of the BH-beam, characterized in that the scale of the structure in step 3 is selected from among small, medium, large, extra-large, or extra-large. BH-beam, characterized in that it is selected from the following standard tables 1 to 23 standardized according to the standardized method of welding assembly H-beam of claim 1.
[Specification Table 1]

[Standard Table 2]

[Specification Table 3]

[Specification Table 4]

[Standard Table 5]

[Specification Table 6]

[Standard Table 7]

[Standard Table 8]

[Specification Table 9]

[Standard Table 10]

[Standard Table 11]

[Standard Table 12]

[Standard Table 13]

[Specification Table 14]

[Standard Table 15]

[Specification Table 16]

[Standard Table 17]

[Specification Table 18]

[Standard Table 19]

[Specification Table 20]

[Standard Table 21]

[Standard Table 22]

[Standard Table 23]

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