Implementation method for reinforcing load-holding H-shaped steel column by partially encased concrete

Abstract

The invention relates to an implementation method for reinforcing a load-holding H-shaped steel column by partially encased concrete. The implementation method comprises the following steps: treating original H-shaped steel; welding studs, steel bar connecting rods and longitudinal steel bars on the original structural H-shaped steel; erecting a template; pouring concrete from a grouting hole reserved in the bottom of the template; and the formwork is removed and maintained. The method has the beneficial effects that the bearing capacity and stability of an original structure can be greatly improved, the stress performance is optimized, the durability of the structure is improved, and the fireproof performance of the structure is improved; compared with other reinforcement and transformation methods, the method is more convenient, quicker and more efficient; use of construction materials is reduced, and construction steps are reduced; the building use space is not additionally occupied, the steel members can be well protected by the concrete, and the protection requirements of the steel members are reduced.

Description

Technical Field

[0001] The invention belongs to the technical field of building reinforcement and reconstruction engineering, and particularly relates to an implementation method for partially externally wrapping concrete to reinforce a load-bearing H-shaped steel column. Background Art

[0002] In recent years, with the passage of time, a batch of buildings represented by old steel structure factories are prone to corrosion of components such as columns and beams under the combined action of the natural environment and industrial production environment. During the production process, equipment impacts, impact loads during the operation of cranes, and long-term uneven loads lead to slight bending deformation of some H-shaped steel columns. Under some special working conditions of the overall structure of the factory building, the lateral displacement at the top of the column increases, and the lateral restraint of the structure needs to be strengthened. In addition, the factory building is not equipped with special fire protection facilities, and the H-shaped steel column cannot effectively block the spread of fire in case of fire, posing a great fire safety hazard. To solve the above problems, the method of late-stage reinforcement and reconstruction is mostly adopted to improve the bearing capacity and stability of the structure, limit the structural deformation, and improve the corrosion resistance and fire resistance of the structure.

[0003] The main process of traditional external concrete reinforcement is to perform surface treatment on the original H-shaped steel; bind or weld steel bars on the outside of the H-shaped steel to form a steel bar framework; build a formwork; pour concrete and cure it. However, there are a series of problems in traditional full external concrete reinforcement. On the one hand, the construction is complex and requires a relatively high level of construction technology and management. On the other hand, the external concrete will increase the self-weight of the structure, which has a certain impact on the bearing capacity of the foundation and the overall structural stability. At the same time, the external concrete will occupy a certain amount of building space, affecting the use function and layout of the building.

[0004] Therefore, there is an urgent need for an implementation method for partially externally wrapping concrete to reinforce a load-bearing H-shaped steel column, which is relatively simple in construction, reduces the impact on the bearing capacity of the foundation and the overall structural stability, and does not affect the use function and layout of the building. Summary of the Invention

[0005] The purpose of the invention is to overcome the deficiencies in the prior art and provide an implementation method for partially externally wrapping concrete to reinforce a load-bearing H-shaped steel column.

[0006] This implementation method for partially externally wrapping concrete to reinforce a load-bearing H-shaped steel column includes the following steps:

[0007] S1. Process the H-shaped steel: Remove impurities on the surfaces of the web and flange of the H-shaped steel;

[0008] S2. Weld stud bolts, steel bar connecting rods and longitudinal steel bars on the processed H-shaped steel: Weld stud bolts on the web of the H-shaped steel; both ends of the steel bar connecting rod are bent sections, and the middle part is a straight section; check the quality, model and specification of the steel bar connecting rod; weld both ends of the bent section on the two side flanges of the H-shaped steel and perform welding appearance inspection; longitudinal steel bars are welded on the straight section;

[0009] S3. Formwork erection: A set of formwork includes a flat surface and a stiffening rib surface, and the flat surface and the stiffening rib surface are attached to each other; the stiffening rib surface includes wide ribs and narrow ribs, and the wide ribs are clamped with fixtures; bolt holes are provided on both sides of the formwork. The flat surfaces of two sets of formwork are attached to the outer sides of the two flange edges of the H-shaped steel, and the tension bolts are passed through the bolt holes and fixed with tension bolts to clamp the fixtures, so that the formwork is fixed.

[0010] S4. Pour concrete from the grouting holes reserved at the bottom of the formwork: Grouting holes are reserved at the bottom of the formwork. Connect the pumping pipe and the grouting port, fill the gap between the pumping pipe and the grouting port, pump the concrete, and stop pumping the concrete when the construction requirements are met.

[0011] S5. Remove the formwork and cure: Remove the formwork step by step from top to bottom, and cure the constructed concrete.

[0012] Preferably, in step S2, the stud bolts are evenly distributed along the height direction of the H-shaped steel; the stud bolts are oriented perpendicular to the web of the H-shaped steel and parallel to the flange of the H-shaped steel.

[0013] Preferably, in step S2, the longitudinal reinforcing bars are symmetrically welded to the straight section of the reinforcing bar connecting rod. The longitudinal reinforcing bars are parallel to the web and flange of the H-shaped steel and perpendicular to the reinforcing bar connecting rod.

[0014] Preferably, in step S3, narrow ribs are connected between adjacent wide ribs.

[0015] Preferably, in step S3, bolt holes are provided on both sides of the wide ribs, the fixture is provided with openings, and the openings and the bolt holes are coaxial; bolt holes are provided on both sides of the flat surface; the bolt holes on both sides of the wide ribs and the bolt holes on both sides of the flat surface are coaxial. The bolt holes of the two flat surfaces are coaxial and penetrated by tension bolts, and the two ends of the tension bolts extend out of the formwork and are sleeved and fixed with tension bolts.

[0016] Preferably, in step S4, the edge of the concrete coincides with the outer edge of the flange of the H-shaped steel.

[0017] Preferably, in step S5, when removing the formwork, first remove the tension bolts, then remove the tension bolts, and finally remove the fixtures.

[0018] A partially concrete-encased load-bearing H-shaped steel column includes concrete and H-shaped steel; the concrete contains reinforcing bar connecting rods and longitudinal reinforcing bars. The reinforcing bar connecting rods are horizontally distributed in the concrete, and the two ends of the reinforcing bar connecting rods are bent sections, and the middle part is a straight section; the longitudinal reinforcing bars are symmetrically welded to the straight section of the reinforcing bar connecting rod. The longitudinal reinforcing bars are parallel to the web and flange of the H-shaped steel and perpendicular to the reinforcing bar connecting rod. The longitudinal reinforcing bars are distributed on both sides of the inner wall of the concrete.

[0019] Preferably, stud bolts are welded to the web of the H-beam, and the stud bolts are evenly distributed along the height direction of the H-beam; the stud bolts face perpendicular to the web of the H-beam and parallel to the flange of the H-beam, and the stud bolts are wrapped in the concrete; both ends of the steel bar connecting rod are welded to the inner walls of the two side flanges of the H-beam; the H-beam and the concrete are firmly connected through the stud bolts and the steel bar connecting rod.

[0020] The beneficial effects of the present invention are as follows:

[0021] 1) In the present invention, stud bolts are welded to the web of the H-beam of the original structure, which improves the cooperative working ability of the H-beam and the concrete, and the operation is simple.

[0022] 2) In the present invention, steel bar connecting rods are welded to the flanges of the H-beam of the original structure. The steel bar connecting rods are made into bent sections, which is convenient for later welding. The steel bar connecting rods can restrict the deformation of the H-beam, enabling the H-beam and the concrete to work together.

[0023] 3) Two longitudinal bars are welded to the steel bar connecting rod, which is easy to operate, improves the integrity of the steel bar connecting rod and the longitudinal bars, and enhances the structural bearing capacity.

[0024] 4) In the present invention, the H-beam serves as part of the formwork for concrete pouring. During construction, the formwork plane is closely attached to the two side edges of the flange of the H-beam to pour concrete, reducing the use of construction materials and the construction steps.

[0025] 5) The formwork of the present invention is provided with wide ribs and narrow ribs. While ensuring the strength of the formwork, it reduces the use of materials. At the same time, bolt holes are reserved on the wide ribs, which is convenient for the connection of tie rods and bolts. Integrated on the formwork, it avoids the use of horizontal bars, reduces the construction time, and is convenient and fast.

[0026] 6) A grouting hole is reserved at the bottom of the formwork of the present invention, which is convenient for the later pouring of concrete. Concrete is filled in the cavity formed by the flange and the web of the H-beam, which is lower than the cross-section of the original H-beam and does not additionally occupy the building space. The effect is good. At the same time, the concrete can well protect the steel members and reduce the protection requirements for the steel members. Description of the Drawings

[0027] Figure 1 is the flow chart of the present invention;

[0028] Figure 2 is the structural schematic diagram of processing the original H-beam;

[0029] Figure 3 is the overall structural schematic diagram of welding stud bolts, steel bar connecting rods and longitudinal steel bars;

[0030] Figure 4 is the overall structural schematic diagram of the formwork;

[0031] Figure 5 is the structural disassembly schematic diagram of the formwork;

[0032] Figure 6 Schematic diagram of the overall structure for form removal and curing

[0033] Figure 7 Schematic diagram of the disassembled structure for form removal and curing

[0034] Description of reference numerals: H-shaped steel 1, stud 2, steel bar connecting rod 3, bent section 4 of steel bar connecting rod, longitudinal steel bar 5, stiffening rib surface 6, wide rib 7, narrow rib 8, fixture 9, tie rod 10, tie bolt 11, grouting hole 12, plane 13, bolt hole 14, concrete 15 Detailed implementation manners

[0035] The present invention will be further described below in conjunction with embodiments. The description of the following embodiments is only for helping to understand the present invention. It should be noted that for those of ordinary skill in the art, without departing from the principle of the present invention, several modifications can still be made to the present invention, and these improvements and modifications also fall within the protection scope of the claims of the present invention

[0036] Embodiment 1

[0037] As an embodiment, an implementation method for a partially concrete-encased and load-maintaining H-shaped steel column is proposed. As shown in Figures 1 to 7 the following, it includes the following steps

[0038] S1. Process the H-shaped steel 1: Remove impurities on the web and flange surfaces of the H-shaped steel 1

[0039] S2. Weld the stud 2, steel bar connecting rod 3 and longitudinal steel bar 5 on the processed H-shaped steel 1: Weld the stud 2 on the web of the H-shaped steel 1; Both ends of the steel bar connecting rod 3 are bent sections 4, and the middle part is a straight section; Check the quality, model and specifications of the steel bar connecting rod 3; Weld both ends of the bent section 4 to the two side flanges of the H-shaped steel 1 and conduct a welding appearance inspection; The longitudinal steel bar 5 is welded to the straight section

[0040] S3. Erect the formwork: A set of formwork includes a plane 13 and a stiffening rib surface 6, and the plane 13 and the stiffening rib surface 6 are attached; The stiffening rib surface 6 includes a wide rib 7 and a narrow rib 8, and the wide rib 7 is clamped with a fixture 9; Bolt holes 14 are provided on both sides of the formwork. Fit the planes 13 of the two sets of formwork to the outer sides of the two side flanges of the H-shaped steel 1, pass the tie rod 10 through the bolt holes 14 and fix and clamp the fixture 9 with the tie bolt 11 to fix the formwork

[0041] S4. Pour the concrete 15 from the grouting hole 12 reserved at the bottom of the formwork: The grouting hole 12 is reserved at the bottom of the formwork. Connect the pumping pipe and the grouting port 12, fill the gap between the pumping pipe and the grouting port 12, pump the concrete 15, and stop pumping the concrete 15 when the construction requirements are met

[0042] S5. Demolish the formwork and cure: Demolish the formwork step by step from top to bottom and cure the constructed concrete 15.

[0043] In step S1, the surface of the H-shaped steel 1 of the original structure is treated to thoroughly clean impurities such as oil stains, rust, and paint, making the surfaces of the web and flange of the H-shaped steel 1 flat, which is convenient for subsequent welding work.

[0044] In step S2, the stud bolts 2 are evenly distributed along the height direction of the H-shaped steel 1; the stud bolts 2 are oriented perpendicular to the web of the H-shaped steel 1 and parallel to the flange of the H-shaped steel 1.

[0045] In step S2, the longitudinal steel bars 5 are symmetrically welded to the straight section of the steel bar connecting rod 3. The longitudinal steel bars 5 are parallel to the web and flange of the H-shaped steel 1 and perpendicular to the steel bar connecting rod 3.

[0046] In step S3, the formwork is divided into a flat surface 13 and a stiffening rib surface. Bolt holes 14 are arranged on the wide ribs 7 on the stiffening rib surface. The outer sides of the two flanges of the H-shaped steel 1 are cleaned and ensured to be flat. When erecting the formwork, first press the two flat surfaces 13 tightly against the outer sides of the two flanges of the H-shaped steel 1, and the formwork 6 should be placed in the middle. After determining the placement position of the formwork, the groove of the clamp 9 is clamped and fixed with the wide rib 7. Pass the tie rod 10 through the reserved bolt holes 14 on the wide rib 7 of the formwork. The distances that the two ends of the tie rod 10 extend out of the formwork should be the same. Then, use the tie bolt 11 to clamp the clamp 9, thereby fixing the positions of the two formworks.

[0047] In step S4, the edge of the concrete 15 coincides with the outer edge of the flange of the H-shaped steel 1.

[0048] In step S5, when demolishing the formwork, it should be demolished step by step in the order from top to bottom. At the same time, first remove the tie bolt 11, then remove the tie rod 10, and finally remove the clamp 9. After the formwork is demolished, it is necessary to cure the constructed components in time. After covering the exposed surface of the concrete 15 with gunny bags or straw curtains, sprinkle water, or directly sprinkle water to ensure that the surface of the concrete is in a wet state. When the temperature on the same day is lower than 5°C, it is not advisable to use water spraying for curing. Under high-temperature, dry, and windy climatic conditions, the number of water sprayings should be appropriately increased to ensure the wetness of the concrete surface and prevent the concrete surface from drying and cracking due to too fast evaporation of water. During the curing process, damage to the concrete surface should be avoided, such as avoiding hard object impacts and scratches, to ensure the quality and appearance of the concrete surface.

[0049] Embodiment 2

[0050] As another embodiment, this Embodiment 2 is proposed based on Embodiment 1, and a more specific implementation method for partially concrete-encased and load-bearing H-shaped steel columns is provided.

[0051] In step S2, as Figure 2As shown in the figure, the processed H-shaped steel 1 in step S1 is machined. Studs 2 are welded to the web of the H-shaped steel 1. The spacing of the studs 2 is evenly distributed along the height direction of the H-shaped steel 1. The studs 2 face perpendicular to the web of the H-shaped steel 1 and parallel to the flange of the H-shaped steel 1. There shall be no defects such as cracks, streaks, dents, and burrs that affect the use on the surface of the studs 2. The weld joint shall be carefully cleaned before welding to ensure that the weld area is clean and free of dirt. Both ends of the steel bar connecting rod 3 are bent, and the bending angle is 90 degrees. The length of the bent section 4 is less than the length of the straight section. The bent section 4 is rounded to avoid excessive stress. Check the quality of the steel bar connecting rod 3 to ensure that there are no defects such as cracks and burrs, and confirm that the model and specifications of the steel bar meet the design requirements. Both ends of the bent section 4 are welded to the two flanges of the H-shaped steel 1. Immediately after welding, conduct an appearance inspection to ensure that the weld formation is good and there are no defects such as undercut, porosity, and slag inclusion. The steel bar connecting rod 3 should not be too close to the inner and outer sides of the flange. There are two longitudinal steel bars 5 on both sides of the web of the H-shaped steel 1. The longitudinal steel bars 5 are welded to the straight section of the steel bar connecting rod. The longitudinal steel bars 5 are parallel to the web and flange of the H-shaped steel 1 and perpendicular to the steel bar connecting rod 3. When welding the longitudinal steel bars 5 to the steel bar connecting rod 3, pay attention to the common precautions during the welding process. The studs 2 and the steel bar connecting rod 3 are preferably arranged in a cross pattern, and a protective layer thickness should be left when arranging the longitudinal steel bars 5 at intervals.

[0052] In step S3, narrow ribs 8 are connected between adjacent wide ribs 7.

[0053] In step S3, as Figure 5 shown, bolt holes 14 are provided on both sides of the wide rib 7. The fixture 9 is provided with an opening, and the opening and the bolt hole 14 are coaxial; bolt holes 14 are opened on both sides of the plane 13; the bolt holes 14 on both sides of the wide rib 7 and the bolt holes 14 on both sides of the plane 13 are coaxial. The bolt holes 14 of the two groups of planes 13 are coaxial and penetrated by a tension rod 10. Both ends of the tension rod 10 extend out of the formwork and are sleeved and fixed with tension bolts 11.

[0054] In step S4, as Figure 5 shown, since there are generally other components on the upper part of the original structure and it is enclosed, concrete 15 can only be poured from the grouting hole 12 at the bottom of the formwork. Connect the pumping pipe to the grouting hole 12, and the pumping pipe extends into the formwork by an appropriate distance. At the same time, the gap between the pumping pipe and the grouting hole 12 needs to be filled to prevent the concrete 15 from leaking out from the lower part. When the concrete 15 overflows from the upper part more, the grouting can be stopped.

[0055] In step S5, when removing the formwork, first remove the tension bolts 11, then remove the tension rod 10, and finally remove the fixture 9.

[0056] It should be noted that the parts that are the same or similar to those in Embodiment 1 in this embodiment can be referred to each other and will not be elaborated in this application.

[0057] Embodiment 3

[0058] As another embodiment, this third embodiment is proposed based on the second embodiment. A construction system for a concrete partially - wrapped and load - sustained H - shaped steel column, as Figures 1 to 7 includes an H - shaped steel 1, stud bolts 2, steel - bar connecting rods 3, bent segments of steel - bar connecting rods 4, longitudinal steel bars 5, stiffening rib surfaces 6, wide ribs 7, narrow ribs 8, jigs 9, tie rods 10, tie bolts 11, grouting holes 12, planes 13, bolt holes 14, and concrete 15.

[0059] As Figure 2 shown, the H - shaped steel 1 is the H - shaped steel 1 on the original structure. Tools such as wire brushes and grinders are used to thoroughly remove impurities such as dust, oil stains, and rust on the surface of the H - shaped steel 1 to ensure a clean surface. For uneven parts, suitable materials can be used for repair to ensure a flat surface, providing a good foundation for subsequent treatment.

[0060] As Figure 3 shown, in the figure, the H - shaped steel 1 is the component after the H - shaped steel 1 of the original structure is cleaned and leveled, with a clean and flat surface, facilitating subsequent processes. The length of the stud bolt 2 should not be less than 4 times the diameter of the stud bolt 2, and the horizontal and vertical spacings should not be less than 6 times the diameter of the stud bolt 2 and should not be greater than 200 mm. The distance from the center of the stud bolt 2 to the edge of the flange of the H - shaped steel 1 should not be less than 50 mm, and the thickness of the concrete protective layer on the top surface of the stud bolt 2 should not be less than 15 mm. Before welding, the stud bolt 2 should not be oily, and both ends should not be rusty. If there is oil stain or rust, chemical or mechanical methods should be used for removal. Reasonably arrange the welding sequence to avoid the concentration of welding stress and deformation. For the longer web of the H - shaped steel 1, methods such as segmented welding and symmetric welding can be used to reduce the influence of welding deformation on the structure. After welding, the welds should be promptly inspected for appearance and non - destructive testing, such as magnetic particle testing and penetrant testing, to check whether there are defects such as cracks, pores, and slag inclusions on the weld surface to ensure that the weld quality meets the design requirements.

[0061] As Figure 3As shown in the figure, both ends of the steel bar connecting rod 3 are bent at 90 degrees, and the transition section between the straight section and the bent section 4 is processed into a rounded corner. The length of the straight section is reasonably calculated according to the size of the H-shaped steel 1. The two bent sections 4 of the steel bar connecting rod are closely attached to the flange of the H-shaped steel 1. The straight section is perpendicular to the flange of the H-shaped steel 1 and parallel to the web of the H-shaped steel 1. The distance between adjacent steel bar connecting rods 3 is reasonably calculated according to the size of the H-shaped steel 1 and the engineering requirements, and should not be too large or too small. The sizes and positions of the steel bar connecting rod 3 and the stud 2 need to be reasonably set to prevent conflicts between the stud 2 and the steel bar connecting rod 3. At the same time, the studs between adjacent steel bar connecting rods 3 should not be too sparse or too dense. Before welding, according to the materials of the steel bar connecting rod 3 and the H-shaped steel 1, select appropriate welding materials such as electrodes and welding wires to ensure that the model and specification of the welding material match the base material to guarantee the welding quality. Before welding, the welding part should be inspected to ensure that the steel bar connecting rod 3 is closely attached to the flange of the H-shaped steel 1, the gap meets the requirements, and the surface of the welding area is clean without impurities such as oil stains and rust. According to the diameter of the steel bar connecting rod 3, the thickness of the flange of the H-shaped steel 1, etc., reasonably select welding parameters such as welding current, voltage, and welding speed. Reasonably arrange the welding sequence to avoid the concentration of welding stress and deformation. For the longer flange of the H-shaped steel 1, methods such as symmetric welding and segmented welding can be used to reduce the influence of welding deformation on the structure. During welding, welding should be carried out from the middle to both ends first to ensure the symmetry and uniformity of welding. During the welding process, the operation should be carried out strictly in accordance with the welding process requirements to ensure that the weld formation is good and free of defects. The welder should maintain a stable welding speed and arc length to avoid welding defects such as undercut, slag inclusion, and porosity. After welding, the weld should be inspected for appearance and nondestructive testing in a timely manner, such as magnetic particle testing, ultrasonic testing, etc., to check whether there are defects such as cracks, pores, and slag inclusions on the surface of the weld to ensure that the weld quality meets the design requirements and relevant standards.

[0062] As Figure 3As shown, the longitudinal steel bars 5 are parallel to the web and flange of the H-shaped steel 1 and perpendicular to the steel bar connecting rod 3. The longitudinal steel bars 5 are welded to the straight section of the steel bar connecting rod 3 at a certain distance from the bending section 4. The longitudinal steel bars 5 are at a certain distance from the top and bottom surfaces of the H-shaped steel 1, at least the thickness of the protective layer. The longitudinal steel bars 5 are ribbed steel bars, which is convenient for the later cooperation with the concrete 15. Before welding, use a wire brush or angle grinder to remove impurities such as rust, oil, and dirt on the surface of the longitudinal steel bars 5 to ensure that the surface of the welding area is clean and free of impurities to ensure the weld quality. The longitudinal steel bars 5 can be temporarily fixed by tack welding. The length of the tack weld is generally 10-15 mm, and the spacing is 300-500 mm, and the formal weld area should be avoided. According to the diameter of the longitudinal steel bars 5 and the engineering requirements, select a suitable welding method, such as arc welding, gas pressure welding, electric slag pressure welding, etc. When the diameter of the longitudinal steel bars 5 is large, appropriately increase the welding current and voltage to ensure full fusion and filling of the weld. At the same time, control the welding speed to avoid poor weld formation caused by being too fast or too slow. To reduce the influence of welding deformation on the structure, methods such as symmetric welding and segmented welding can be used. After welding, conduct visual inspection and non-destructive testing on the weld. For visual inspection, check whether the surface of the weld is smooth and flat, without defects such as cracks and weld beads; non-destructive testing can use methods such as ultrasonic testing and radiographic testing to ensure that the internal quality of the weld meets the requirements.

[0063] It should be noted that the same or similar parts in this embodiment and Embodiment 2 can be referred to each other and will not be described in detail in this application.

[0064] Embodiment 4

[0065] As another embodiment, this Embodiment 4 is proposed on the basis of Embodiment 3, and is a more specific construction system for a partially concrete-encased reinforced H-shaped steel column under sustained load.

[0066] As Figure 4 shown, two templates are closely attached to the outer sides of the two flanges of the H-shaped steel 1. The templates extend a certain distance outside the flanges of the H-shaped steel 1, and the distances that the two sides of the templates extend outside the flanges of the H-shaped steel 1 are the same, and the templates are placed in the middle.

[0067] As Figure 5As shown in the figure, wipe the surface of the H-beam 1 with a cleaning agent or organic solvent to remove impurities such as oil stains and dust, preventing these impurities from affecting the bonding effect of the formwork, and ensuring that the surfaces of the two flanges of the H-beam 1 are flat to avoid pits and unevenness that may cause failure to fit tightly. When erecting the formwork, there should be supports on one side of the stiffening rib surface to prevent the formwork from toppling. First, press the two planes 13 tightly against the outer sides of the two flanges of the H-beam 1. The formwork should completely cover the outer sides of the two flanges of the H-beam 1. After the position of the formwork is fixed, install the clamp 9 on the wide rib 7 of the formwork in the order from bottom to top. The groove of the clamp 9 clamps the wide rib of the formwork. Pass the tie rod 10 through the reserved bolt holes 14 on the wide rib 7 and the bolt holes on the clamp 9. At the same time, the tie rod 10 passes through the reserved bolt holes 14 on the wide rib 7 of the formwork on the other side, so that the formwork on both sides is aligned. Then tighten the tie bolts 11 from bottom to top to fix the tie rod and the clamp, thereby realizing the fixation of the formwork. There is a grouting hole 12 reserved on one side of the bottom of the formwork, which is convenient for the subsequent process of pouring concrete 15.

[0068] As Figure 5 shown, the chambers formed by the two formworks and the web and flanges of the H-beam 1 are filled with concrete 15, and there is a grouting hole 12 at the bottom of the formwork.

[0069] As Figure 5 shown, when pouring concrete 15, grout into the chamber through the grouting hole 12 reserved at the bottom of the formwork. The pumping pipe extends into the grouting hole 12 for a certain distance, and the gap between the grouting hole 12 and the pumping pipe is sealed to prevent grout leakage. Since the upper end of the H-beam 1 is the original structure and is closed, it is difficult for a traditional inserted vibrator to directly insert into the chamber for vibration. Use an attached vibrator, install it outside the formwork, and re-arrange the particles inside the concrete by vibrating the formwork to achieve a dense effect. During the vibration process, closely observe the filling situation and vibration effect of the concrete 15. If it is found that the concrete 15 is not filled sufficiently or there are voids, adjust the parameters such as the position of the vibration equipment, the vibration time, and the vibration frequency in a timely manner to ensure the density of the concrete 15. Stop grouting when there is a lot of overflow of the upper concrete 15 along the inner edge of the formwork, and check the vibration situation.

[0070] As Figure 5 and Figure 6 and Figure 7 shown, Figure 6 is a schematic diagram of the overall structure after the formwork is removed and cured. Figure 7Schematic diagram of structural disassembly for form removal and curing. The form removal should be carried out after the concrete strength reaches the design requirements to avoid damage to the concrete surface or structural instability caused by premature form removal. When removing the form, it should be removed step by step in the order from top to bottom. At the same time, there should be supports on the side of the form stiffener surface, and the support height can be adjusted according to the removal situation and the support should be easy to remove. First, loosen the tie bolts 11 and then remove them. After that, take out the tie rods 10, and finally remove the clamps 9. The forms on both sides should be removed simultaneously to avoid uneven structural stress caused by unilateral removal. After the form is removed, it is necessary to promptly cure the constructed components. After the concrete starts to set, moisture conservation curing should be immediately started to avoid excessive water loss on the concrete surface and the generation of cracks. Moisture conservation curing can be carried out by means of sprinkling water, covering with moisture-retaining materials or spraying curing agents, etc., to ensure that the concrete surface remains moist and does not lose water throughout the curing period. Especially in the first 3 days of curing, special attention should be paid to preventing water loss on the concrete surface because the concrete strength is relatively low at this time and water loss is likely to form defects. Keep the humidity of the curing environment within a reasonable range, generally the relative humidity should not be less than 50%, to ensure the normal hydration reaction of the concrete. The curing time of the concrete should meet the requirements of relevant specifications. Generally, the curing time is not less than 7 days. During the curing process, the appearance quality of the concrete should be regularly inspected to observe whether there are defects such as cracks, honeycombing, and pockmarks. If defects are found, remedial measures should be taken promptly.

[0071] It should be noted that the parts that are the same or similar to those in Embodiment 3 in this embodiment can be referred to each other and will not be elaborated in this application.

[0072] In this specification, the various embodiments are described in a progressive manner. Each embodiment focuses on the differences from other embodiments. The same or similar parts among the various embodiments can be referred to each other.

Claims

1. A method for partially enclosing concrete to reinforce a load-bearing H-shaped steel column, characterized in that: The following steps are involved: S1. Processing H-beam: remove impurities on the surface of H-beam web and flange; S2. Weld studs, steel bars and longitudinal steel bars to the processed H-shaped steel: Weld studs to the web of the H-shaped steel; the two ends of the steel bar connecting rod are bent sections, and the middle is a straight section; Check the quality, model and specification of the steel bar connecting rod; Weld the two ends of the bent section to the flanges on both sides of the H-shaped steel, and conduct a welding appearance inspection; The straight section is welded with longitudinal steel bars; S3. Erecting the formwork: One set of formwork includes a plane and a stiffening rib surface, and the plane and the stiffening rib surface are fitted together; the stiffening rib surface includes wide ribs and narrow ribs, and the wide ribs are clamped with a fixture; bolt holes are provided on both sides of the formwork, and the planes of the two sets of formworks are fitted to the outer sides of the flanges on both sides of the H-shaped steel, and the tension screws are passed through the bolt holes and the clamps are fixed with the tension bolts to fix the formwork; S4. Pour concrete from the reserved grouting hole at the bottom of the formwork: There is a reserved grouting hole at the bottom of the formwork. Connect the pumping pipe and the grouting port, fill the gap between the pumping pipe and the grouting port, pump concrete, and stop pumping concrete when the construction requirements are met; S5. Remove the formwork and maintain: Remove the formwork step by step from top to bottom and maintain the constructed concrete.

2. The implementation method of partially enclosing concrete to reinforce load-bearing H-shaped steel columns according to claim 1 is characterized in that: In step S2, the studs are evenly distributed along the height direction of the H-beam; the studs are oriented perpendicular to the web of the H-beam and parallel to the flange of the H-beam.

3. The implementation method of partially enclosing concrete to reinforce the load-bearing H-shaped steel column according to claim 1 is characterized in that: In step S2, the longitudinal steel bars are symmetrically welded to the straight section of the steel bar connecting rod, and the longitudinal steel bars are parallel to the web and flange of the H-shaped steel and perpendicular to the steel bar connecting rod.

4. The implementation method of partially enclosing concrete to reinforce load-bearing H-shaped steel columns according to claim 1 is characterized in that: In step S3, narrow ribs are connected between adjacent wide ribs.

5. The method for implementing the partial concrete reinforcement of load-bearing H-shaped steel columns according to claim 4 is characterized in that: In step S3, bolt holes are provided on both sides of the wide rib, and the fixture is provided with openings, which are coaxial with the bolt holes; bolt holes are provided on both sides of the plane; the bolt holes on both sides of the wide rib are coaxial with the bolt holes on both sides of the plane, and the two groups of bolt holes on the plane are coaxial and penetrated by tension screws, and both ends of the tension screws extend out of the template and are fixed with tension bolts.

6. The method for implementing the partial concrete reinforcement of load-bearing H-shaped steel columns according to claim 1 is characterized in that: In step S4, the edge of the concrete overlaps with the outer edge of the H-shaped steel flange.

7. The method for implementing the partial concrete reinforcement of load-bearing H-shaped steel columns according to claim 1, characterized in that: In step S5, when removing the template, first remove the tension bolts, then remove the tension screws, and finally remove the clamps.

8. A load-bearing H-shaped steel column partially reinforced with concrete, characterized in that: It includes concrete and H-shaped steel; the concrete contains steel connecting rods and longitudinal steel bars, the steel connecting rods are evenly distributed in the concrete horizontally, the two ends of the steel connecting rods are bent sections, and the middle part is a straight section; the longitudinal steel bars are symmetrically welded to the straight sections of the steel connecting rods, the longitudinal steel bars are parallel to the H-shaped steel web and flange, and perpendicular to the steel connecting rods. The longitudinal steel bars are distributed on both sides of the concrete inner wall.

9. The partially concrete-encased load-bearing H-shaped steel column according to claim 8, characterized in that: The H-steel web is welded with studs, which are evenly distributed along the height direction of the H-steel. The studs are perpendicular to the H-steel web and parallel to the H-steel flange, and the studs are wrapped in concrete. The two ends of the steel bar connecting rod are welded to the inner wall of the flange on both sides of the H-steel. The H-steel and concrete are reinforced and connected by studs and steel bar connecting rods.

10. A load-bearing H-shaped steel column partially reinforced with concrete, characterized in that: Obtained by the method according to any one of claims 1 to 7.

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