Design method for anchoring secondary beam top longitudinal steel bars on main beam

Abstract

The invention relates to a design method for anchoring a secondary beam top longitudinal steel bar on a main beam, which comprises the following steps of: determining the secondary beam top longitudinal steel bar according to structural calculation at a node where a secondary beam is only supported on one side of the main beam, and calculating the tensile force of the secondary beam top longitudinal steel bar under the condition that the strength is fully utilized; the shear bearing capacity of a single stud in the main beam is calculated, and the number of the needed studs is determined according to the principle that the tension of a longitudinal bar at the top of a secondary beam does not exceed the total shear bearing capacity of the multiple studs; arranging a steel plate at a corresponding node position of the main beam, welding a required number of studs on the bottom surface of the steel plate, and welding secondary beam top longitudinal steel bars on the top surface of the steel plate; after structural concrete is poured and begins to be stressed, when longitudinal steel bars on the top of a secondary beam at a node are pulled, pulling force is transmitted to a stud group through a steel plate and converted into shearing force capable of being borne by studs, and therefore complete anchoring of the steel bars is achieved; according to the design method, under the condition that the size of the main beam is not changed, complete anchoring of the longitudinal steel bars at the top of the secondary beam can be safely and efficiently achieved.

Description

Technical Field

[0001] This invention relates to the field of reinforced concrete structure technology, and in particular to a design method for anchoring the longitudinal reinforcement bars at the top of secondary beams onto the main beam. Background Technology

[0002] In reinforced concrete structures, the load transfer path is: floor slab → secondary beam → main beam → vertical members. During this process, the deformation of each member is coordinated, and the bending deformation of the secondary beam by the main beam constrains the bending deformation of the secondary beam, resulting in an interaction bending moment at their connection. The bending moment of the secondary beam is transferred to the main beam through a force couple formed by the tensile force of the reinforcement at the top of the beam and the compressive force of the concrete at the bottom of the beam, as shown below. Figure 1-2 As shown. Therefore, the longitudinal reinforcement at the top of the secondary beam should be completely anchored to the main beam in order to fully utilize the tensile strength of the reinforcement, control cracking of the components, and ensure structural safety.

[0003] The anchorage of reinforcing bars in concrete relies primarily on bond, and the minimum length required to reach their ultimate tensile strength is called the basic anchorage length La. When the reinforcing bars are anchored at the ends (i.e., the end is bent at 90° for 12d length, where d represents the diameter of the reinforcing bar), the horizontal anchorage length should not be less than 0.6La. Taking C40 concrete and HRB400 grade reinforcing bars as examples, La=29d. When anchored by bending, the minimum horizontal anchorage length is 0.6La=17.4d. For reinforcing bars with diameters d=14, 16, 18, and 20mm, the minimum horizontal anchorage length is 0.6La=243, 278, 313, and 348mm, respectively. However, when the width of the main beam is less than 0.6La+20mm (20mm is the thickness of the concrete cover for the reinforcing bars), at the end supports of the secondary beam on the main beam, the length of the secondary beam reinforcing bars extending into the main beam will definitely be less than 0.6La, and they cannot be completely anchored to the main beam. Therefore, in engineering practice, when the main beam width is 200mm or 250mm, the secondary beam reinforcement of all the aforementioned diameters cannot achieve complete anchorage; even if the main beam width increases to 300mm, reinforcement with diameters d=18mm and 20mm still cannot meet the 0.6La horizontal anchorage length requirement. Figure 3 As shown, taking a d=16mm steel bar in a 250mm wide main beam as an example, its horizontal anchorage length is significantly insufficient.

[0004] In summary, in joints where secondary beams are supported only on one side of the main beam and the width of the main beam is limited, ensuring the horizontal anchorage length of the longitudinal reinforcement at the top of the secondary beam has become a significant design bottleneck. Generally, this can only be addressed by increasing the width of the main beam, but this undoubtedly sacrifices usable building space, affects aesthetics, and wastes materials. Therefore, a new anchorage design method that conforms to mechanical principles, is safe and reliable, and is easy to construct is urgently needed. Summary of the Invention

[0005] In view of this, it is necessary to provide a new design method for anchoring the longitudinal reinforcement at the top of the secondary beam onto the main beam.

[0006] This invention provides a design method for anchoring the longitudinal reinforcement bars at the top of a secondary beam to the main beam, comprising the following steps: Step S100: At the node where the secondary beam is supported only on one side of the main beam, determine the longitudinal reinforcement at the top of the secondary beam based on structural calculations, and calculate its tensile force under full strength utilization. Step S200: Calculate the shear capacity of a single stud in the main beam. Based on the principle that the tensile force of the longitudinal reinforcement at the top of the secondary beam does not exceed the total shear capacity of multiple studs, determine the required number of studs. Step S300: Install steel plates at the corresponding nodes of the main beam, weld the required number of studs to the bottom surface of the steel plates, and weld the longitudinal reinforcement bars of the secondary beam top to the top surface of the steel plates. Step S400: After the structural concrete is poured and begins to bear force, when the longitudinal reinforcement at the top of the secondary beam at the node is under tension, the tension is transmitted to the stud group through the steel plate and converted into shear force that the stud can withstand, thereby achieving complete anchorage of the reinforcement.

[0007] Furthermore, the scope of application of this design method is: nodes where the reinforced concrete secondary beam is supported only on one side of the reinforced concrete main beam.

[0008] Furthermore, at the end support of the reinforced concrete main beam and the reinforced concrete secondary beam, the specifications and tensile strength of the longitudinal reinforcement at the top of the secondary beam are determined by structural calculations.

[0009] Furthermore, the calculation method for the tensile force of the longitudinal reinforcement at the top of the secondary beam, under conditions of fully utilizing its strength, is as follows: Based on the material type and component dimensions of the structural beams, slabs, and columns. Computational model; The total area required for the longitudinal reinforcement at the top of the secondary beam at the node is obtained from the calculation model, and the diameter and number of longitudinal reinforcement bars at the top of the secondary beam are determined based on the area. The tensile force N of the longitudinal reinforcement at the top of the secondary beam is calculated using the following formula: ; in, For the tensile strength of the steel reinforcement, This represents the area of ​​the longitudinal reinforcement bars at the top of the secondary beam.

[0010] Furthermore, the shear bearing capacity of a single stud within the main beam. : ≤ ; Let be the cross-sectional area of ​​the stud shank. The elastic modulus of concrete. For the compressive strength of concrete, This represents the ultimate tensile strength of the stud.

[0011] Furthermore, based on the principle that the tensile force of the longitudinal reinforcement at the top of the secondary beam should not exceed the total shear capacity of the multiple shear studs, the required number of shear studs n is determined. And calculate according to the following formula: n≥ , Where N is the tensile force of the longitudinal reinforcement at the top of the secondary beam.

[0012] Furthermore, the method for determining the steel plate dimensions and arranging the studs on the steel plate is as follows: The distance from the edge of the steel plate to the center of the stud should be no less than 50mm, the thickness of the steel plate to the concrete cover should be no less than 15mm, the length of the steel plate extending beyond the secondary beam at both ends should not be greater than the width of the steel plate, and the thickness of the steel plate should be no less than 0.6 times the diameter of the stud. The studs are arranged symmetrically along the centerline of the secondary beam on the steel plate. The horizontal and vertical spacing between multiple studs should be no less than 6 times the stud diameter and no more than 200 mm. The stud length should be no less than 4 times the stud diameter.

[0013] Furthermore, the welding method for the steel plate to the longitudinal reinforcement at the top of the secondary beam and the shear studs is as follows: The longitudinal reinforcement at the top of the secondary beam and the inner steel plate of the main beam are lapped and welded on both sides. The length of the weld is 5 times the diameter of the reinforcement. The bearing capacity of the weld between the steel plate and the longitudinal reinforcement at the top of the secondary beam is matched with the tensile strength of the reinforcement. The studs are fully penetrated and welded to the steel plate, and the load-bearing capacity of the weld between the steel plate and the studs is equal to that of the studs.

[0014] Compared with the prior art, the present invention arranges steel plates at the nodes of the main and secondary beams. The steel plates connect the studs and the longitudinal reinforcement at the top of the secondary beam. When the longitudinal reinforcement at the top of the secondary beam is under tension, the tension is transmitted to the studs through the steel plates and then converted into shear force borne by the studs. Through design calculations, the total shear bearing capacity of all studs is not less than the tension of the longitudinal reinforcement at the top of the secondary beam, so as to achieve complete anchorage of the longitudinal reinforcement at the top of the secondary beam in the main beam. This design method can safely and efficiently achieve complete anchorage of the longitudinal reinforcement at the top of the secondary beam without changing the size of the main beam. Attached Figure Description

[0015] Figure 1 This is a plan view showing that the secondary beam is supported only on one side of the main beam; Figure 2 for Figure 1 Sectional view of plane 1-1; Figure 3 This is a schematic diagram showing that the horizontal anchorage length of the longitudinal reinforcement at the top of the secondary beam is insufficient in the main beam in the existing technology; Figure 4A design flowchart for a design method of anchoring the longitudinal reinforcement of the secondary beam top onto the main beam, as provided in an embodiment of the present invention; Figure 5 This is a partial floor plan layout diagram in an embodiment of the present invention; Figure 6 for Figure 5 A schematic diagram showing the anchorage of the longitudinal reinforcement at the top of the secondary beam at a node supported only on one side of the main beam, according to the method of this invention; Figure 7 for Figure 6 Sectional view of plane 2-2; Figure 8 for Figure 7 Schematic diagram of the connection between the steel plate and the stud; Figure 9 A schematic diagram showing the placement of 5 Φ16 studs on a 200mm wide main beam; Figure 10 Schematic diagram for arranging 8 Φ16 studs on a 250mm wide main beam; Figure 11 A schematic diagram showing the arrangement of nine Φ16 studs on a 300mm wide main beam. Detailed Implementation

[0016] Preferred embodiments of the present invention will now be described in detail with reference to the accompanying drawings, which form part of this application and are used together with the embodiments of the present invention to illustrate the principles of the present invention, but are not intended to limit the scope of the present invention.

[0017] This application addresses the technical challenge of insufficient horizontal length for anchoring the longitudinal reinforcement at the top of secondary beams within a narrow main beam. To resolve this issue, this application proposes a design method for anchoring the longitudinal reinforcement at the top of secondary beams to the main beam.

[0018] like Figure 4 As shown, this embodiment of the invention provides a design method for anchoring the longitudinal reinforcement at the top of a secondary beam to the main beam, comprising the following steps: Step S100: At the node where the secondary beam is supported only on one side of the main beam, determine the longitudinal reinforcement at the top of the secondary beam based on structural calculations, and calculate its tensile force under full strength utilization.

[0019] Step S110: First, the reinforced concrete structure needs to be designed to determine the appropriate cross-sections of the structural beams, slabs, and columns, as well as the grades of concrete and steel reinforcement. For example, the concrete for floor beams and slabs can be C30~C40 grade, and the steel reinforcement can be HRB400 or HRB500.

[0020] It should be noted that this design method is applicable to nodes where reinforced concrete secondary beams are supported only on one side of a reinforced concrete main beam. Correspondingly, this design method is not applicable to nodes where secondary beams are supported continuously on both sides of the main beam.

[0021] At the end support of the reinforced concrete secondary beam, the specifications and tensile strength of the longitudinal reinforcement at the top of the secondary beam are determined by structural calculations. To fully utilize the tensile strength of the longitudinal reinforcement at the top of the secondary beam and meet the load-bearing capacity requirements of the secondary beam, it is essential to ensure that the longitudinal reinforcement at the top of the secondary beam is completely anchored within the main beam.

[0022] like Figure 5-8 As shown in this embodiment of the invention, a reinforced concrete structure project involves designing the structure, determining the appropriate cross-sections and material types for the structural beams, slabs, and columns, and establishing a calculation model. A partial floor plan is shown below. Figure 5 As shown, the floor slab is 130mm thick; there is one secondary beam with a cross-sectional width x height of 250 x 500mm; and four main beams with two cross-sectional dimensions: 250 x 700mm and 300 x 500mm. The concrete strength grade for the floor beams and slabs is C30, and the reinforcing steel is HRB400 grade. Figure 5 The secondary beam is supported at two nodes on the main beam: one is the intermediate node where the secondary beam is continuously supported on both sides of the main beam, and the other is the edge node where the secondary beam is supported only on one side of the main beam. This invention application applies to the anchorage design of the longitudinal reinforcement at the top of the secondary beam in the "node where the secondary beam is supported only on one side of the main beam" scenario.

[0023] After determining the calculation model according to step S110, proceed to step S120, determine the longitudinal reinforcement at the top of the secondary beam according to the structural calculation, and calculate its tensile force under full strength utilization.

[0024] The calculation method for the tensile force of the longitudinal reinforcement at the top of the secondary beam, under conditions of fully utilizing its strength, is as follows: Step S121: Obtain the total area required for the longitudinal reinforcement at the top of the secondary beam at the node based on the calculation model, and select the diameter and number of longitudinal reinforcement bars at the top of the secondary beam based on the area.

[0025] Step S122: Calculate the area of ​​the longitudinal reinforcement at the top of the secondary beam according to the above calculation model. The secondary beam top reinforcement is arranged in the first row at the top of the secondary beam, ensuring a clear spacing ≥ max(30mm, 1.5d). The tensile force N of the longitudinal reinforcement at the top of the secondary beam is calculated (fully utilizing the tensile strength of the reinforcement) using the following formula: ; in, For the tensile strength of the steel reinforcement, This represents the area of ​​the longitudinal reinforcement bars at the top of the secondary beam.

[0026] As can be seen from the above formula, once the material is selected, the tensile force N of the longitudinal reinforcement at the top of the secondary beam is related to the area of ​​the longitudinal reinforcement at the top of the secondary beam. Selecting the corresponding quantity and size of the longitudinal reinforcement at the top of the secondary beam ensures that the tensile force N of the longitudinal reinforcement at the top of the secondary beam meets the requirements of the secondary beam's bearing capacity.

[0027] like Figure 5-6 As shown in the embodiment of the invention, according to calculations, the calculated area of ​​the longitudinal reinforcement at the top of the secondary beam at the node is 700 mm². Therefore, 2Φ16 + 2Φ14 (As = 710 mm²) can be selected for reinforcement. The basic anchorage lengths of the Φ16 and Φ14 reinforcements in C30 strength concrete are La = 35d = 560 mm and 490 mm respectively, and the minimum horizontal anchorage lengths within the main beam are 0.6La = 336 mm and 294 mm respectively. However, in this project, the width of the main beam is only 250 mm, far less than the required minimum anchorage length. Only by increasing the main beam width to 400 mm and 350 mm can the horizontal anchorage lengths of the Φ16 and Φ14 reinforcements be met, which will lead to unreasonable and wasteful structural design. Using the design method of this invention, complete anchorage of the reinforcement can be achieved safely and efficiently without changing the dimensions of the main beam.

[0028] The longitudinal reinforcement area As at the top of the secondary beam is calculated based on reinforcement of 2Φ16+2Φ14, fully utilizing the tensile strength of the steel reinforcement N: =255.6kN.

[0029] Step S200: Calculate the shear capacity of a single stud in the main beam. Based on the principle that the tensile force of the longitudinal reinforcement at the top of the secondary beam does not exceed the total shear capacity of multiple studs, determine the required number of studs.

[0030] Step S210: Shear bearing capacity of a single stud in the main beam Calculate according to the following formula: ≤ ; Let be the cross-sectional area of ​​the stud shank. The elastic modulus of concrete. For the compressive strength of concrete, This represents the ultimate tensile strength of the stud. The stud is a cylindrical head stud made of ML15 or ML15Al steel; other stud sizes and specifications can also be used.

[0031] Step S220: Based on the principle that the tensile force of the longitudinal reinforcement at the top of the secondary beam does not exceed the total shear capacity of the multiple shear studs, determine the required number of shear studs n, and calculate it according to the following formula: n≥ , Where N is the tensile force of the longitudinal reinforcement at the top of the secondary beam.

[0032] In this embodiment of the invention, the shear bearing capacity of a single cylindrical head stud within the concrete of the main beam is calculated. : ≤ ; Using 16mm diameter cylindrical head studs, the concrete strength grade of the floor beams and slabs in this project is C30, and the calculations show that... 50.62kN.

[0033] Calculate the number of shear studs, ensuring that the total shear capacity of the shear studs is greater than the tensile force of the longitudinal reinforcement at the top of the beam, using the following formula: n≥ The calculation yields n≥5.1. Based on the structural design principle that the bearing capacity of nodes should be appropriately higher than that of components, the number of studs is taken as 7.

[0034] Step S300: Install steel plates at the corresponding nodes of the main beam, weld the required number of studs to the bottom surface of the steel plates, and weld the longitudinal reinforcement bars of the secondary beam to the top surface of the steel plates.

[0035] Before installing steel plates at the corresponding nodes of the main beam, the thickness of the steel plates within the main beam needs to be determined. The steel plates should have an appropriate thickness to ensure the transmission of longitudinal reinforcement tensile force and stud shear force within the steel plates. The steel plate thickness should be ≥ 0.6 times the stud diameter. When the stud diameter is 16mm or 19mm, the corresponding steel plate thickness should be 10mm or 12mm. The steel plates should be made of Q235B, Q355B, or Q420B steel.

[0036] Step S310: When installing steel plates at the corresponding node positions of the main beam, ensure that the distance from the edge of the steel plate to the center of the stud is not less than 50mm, the thickness of the steel plate to the concrete cover is not less than 15mm, the length of the steel plate extending beyond the secondary beam at both ends is not greater than the width of the steel plate, and the thickness of the steel plate is not less than 0.6 times the diameter of the stud.

[0037] Step S320: After positioning the steel plate, since the longitudinal reinforcement bars at the top of the secondary beam rest directly on the upper surface of the steel plate, welding can be performed after simple positioning. The welding process is relatively convenient and it is easy to ensure the welding quality. At the same time, welding is performed between the steel plate and the studs.

[0038] To improve construction efficiency, in one embodiment, the steel plates and studs can be pre-welded in the factory, and the steel plates and studs arriving on site are integral components, improving welding quality and on-site efficiency.

[0039] It should be noted that before welding the studs, the arrangement of the studs on the steel plate must be determined. The arrangement method of the studs on the steel plate is as follows: the studs are arranged symmetrically along the center line of the secondary beam, and the horizontal and vertical spacing between the studs should not be less than 6 times the diameter of the stud and not more than 200 mm. The length of the stud should not be less than 4 times the diameter of the stud.

[0040] like Figure 6-8 As shown, in this embodiment, the arrangement of the studs on the steel plate is determined, the studs are arranged in a quincunx pattern, and the thickness and planar dimensions of the steel plate are determined.

[0041] Understandably, different numbers of studs and steel plates of different sizes are required for main beams of different widths. For example, for a main beam with a width of 200mm, five Φ16 studs can be arranged in a staggered pattern, such as... Figure 9 As shown. For a main beam with a width of 250mm, eight Φ16 studs can be arranged in rows and columns, such as... Figure 10 As shown. For a main beam with a width of 300mm, nine Φ16 studs can be arranged in a staggered pattern and a mixed row and column arrangement, such as... Figure 11 As shown.

[0042] It should be noted that when using studs of other diameters, the spacing of the studs should be adjusted accordingly and arranged in a similar manner.

[0043] In this embodiment, the welding method for the steel plate to the longitudinal reinforcement at the top of the secondary beam and the shear studs is as follows: Step S321: The longitudinal reinforcement at the top of the secondary beam and the steel plate inside the main beam are lapped and welded on both sides. The length of the weld is 5 times the diameter of the steel bar. The bearing capacity of the weld between the steel plate and the longitudinal reinforcement at the top of the secondary beam is matched with the tensile strength of the steel bar. Step S322: The stud is fully penetrated and welded onto the steel plate, and the load-bearing capacity of the weld between the steel plate and the stud is equal to that of the stud.

[0044] The studs are fully penetrated and welded to the steel plate inside the main beam. This step is done in the factory, and the steel plate and studs arrive on site as a single integral component. After the steel plate is placed between the reinforcing bars of the main beam and the secondary beam, the longitudinal reinforcing bars at the top of the secondary beam are welded on site.

[0045] Step S400: After the structural concrete is poured and begins to bear force, when the longitudinal reinforcement at the top of the secondary beam at the node is under tension, the tension is transmitted to the stud group through the steel plate and converted into shear force that the stud can withstand, thereby achieving complete anchorage of the reinforcement.

[0046] The above description is only a preferred embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in the present invention should be included within the scope of protection of the present invention.

Claims

1. A design method for anchoring the longitudinal reinforcement bars at the top of a secondary beam to the main beam, characterized in that, Includes the following steps: At the node where the secondary beam is supported only on one side of the main beam, the longitudinal reinforcement at the top of the secondary beam is determined based on structural calculations, and its tensile force is calculated under full strength utilization. Calculate the shear capacity of a single stud in the main beam, and determine the required number of studs based on the principle that the tensile force of the longitudinal reinforcement at the top of the secondary beam should not exceed the total shear capacity of multiple studs; Steel plates are installed at the corresponding nodes of the main beam, and the required number of studs are welded to the bottom surface of the steel plates. The longitudinal reinforcement bars of the secondary beam are welded to the top surface of the steel plates. After the structural concrete is poured and begins to bear load, when the longitudinal reinforcement at the top of the secondary beam at the joint is under tension, the tension is transmitted through the steel plate to the stud group, and is converted into shear force that the stud can withstand, thereby achieving complete anchorage of the reinforcement.

2. The design method for anchoring the longitudinal reinforcement at the top of the secondary beam to the main beam according to claim 1, characterized in that, This design method is applicable to nodes where reinforced concrete secondary beams are supported only on one side of the reinforced concrete main beam.

3. The design method for anchoring the longitudinal reinforcement at the top of the secondary beam to the main beam according to claim 1, characterized in that, The specifications and tensile strength of the longitudinal reinforcement bars at the top of the secondary beam are determined by structural calculations at the end support of the reinforced concrete main beam.

4. The design method for anchoring the longitudinal reinforcement at the top of the secondary beam to the main beam according to claim 3, characterized in that, The calculation method for the tensile force of the longitudinal reinforcement at the top of the secondary beam, assuming full utilization of its strength, is as follows: The calculation model is established based on the material type and component dimensions of the structural beams, slabs, and columns; The total area required for the longitudinal reinforcement at the top of the secondary beam at the node is obtained from the calculation model, and the diameter and number of longitudinal reinforcement bars at the top of the secondary beam are determined based on the area. The tensile force N of the longitudinal reinforcement at the top of the secondary beam is calculated using the following formula: ； in, For the tensile strength of the steel reinforcement, This represents the area of ​​the longitudinal reinforcement bars at the top of the secondary beam.

5. The design method for anchoring the longitudinal reinforcement at the top of the secondary beam to the main beam according to claim 1, characterized in that, Shear bearing capacity of a single stud in the main beam Calculate according to the following formula: ≤ ； Let be the cross-sectional area of ​​the stud shank. The elastic modulus of concrete. For the compressive strength of concrete, This represents the ultimate tensile strength of the stud.

6. The design method for anchoring the longitudinal reinforcement at the top of the secondary beam to the main beam according to claim 1, characterized in that, Based on the principle that the tensile force of the longitudinal reinforcement at the top of the secondary beam should not exceed the total shear capacity of the multiple shear studs, determine the required number of shear studs n, and calculate it according to the following formula: n≥ ， Where N is the tensile force of the longitudinal reinforcement at the top of the secondary beam.

7. The design method for anchoring the longitudinal reinforcement at the top of the secondary beam to the main beam according to claim 1, characterized in that, The method for determining the dimensions of the steel plate and arranging the studs on the steel plate is as follows: The distance from the edge of the steel plate to the center of the stud should be no less than 50mm, the thickness of the steel plate to the concrete cover should be no less than 15mm, the length of the steel plate extending beyond the secondary beam at both ends should not be greater than the width of the steel plate, and the thickness of the steel plate should be no less than 0.6 times the diameter of the stud. The studs are arranged symmetrically along the centerline of the secondary beam on the steel plate. The horizontal and vertical spacing between multiple studs should be no less than 6 times the stud diameter and no more than 200 mm. The stud length should be no less than 4 times the stud diameter.

8. The design method for anchoring the longitudinal reinforcement at the top of the secondary beam to the main beam according to claim 1, characterized in that, The welding method for the steel plate to the longitudinal reinforcement at the top of the secondary beam and the studs is as follows: The longitudinal reinforcement at the top of the secondary beam and the inner steel plate of the main beam are lapped and welded on both sides. The length of the weld is 5 times the diameter of the reinforcement. The bearing capacity of the weld between the steel plate and the longitudinal reinforcement at the top of the secondary beam is matched with the tensile strength of the reinforcement. The studs are fully penetrated and welded to the steel plate, and the load-bearing capacity of the weld between the steel plate and the studs is equal to that of the studs.

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