TWI735180B - Angle shear force connector - Google Patents

Abstract

A corner shear force connector is provided by a corner shear force connector at a corner of a steel pipe column. With the corner shear force connector and the corner of the steel pipe column, a high-bundle effect on a concrete is provided. Efficiently transmit the strength of the steel pipe column to the concrete, so that the corner shear force connector can not only exert a large shear strength under a small amount of slip, but also have a very high ultimate strength, the effect of shear force is much higher than the conventional shear nail. In addition, the corner shear force connector can not only solve the problem that the conventional shear nail is difficult to apply to the steel pipe column, but also the efficiency of shear force transmission is much higher than the conventional shear nail

Description

Corner Shear Connector

The present invention relates to a corner shear connector, in particular to a corner shear connector arranged at the corner of a steel tube column, and the corner shear connector and the corner of the steel tube column are opposed to a concrete The high confinement effect effectively transfers the strength of the steel tube column to the concrete, so that the corner shear connector can not only exert great shear transmission strength under a small sliding amount, but also the ultimate strength It is also very high, and the effect of transmitting shear force is much higher than that of conventional shear nails.

According to, structural members composed of steel and concrete or steel and reinforced concrete are usually called composite structures or steel-reinforced concrete (SRC) members, hereinafter referred to as SRC members. In SRC members, steel and concrete usually need to transmit force to each other to ensure that steel and concrete or steel and reinforced concrete can work together. This mutual transfer force is mainly shear force, and shear nails are usually used to transfer the shear force. The inner side of the concrete-filled box-shaped column 10 is usually provided with shear nails 11 (as shown in Figure 1), that is, a plurality of shear nails 11 are welded on the inner wall of the four-pillar slab of the concrete-filled box-shaped column 10, thereby The shear force between the concrete-filled box-shaped column 10 and the concrete 12 is transmitted.

Please refer to Figure 2, in the process of making the concrete-filled box-type column 10, the inner side of the column plate of the concrete-filled box-type column 10 is planted and welded with shear nails 11, and the welding of the column plate is completed. The situation of U group. When the concrete-filled box-shaped column 10 is made, shear nails 11 can be welded on the column plate first, and then the column plate can be assembled into a box-shaped column with corner welds. Therefore, the shear nails 11 in the box-shaped column There is no difficulty in implementing it. However, the implementation of shear nails in steel pipe columns often encounters difficulties, the reasons are as follows:

The column members filled with concrete in the steel tube are called concrete-filled tube (concrete-filled tube or CFT) members, and are divided into circular CFT and rectangular CFT. Here, rectangular CFT members are the main objects of implementation. The production methods of rectangular CFT steel pipes can be divided into three types, including BCR (rolled square steel pipe), single straight seam BCP (press-formed square steel pipe) and double straight seam BCP (press-formed square steel pipe); please refer to Figures 3 and 4 Shown are the cross-sectional schematic diagrams of 3 types of square steel pipes. Among them, the BCR 21 series uses steel coil 211 as the raw material. First, the steel coil 211 is flattened into a steel plate 212, and then the steel plate 212 is rolled into a cylindrical shape, and high frequency resistance is used. Welding The two sides of the cylinder are welded 213 to form a circular tube, and then the circular tube 214 is extruded into a square steel tube 215 to form a BCR 21 (as shown in Figures 3 and 4). Shear nails cannot be welded during the production process, and there is not enough space inside the finished steel pipe for planting and welding of shear nails.

Please refer to Figures 3 and 5, and the single straight seam BCP 22 uses a steel plate 221 as the raw material. First, the steel plate 221 is stamped and formed by 4 times, and then the two sides of the 222 steel plate are welded by a longitudinal submerged arc weld to form a square section. , And a single straight seam BCP 22 is formed, so it is the same as the above-mentioned BCR 21. The production process of this single straight seam BCP 22 cannot be welded with shear nails, and there is not enough space inside the finished steel pipe for plant welding of shear nails. .

Please refer to Figures 3 and 6, and the double straight seam BCP 23 uses two steel plates 231 as raw materials. First, each steel plate 231 is stamped twice into a ㄇ-shaped section (as shown in Figure 6), and then Two ㄇ-shaped cross-section steel plates 231 are welded 232 by two longitudinal submerged arc welding passes to form a square cross-section to form a pair of straight seams BCP 23 (as shown in Figures 3 and 6). After the double straight seam BCP 23 is stamped into a ㄇ-shaped section of each steel plate 231, shear nails can be planted and welded and then connected by two longitudinal submerged arc welds to form a square section. However, on the one hand, considering the space required for internal submerged arc welding, the location of the shear nails is limited. On the other hand, it is difficult to plant and weld the shear nails, especially the shear nails on the side wall of the ㄇ-shaped section. The difficulty of plant welding has increased a lot. The application of the double straight seam BCP 23 in the CFT steel pipe can overcome the doubt that the shear nails cannot be installed inside the steel pipe, but the degree of difficulty is higher than that of the above-mentioned concrete-filled box column 10 (as shown in Figures 1 and 2). On the whole, the shear nails on the inner side of the steel pipe column are either unable to be welded or difficult to be welded, which limits the use of CFT columns in engineering. Also, because the production cost of the steel pipe section is much less than that of the box section, it is worthy of promotion. However, because the shear nails cannot or are not easy to plant and weld, the transmission of force between the steel frame and the concrete cannot be solved, so that the advantages of the steel pipe section cannot be fully utilized. .

It can be seen that there are still many deficiencies in the above-mentioned conventional items, and they are not a good designer, and urgently need to be improved.

In view of this, the inventor of the present case has been engaged in the manufacturing, development and design of related products for many years. Aiming at the above-mentioned goals, after detailed design and careful evaluation, he finally obtained a practical invention.

The object of the present invention is to provide a corner shear connector. A corner shear connector is arranged at the corner of a steel pipe column, and the corner shear connector is aligned with the corner of the steel pipe column. The high confinement effect of concrete effectively transfers the strength of the steel tube column to the concrete, so that the corner shear connector can not only exert great shear transmission strength under a small sliding amount, but also The ultimate strength is also very high, and the effect of transmitting shear force is much higher than that of conventional shear nails.

According to the above-mentioned purpose, the corner shear connector of the present invention mainly includes: a steel pipe column and at least one steel plate as a shear connector; wherein the two sides of the corner of the steel pipe column do not exceed the length of two sides. At least one slot-shaped hole is opened at one-half equidistant position; the steel plate penetrates the slot-shaped hole, and its two ends are connected to the slot-shaped hole. The steel pipe column is filled with concrete to make the steel plate A corner concrete is formed between the corner of the steel pipe column and the steel plate surface plus the corner concrete surface to form a joint corner bearing surface; thereby, the shear force applied to the steel pipe column passes through the slotted hole The connection point is transferred to the steel plate, and the steel plate is transferred to the concrete in a pressure-bearing manner. Because the strength of the steel plate is much higher than the compressive strength of the concrete, the steel plate itself can transmit high strength; in addition, the corner concrete is subjected to The height of the steel plate and the column slab at the corner is called "super-contoured corner concrete". Its compressive strength can be several times higher than the compressive strength of concrete, and it exceeds the confined corner concrete and steel tube wall. A large friction force is generated between the steel plate and the steel pipe wall, and the steel plate surface plus the super-enclosed corner concrete surface is collectively called the joint corner bearing surface, which transmits the shear force in a pressure-bearing manner , The concrete in contact with the pressure-bearing surface of the joint corner is also located at the corner of the steel tube, and the beam is also quite large, and the compressive strength is much higher than the compressive strength of the concrete. Therefore, each corner shear connector can Very high shear force is transmitted, and the larger the area of the pressure-bearing surface of the joint corner, the shear force that can be transmitted increases in a nearly equal proportion.

In order to facilitate your reviewer to have a further understanding and understanding of the purpose, shape, features and effects of the structure of the present invention, a detailed description is given as follows:

The present invention relates to a "corner shear connector". Please refer to Figures 7 and 8. The corner shear connector of the present invention mainly includes: a steel pipe column 30 and at least one as a shear force Connector steel plate 40.

Wherein, the two ends of the steel plate 40 are connected to the inner corners of the steel pipe column 30 at positions that are not more than one-half of the side length equidistant to form a corner shear connector, and the steel pipe column 30 is filled with The concrete 33 forms a corner concrete 34 between the steel plate 40 and the corner of the steel pipe column 30. The steel plate 40 surface and the corner concrete 34 surface form a joint corner bearing surface.

With the composition of the above-mentioned components, the shear force applied to the steel pipe column 30 is transmitted to the steel plate 40 through the joint of the slot-shaped holes 31 and 32, and the steel plate 40 is transferred to the concrete 33 in a pressure-bearing manner. The strength of the steel plate 40 is much higher than the compressive strength of the concrete 33, so the steel plate 40 itself can transmit high strength.

In addition, the corner concrete 34 is bound by the steel plate 40 and the height of the column slab at the corner, which is referred to herein as "super-enclosed corner concrete", and its compressive strength can be several times higher than the compressive strength of the concrete 33. , And a great friction force is generated between the super-contained corner concrete and the steel tube wall, which can transmit force to the steel plate 40 and the steel tube wall. The steel plate 40 surface plus the super-contained corner concrete surface is collectively called the joint angle The corner bearing surface transmits shear force in a pressure-bearing manner. The concrete 33 in contact with the joint corner bearing surface is also located at the corner of the steel tube, and the confinement received is quite large, and the bearing strength is also higher than that of the concrete. 33 There are many compressive strengths, so each corner shear connector can transmit a relatively high shear force, and the larger the area of the joint corner bearing surface, the greater the shear force that can be transmitted in a nearly proportional manner. .

Please refer to Figures 7 and 8 again. The two ends of the steel plate 40 are welded to the inner corners of the steel pipe column 30 at positions that are not more than one-half of the side length equidistant.

Please refer to Figures 7, 8, 18, and 19 again, at least one slot-shaped hole 31, 32 is provided on both sides of the corners of the steel pipe column 30 not more than one-half of the side length.

The steel plate 40 passes through the slot-shaped holes 31, 32, and its two ends are connected to the slot-shaped holes 31, 32 to form a corner shear connector. The steel pipe column 30 is filled with concrete 33 to make A corner concrete 34 is formed between the steel plate 40 and the corner of the steel pipe column 30, and the steel plate 40 surface and the corner concrete 34 surface form a joint corner bearing surface.

Please refer to Figures 7, 8, 18, and 19, the steel plate 40 can be a straight steel plate, an arc steel plate or a quarter circular arc steel plate.

Please refer to Figures 7, 8, 18, and 19, the two ends of the steel plate 40 can be welded to the slot-shaped holes 31 and 32.

Please refer to Figures 7, 8, 18 and 19. The steel pipe column 30 can be a BCR (rolled square steel pipe), a single straight seam BCP (press-formed square steel pipe), or a double straight seam BCP (press-formed square pipe). Square steel tube) or a concrete-filled box column.

Please refer to Figures 9 and 10, the shear force transmission effect of the corner shear connector of the steel plate 40 can be tested by the concrete push-out test of 33 and 52. The following is one set of shear nails The test body of 51 and the push-out test of a test body with the steel plate 40 (corner shear connector) are used to explore the effect of the corner shear connector on the transfer of shear force. Among them, the ST-5d specimen is provided with 4 shear nails 51 inside the steel pipe 50, and the cross-section and vertical section of the specimen are shown in Figures 9 and 10, respectively. The diameter of the shear nail 51 is 13 mm, and the length of 65 mm is 5 times the diameter. The shear nail 51 is set at the center of the wall width of the steel pipe 50 150 mm away from the lower end of the test body. The shear nail 51 is hand welded from the end of the test body. It is welded to the steel pipe 50 in the same way. During the load test, the load is applied to the upper end of the steel pipe 50 and the reaction force at the lower end is borne by the concrete (as shown in Figure 10). During the test, the load P (unit: kN) and the relative sliding amount between the concrete and the steel pipe △ (unit : Mm).

Please refer to Figures 11 and 12, and the other test body: PL-CR test body. A straight steel plate 40 (corner shear connector) test body (abbreviated as Corner steel plate), its cross-section and vertical section respectively (as shown in Figures 11 and 12). The corner steel plate has a thickness of 12 mm, a width of 70 mm, and a length of 50 mm. The area of the section of the steel plate plus the weld bead is basically the same as the projected area of the shear nail, and the bearing area of the joint corner is 81.0 cm2. The application of load and the measurement of data are the same as those of the ST-5d specimen. The steel pipes used in the two specimens are from the same steel pipes 30 and 50, the yield stress of the steel is 3.94 tf/cm2, and the tensile strength is 4.42 tf/cm2; the concrete 33 and 52 also use the same car ready-mixed concrete, and the load test is carried out. The compressive strength of the concrete on that day was 226 kgf/cm2; the yield stress of the corner steel plate was 2.47 tf/cm2, and the tensile strength was 3.96 tf/cm2.

The load (P (unit: kN))-sliding amount (△ (unit: mm)) curve obtained after the concrete push-out test of the two specimens is completed (as shown in Figure 13), where the solid line is ST-5d The test body, and the dotted line is the PL-CR test body; compared with the shear nail 51 test body ST-5d, the corner shear connector test body PL-CR develops a very high strength in the early stage of loading, and the amount of sliding is When it is equal to 5 mm, the strength of the shear nail 51 specimen is 29.5 tons, while the corner shear connector specimen can develop 108 tons, which is 3.7 times that of the shear nail 51 specimen. As far as the maximum strength is concerned, the shear nail 51 specimen develops a maximum strength of 46.7 tons when the sliding amount is equal to 12.3 mm, while the corner shear connector specimen has a strength of 130 tons when the sliding amount is equal to 32 mm. The strength nail 51 test body is 2.8 times, and the strength is still climbing. The test results show that the linear corner shear connector can effectively transmit the shear force, and can exert high strength when the amount of sliding is small.

Please refer to Figures 7 and 8, the steel plate 40 (corner shear connector) can be a straight steel plate, an arc steel plate or a quarter-circular arc steel plate, and the effect is equivalent. Please refer to Figures 14 and 15. The following is an explanation of the test with two specimens of concrete 33. Among them, the cross-section of the STR specimen is shown in Figure 14, with a straight corner shear connector, and the area of the combined pressure-bearing surface is 141 cm2; and the other specimen: the cross-section of the ARC specimen is shown in the 15th As shown in the figure, a quarter-arc arc corner shear connector is used, and the area of the joint bearing surface is 138 cm2. The cross-sections of the two specimens are similar to those shown in Figure 12. The steel pipes used in the two specimens are from the same steel pipe 30, the yield stress of the steel is 4.81 tf/cm2, and the tensile strength is 5.56 tf/cm2; the concrete 33 also uses the same car of ready-mixed concrete. The compressive strength is 226 kgf/cm2; the yield stress of the straight corner steel plate is 3.60 tf/cm2, and the tensile strength is 5.29 tf/cm2; the yield stress of the curved corner steel plate is 3.20 tf/cm2, and the tensile strength is 5.00 tf/cm2. The sample loading method is shown in Figure 12. After the concrete 33 push-out test is completed for the two specimens, the load-sliding amount P (unit: tf)-△ (unit: mm) curve obtained is shown in Figure 16, where the solid line is the STR specimen and the dashed line is the ARC Test body. The joint bearing area of the two specimens is almost the same (STR is 141 cm2, ARC is 138 cm2), and the P-△ curves of the two specimens are very close, indicating that as long as the joint bearing area is the same, the linear and arc shapes The shear connector has the same performance of transferring shear force.

式(1)。其中

為聯合承壓面積、

為鋼管角隅內表面積（如

(R-1)＋4]Bt 式(2) 計算，R為鋼管角隅外緣彎轉半徑、B為鋼管寬度）、

為混凝土抗壓強度、

為鋼管厚度。將試體之試驗值除以由式(1)求得之強度評估值，可以得到強度比，如第17圖所示為21個試體強度比之分佈情況。由第17圖所示，可以看出所有試體之強度比皆大於1，顯示式(1)是偏保守，可以用於角隅剪力連接器之設計。 Please refer to Figure 17, the test results of 21 specimens with corner shear connectors are analyzed and a simplified strength evaluation formula can be established by analyzing the test data.

Formula 1). in

Is the joint bearing area,

Is the inner surface area of the corner of the steel pipe (such as

(R-1)＋4] Bt is calculated by formula (2), R is the turning radius of the outer edge of the corner of the steel pipe, and B is the width of the steel pipe),

Is the compressive strength of concrete,

Is the thickness of the steel pipe. Dividing the test value of the test body by the strength evaluation value obtained by formula (1), the intensity ratio can be obtained, as shown in Figure 17 for the distribution of the intensity ratio of 21 test bodies. As shown in Figure 17, it can be seen that the strength ratios of all the specimens are greater than 1, which shows that formula (1) is conservative and can be used in the design of corner shear connectors.

Please refer to Figures 7 and 8, the steel pipe column 30 can be a BCR (rolled square steel pipe), a single straight seam BCP (press-formed square steel pipe), a pair of straight seam BCP (press-formed square steel pipe) or A concrete-filled box column. Please refer to Figures 18 and 19, where the steel plate 40 (corner shear connector) cannot be installed during the manufacturing process of BCR and single straight seam BCP steel pipes, so it must be installed after the steel pipe 30 is completed. At this time, slotted holes 31, 32 can be made at appropriate positions on both sides of the corner of the steel pipe 30, and then the arc-shaped corner shear connector can be penetrated from one slotted hole 31 into the steel pipe 30 and then through another slotted 32 hole. Take out the steel pipe 30, and then weld the two ends of the arc-shaped corner connector to the slotted holes 31 and 32 of the steel pipe 30, as shown in Figure 18. At this time, a straight shear connector can also be used. As shown in Figure 19, the application method is similar to the arc corner shear connector.

Please refer to Figure 20, and the double straight seam BCP steel pipe can be welded to the 30 corner of the steel pipe after each steel plate is stamped into a ㄇ-shaped section. Use straight or curved corner shear connectors. Figure 20 shows a schematic diagram of a double straight seam BCP using a straight corner shear connector.

Please refer to Figures 21 and 22, and the box-shaped cross-section rod 60 can also have slotted holes 61 and 62 at appropriate positions on both sides of the corner, and then the steel plate 40 (arc corner shear connector) One slot-shaped hole 61 penetrates the box-shaped column and another slot-shaped hole 62 passes through the box-shaped column, and then the arc corner connector is welded to the box-shaped column, as shown in Figure 21. At this time, a straight shear connector can also be used. As shown in Figure 22, the application method is similar to the arc corner shear connector.

Please refer to Figure 23. The steel frame structure usually uses reinforced concrete (RC) foundation. At this time, the strength of the steel frame members must be transferred to the RC column first, and then to the RC foundation, usually used The height of a floor transmits the force of the steel-framed column members to the RC column via shear nails, and this floor is called the transfer floor, and the column members of this floor include the steel frame and RC, and the cross-section is similar to the cladding type SRC section 70, as shown in Figure 23. At this time, the steel plate 40 (corner shear connector) can be used to replace the shear nails. A possible configuration of the corner shear connector is shown in FIG. 23.

、

及

之數值，將這些數值帶入式(1)中，然後根據式(1)求取

。求得

後，即可根據幾何關係求得角隅剪力連接器之尺寸及設置位置。 The size of the steel plate 40 (corner shear connector) can be determined according to the shear force to be transmitted and formula (1). The method of using formula (1) is to bring the shear force to be transmitted into P, and then determine according to the section size and the strength of the concrete used

,

and

The values of, put these values into formula (1), and then calculate according to formula (1)

. Get

Then, the size and setting position of the corner shear connector can be obtained according to the geometric relationship.

The above are only the best specific embodiments of the present invention, but the structural features of the present invention are not limited thereto. Any change or modification that can be easily thought of by anyone familiar with the art in the field of the present invention can be covered. In the following patent scope of this case.

30: steel pipe column 31, 32: Slotted hole 40: steel plate 33: Concrete 34: Corner concrete 50: steel pipe 51: Shear nail 52: Concrete 60: Box section rods 61, 62: Slotted hole 70: Covered SRC section

Figure 1 is a schematic diagram of shear nails in conventional box-shaped columns.

Figure 2 is a schematic diagram of an example of a conventional box-shaped column equipped with shear nails.

Figure 3 is a schematic cross-section of three conventional square steel pipes.

Figure 4 is a schematic diagram of the production process of conventional BCR steel pipes.

Figure 5 is a schematic diagram of the conventional single straight seam BCP steel stamping process.

Figure 6 is a schematic diagram of the conventional double straight seam BCP steel pipe U-shaped section production process.

Figure 7 is a schematic diagram of the linear corner shear connector and the steel pipe column of the present invention.

Figure 8 is a schematic diagram of the joint bearing area of the present invention.

Figure 9 is a schematic diagram of the cross-section of the ST-5d specimen of the present invention.

Figure 10 is a schematic diagram of the vertical section and loading of the ST-5d test body of the present invention.

Figure 11 is a schematic diagram of the cross-section of the PL-CR specimen of the present invention.

Figure 12 is a schematic diagram of the cross-section and loading of the PL-CR test body of the present invention.

Figure 13 is a schematic diagram of the P-△ curve of the ST-5d and PL-CR specimens of the present invention.

Figure 14 is a schematic diagram of the cross-section of the STR specimen of the present invention.

Figure 15 is a schematic diagram of the cross-section of the ARC specimen of the present invention.

Figure 16 is a schematic diagram of the P-△ curve of the STR and ARC specimens of the present invention.

Figure 17 is a schematic diagram of the distribution of the intensity ratio of the 21 specimens of the present invention.

Figure 18 is a schematic diagram of the arc corner shear connector used in the BCR and the single straight seam BCP of the present invention.

Figure 19 is a schematic diagram of the BCR and single straight seam BCP of the present invention using a straight corner shear connector.

Figure 20 is a schematic diagram of the double straight seam BCP of the present invention using a straight corner shear connector.

Figure 21 is a schematic diagram of the arc-shaped corner shear connector used in the box-shaped cross-section rod of the present invention.

Figure 22 is a schematic diagram of the box-shaped column cross-section member of the present invention using a straight corner shear connector.

Figure 23 is a schematic diagram of the linear corner shear connector used in the coated SRC column of the present invention.

30: steel pipe column

40: steel plate

33: Concrete

34: Corner concrete

Claims (7)

A corner shear connector, comprising: a steel pipe column; and at least one steel plate used as a shear connector. In one of the positions, at least one slot-shaped hole is opened in the position, and the steel plate is inserted through the slot-shaped hole, and the steel plate is inserted through one slot-shaped hole and then passed out by another slot-shaped hole, The two ends are connected to the slot-shaped hole by welding. The steel tube column is filled with concrete, so that a corner concrete is formed between the steel plate and the corner of the steel tube column, and the steel plate surface is formed by adding the corner concrete surface A joint corner bearing surface. For the corner shear connector described in item 1 of the scope of patent application, the steel plate is a linear steel plate. For the corner shear connector described in item 1 of the scope of patent application, the steel plate is an arc-shaped steel plate. For the corner shear connector described in item 1 of the scope of patent application, the steel plate is a quarter-arc-shaped steel plate. For the corner shear connector described in item 1 of the scope of patent application, the steel pipe column is a BCR steel pipe, a single straight-seam BCP steel pipe, a double straight-seam BCP steel pipe or a concrete-filled box column. For the corner shear connector described in item 1 of the scope of patent application, the inner surface area A _cor of the steel tube corner formed by the steel plate in the steel tube column is determined by the formula A _cor =[π(R-1)+ 4] Bt is calculated, where R is the turning radius of the outer edge of the corner of the steel pipe, B is the width of the steel pipe, and t is the thickness of the steel pipe. For the corner shear connector described in item 6 of the scope of patent application, the combined bearing area A _cn formed by the steel plate surface and the corner concrete surface is determined by the formula P=

Calculate, where P is the shear force to be transmitted, f _c ' is the compressive strength of concrete, t is the thickness of the steel pipe, and A _cor is the inner surface area of the corner of the steel pipe.

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