A support-free construction method for multi-pipeline steel-concrete composite floor with small clearance

Abstract

The present application discloses a support-free construction method for a small-headroom, multi-pipeline steel-concrete composite floor slab, which relates to the field of housing construction technology. The method comprises the following steps: S1, constructing a ridge wall; S2, erecting a ring beam side formwork on top of the ridge wall; S3, installing a corrugated steel sheet between adjacent ring beams, such that the ends of the corrugated steel sheet extend into the area corresponding to the ring beam; S4, tying the first structural reinforcement of the ring beam; S5, tying the second structural reinforcement of the floor slab on the corrugated steel sheet; S6, pouring the ring beam concrete, and using the side formwork of the ring beam as the side formwork of the floor slab, pouring the floor slab concrete on the corrugated steel sheet, so that the ring beam concrete and the floor slab concrete are integrally formed. The present application has the effect of shortening the construction period of the overhead floor of a building.

Description

Technical Field

[0001] The present application relates to the field of housing construction technology, and in particular to a support-free construction method for a small-clearance, multi-pipeline steel-concrete composite floor. Background Art

[0002] During the construction of a house, in order to improve the various infrastructure of the house, air ducts, water and gas pipelines, cable bridges and grounding wires will be laid in the overhead layer or transfer layer of the house. The height of this overhead layer is usually within 2 meters. In this low-height cavity, in order to reduce the erection of scaffolding and facilitate the classification and laying of cables, a combination of ridge walls and corrugated steel plates is usually used as the basis for floor pouring and superstructure support.

[0003] After the ridge wall is built, the ring beam concrete is poured on the ridge wall. Then, the corrugated steel plate is installed on the top of the ring beam through rivets. The corrugated steel plate replaces the traditional scaffolding for structural support, and the corrugated steel plate is used as the bottom formwork for pouring the floor concrete. Finally, the floor concrete is poured on the corrugated steel plate.

[0004] During the construction of the above-mentioned elevated floor structure, after the ring beam concrete is poured, it is necessary to wait until the ring beam concrete is roughened, solidified and reaches a certain strength before the corrugated steel plate can be installed on the ring beam concrete and the floor slab concrete on the corrugated steel plate can be poured. This not only prolongs the construction period of the elevated floor of the house, but also connects the ring beam and the corrugated steel plate with rivets, which reduces the structural strength of the ring beam and increases the risk of crack expansion at the rivet installation location on the ring beam concrete. Summary of the Invention

[0005] In order to shorten the construction period of the elevated floor of a building, the present application provides a support-free construction method for a small-clearance multi-pipeline steel-concrete composite floor.

[0006] This application provides a support-free construction method for a small headroom multi-pipeline steel-concrete composite floor slab, which adopts the following technical solution:

[0007] A support-free construction method for a small-clearance, multi-pipeline steel-concrete composite floor comprises the following steps:

[0008] S1. Build ridge walls;

[0009] S2, supporting the side formwork of the ring beam on the top of the ridge wall;

[0010] S3. Installing corrugated steel plates between adjacent ring beams so that ends of the corrugated steel plates extend into the area corresponding to the ring beams;

[0011] S4, tying the structural steel bar 1 of the ring beam;

[0012] S5. tying the second structural steel bar in the floor slab on the corrugated steel plate;

[0013] S6. Pour the ring beam concrete, use the side form of the ring beam as the side form of the floor slab, and pour the floor slab concrete on the corrugated steel plate, so that the ring beam concrete and the floor slab concrete are formed in one piece.

[0014] Through the above technical solution, on the one hand, since both ends of the corrugated steel plate are buried in the ring beam concrete, and the ring beam concrete and the floor slab concrete are cast and formed in one piece, there is no need to roughen the ring beam concrete or perform equal strength (wait for strength) treatment on it after pouring, there is no need to erect scaffolding in the elevated floor of the house, and there is no need to support the side formwork of the floor slab close to the ridge wall. Therefore, the construction time of the ring beam concrete and the floor slab concrete, that is, the construction period of the elevated floor, is shortened.

[0015] On the other hand, since the corrugated steel plate is directly buried in the ring beam concrete, construction workers do not need to install the corrugated steel plate on the ring beam concrete through rivets, which reduces the damage of the rivets to the ring beam concrete and thus reduces the risk of crack expansion at the rivet installation point on the ring beam concrete.

[0016] In a preferred example, the present application can be further configured as follows: structural columns are provided in the wall of the ridge wall, and the concrete of the structural columns and the concrete of the ring beam are cast in one piece.

[0017] Through the above technical solution, since structural columns are set in the ridge wall, and the structural column concrete and ring beam concrete are cast in one piece, it not only improves the bearing capacity of the house mezzanine on its superstructure, but also improves the integrity of the ridge wall and the house building, and also improves the ability of the ridge wall to resist seismic loads.

[0018] In a preferred example, the present application can be further configured as follows: tooth joints are provided at the junctions of the ridge wall and the structural columns, and the structural columns and the ridge wall are staggeredly connected through the tooth joints.

[0019] Through the above technical solution, by arranging tooth joints at the junction of the ridge wall and the structural columns, the integrity of the ridge wall and the structural columns is further enhanced.

[0020] In a preferred example, the present application can be further configured as follows: a connecting plate for supporting the corrugated steel plate is provided between the corrugated steel plate and the ring beam, and a plurality of reinforcing plates are fixedly connected to the connecting plate.

[0021] This technical solution, supported by the connecting plate, increases the pressure area of ​​the corrugated steel sheet, reducing the load on the concrete ring beam per unit, thereby improving the safety of the building's mezzanine floor. Furthermore, the supporting effect of the reinforcing plate reduces the likelihood of deformation under pressure on the connecting plate.

[0022] In a preferred example, the present application can be further configured as follows: the connecting plate and the corrugated steel plate are fixedly connected, an embedded plate is embedded in the ring beam, and the embedded plate and the connecting plate are fixedly connected.

[0023] Through the above technical solution, during the pouring process of the ring beam concrete, the embedded plate is embedded in the ring beam concrete so that the embedded plate and the side form of the ring beam close to the connecting plate are in contact with each other, and then the embedded plate and the connecting plate are connected (such as by bolting or welding), and the connecting plate and the corrugated steel plate are connected (such as by bolting or welding), so that the connecting plate is fixed, and the connecting plate supports the corrugated steel plate.

[0024] In a preferred example, the present application can be further configured as follows: a stiffening portion is provided on the corrugated steel plate, the stiffening portion is formed by bending the corrugated steel plate, and the longitudinal section of the stiffening portion is triangular.

[0025] Through the above technical solution, since the corrugated steel plate is bent to form a stiffening portion, the provision of the stiffening portion is equivalent to increasing the amount of steel used in the corrugated steel plate per unit projected area, thereby improving the load-bearing capacity of the corrugated steel plate. Moreover, since the longitudinal section of the stiffening portion is triangular, the triangle itself has strong rigidity, thereby further increasing the load-bearing capacity of the corrugated steel plate.

[0026] In a preferred example, the present application can be further configured as follows: a through hole 1 is provided on the reinforcing portion, the structural steel bar 2 is passed through the through hole 1, the steel bar corresponding to the structural steel bar 2 passed through the through hole 1 is a common steel bar of the structural steel bar 1 and the structural steel bar 2, and both sides of the reinforcing portion are provided with limiting parts for limiting the common steel bar.

[0027] Through the above technical solution, since the common steel bar passes through the through hole one, the possibility of the common steel bar deviating from the designed position during the concrete pouring process is reduced due to the obstruction of the inner wall of the through hole one and the limit piece. In addition, the common steel bar is both part of the structural steel bar one and part of the structural steel bar two. Therefore, under the premise of ensuring the structural strength, the amount of steel bars can be saved, thereby reducing the construction cost of the elevated layer of the building.

[0028] In a preferred example, the present application can be further configured as follows: the limiting member includes a nut, the nut is threadedly connected to the common steel bar, and the second nut can abut against the reinforcing portion.

[0029] Through the above technical solution, after the operator inserts the common steel bar into the through hole one, by rotating the nuts, the nuts on both sides of the stiffening part are pressed against the stiffening part. Under the limiting action of the nuts, the possibility of displacement of the common steel bar in the through hole one is reduced. Therefore, when a concentrated load appears above the stiffening part, the stiffening part and the common steel bar jointly bear the load, thereby improving the load-bearing capacity of this structure (a combination of the common steel bar and the corrugated steel plate).

[0030] In a preferred example, the present application can be further configured as follows: correction blocks are provided on both sides of the stiffening part, the nut abuts against the stiffening part through the correction blocks, a through hole 2 is provided on the correction block for the common steel bar to pass through, a correction surface is provided on the correction block, the axis of the common steel bar is provided perpendicular to the correction surface, and the nut abuts against the correction surface.

[0031] Through the above technical solution, since the nut is abutted against the reinforcing part through the correction block, and the axis of the common steel bar is perpendicular to the correction surface, the nut abuts against the correction surface. Therefore, when the operator tightens the nut so that the nut abuts against the correction surface, the force axis of the common steel bar and the actual axis can be made collinear, so that the common steel bar can be in an ideal force state.

[0032] In a preferred example, the present application can be further configured as follows: the corrugated steel plate located at the end of the ridge wall is provided with a shaping plate on one side along the length direction of the ridge wall, the shaping plate and the corrugated steel plate are integrally formed, and the top of the shaping plate is higher than the top of the stiffening part.

[0033] The above technical solution reduces the possibility of concrete leakage from the floor slab on the corrugated steel sheet due to the obstructive effect of the shaping plate. This eliminates the need for operators to separately support the concrete formwork for the floor slab, reducing workload and construction resource investment. The shaping plate on the corrugated steel sheet can be bent after the common rebar is installed, minimizing interference with the installation process.

[0034] In summary, this application has the following beneficial technical effects:

[0035] 1. The ring beam concrete and floor slab concrete are integrally cast, eliminating the need for roughening or equal strength treatment of the ring beam concrete. Corrugated steel plates replace the floor slab bottom formwork, and shaped plates replace the floor slab side formwork, effectively shortening the construction period of the overhead floor.

[0036] 2. Since the corrugated steel plate and the ring beam do not need to be connected by rivets, the voids on the ring beam are reduced, and the damage to the ring beam concrete caused by rivets is reduced, thereby reducing the risk of crack expansion at the rivet installation site on the ring beam concrete;

[0037] 3. The installation of structural columns and tooth joints in the ridge wall increases the integrity of the ridge wall and the building. BRIEF DESCRIPTION OF THE DRAWINGS

[0038] Figure 1 It is a schematic diagram of the overall structure of an embodiment of the present application, mainly illustrating the structure of the ridge wall and the structural column.

[0039] Figure 2 yes Figure 1 The cross-sectional diagram along the AA direction mainly illustrates the structure of the floor slab and corrugated steel sheet.

[0040] Figure 3 yes Figure 2 The enlarged schematic diagram of part B mainly illustrates the structure of the ring beam and common reinforcement.

[0041] Figure 4 It is a schematic diagram of the local structure of an embodiment of the present application, mainly illustrating the structure of the shaping plate.

[0042] Figure 5 It is an exploded diagram of the nut, the correction block, and the stiffener, mainly illustrating the structure of through hole one and through hole two.

[0043] Figure 6 It is a partial structural diagram of an embodiment of the present application, mainly illustrating the structure of the connecting plate and the reinforcing plate.

[0044] Description of reference numerals:

[0045] 1. Ridge wall; 11. Structural column; 111. Tooth joint; 2. Ring beam; 21. Structural reinforcement 1; 22. Embedded plate; 221. Connecting reinforcement; 3. Corrugated steel plate; 31. Reinforcement; 311. Through hole 1; 32. Shaping plate; 33. Overlapping part; 4. Floor slab; 41. Structural reinforcement 2; 411. Common reinforcement; 5. Connecting plate; 51. Reinforcement plate; 52. Bolt; 6. Limiting piece; 61. Nut; 7. Correction block; 71. Through hole 2; 72. Correction surface. DETAILED DESCRIPTION

[0046] The following is combined with Figure 1 -Attached Figure 6 This application is described in further detail.

[0047] The embodiments of the present application disclose a support-free construction method for a small-clearance, multi-pipeline steel-concrete composite floor.

[0048] Refer to the attached Figure 1 and attached Figure 2 As shown, a support-free construction method for a small clearance multi-pipeline steel-concrete composite floor comprises the following steps:

[0049] S1, build several parallel ridge walls 1;

[0050] S2, erecting the side formwork of the ring beam 2 on the top of the ridge wall 1;

[0051] S3. Install the corrugated steel plates 3 between adjacent ring beams 2 so that the ends of the corrugated steel plates 3 extend into the range of the corresponding ring beams 2;

[0052] S4, tying the structural steel bars 21 in the ring beam 2;

[0053] S5, tying the structural steel bars 41 in the floor slab 4 on the corrugated steel plate 3;

[0054] S6. Pour the ring beam 2 concrete, and use the side form of the ring beam 2 as the side form of the floor slab 4, and pour the floor slab 4 concrete on the corrugated steel plate 3, so that the ring beam 2 concrete and the floor slab 4 concrete are formed in one piece.

[0055] Cables and pipes are laid separately between two adjacent ridge walls 1 to facilitate later maintenance. Corrugated steel sheets 3 replace the traditional floor slab 4 bottom formwork, eliminating the need for separate scaffolding and bottom formwork for the concrete floor, thus shortening the construction period of the elevated floor. Because the concrete of the ring beam 2 and the floor slab 4 are cast integrally, there's no need for roughening or other strength treatment after the ring beam 2 concrete is poured, further shortening the elevated floor construction period.

[0056] Since both ends of the corrugated steel plate 3 are buried in the concrete of the ring beam 2, there is no need to install the corrugated steel plate 3 on the concrete of the ring beam 2 through rivets, which reduces the number of holes on the ring beam 2 and the damage of the rivets to the concrete of the ring beam 2, thereby reducing the risk of crack expansion at the rivet installation point on the concrete of the ring beam 2.

[0057] The following description expands on the structure of two adjacent ridge walls 1 and the space between them, and does not elaborate on the other ridge walls 1. The corrugated steel sheet 3 between two adjacent ridge walls 1 can be customized according to the spacing and length of the ridge walls 1. A single piece of corrugated steel sheet 3 can also be used, or several corrugated steel sheets 3 can be spliced ​​together to meet the actual size requirements of the corrugated steel sheet 3.

[0058] Refer to the attached Figure 1As shown, several structural columns 11 are installed within the ridge wall 1. These columns 11 are evenly spaced along the length of the ridge wall 1. The steel bars within the structural columns 11 are tied together with the steel bars of the upper ring beam 2 and the steel bars of the lower floor slab 4. The concrete of the ring beam 2 and the concrete of the structural columns 11 are cast together to enhance the integrity of the ridge wall 1, the structural columns 11, and the building. Tooth joints 111 are installed at the intersection of the ridge wall 1 and the structural columns 11. The structural columns 11 and the ridge wall 1 are staggeredly connected via tooth joints 111. The interlocking of the bricks of the ridge wall 1 (including masonry units such as red bricks and hollow bricks) and the structural columns 11 further enhances the integrity of the ridge wall 1, the structural columns 11, and the overall structure.

[0059] Refer to the attached Figure 3 , Attachment Figure 4 And attached Figure 5 As shown, the corrugated steel sheet 3 is provided with a plurality of stiffening portions 31, which are evenly arranged along the length of the corrugated steel sheet 3. The stiffening portions 31 are formed by bending the corrugated steel sheet 3, and the longitudinal cross-section of the stiffening portion 31 is an inverted triangle. The angle between adjacent side walls of the stiffening portion 31 is 60 degrees. The stiffening portion 31 is provided with a through hole 1 311 for one of the structural steel bars 2 41 to pass through. The steel bar passing through the through hole 1 311 is a shared steel bar 411 for the structural steel bars 1 21 and 2 41. The shared steel bar 411 is both a part of the structural steel bar 1 21 and a part of the structural steel bar 2 41. Therefore, while ensuring structural strength, it can save steel and reduce the construction cost of the roof's mezzanine.

[0060] Refer to the attached Figure 3 and attached Figure 5 As shown, both sides of each stiffening portion 31 are provided with limiting members 6 for limiting the common steel bar 411, and the limiting members 6 include nuts 61, which are threadedly connected to the common steel bar 411. Both sides of each stiffening portion 31 are provided with correction blocks 7, and two correction blocks 7 and two nuts 61 are provided in a one-to-one correspondence. The correction block 7 abuts against the stiffening portion 31, and the nut 61 abuts against the stiffening portion 31 through the correction block 7. A through hole 71 is provided through the correction block 7 for the common steel bar 411 to pass through. A correction surface 72 is provided on the side of the correction block 7 away from the corresponding stiffening portion 31, and the nut 61 abuts against the correction surface 72. The axis of the common steel bar 411 is perpendicular to the correction surface 72, which can reduce the degree of deviation between the force axis of the common steel bar 411 and the actual axis, so that the common steel bar 411 is in an ideal force state.

[0061] The operator rotates the nuts 61 on both sides of the stiffening part 31 so that the nuts 61 are pressed against the stiffening part 31 through the correction block 7. When a concentrated load appears above the stiffening part 31, the stiffening part 31 and the common steel bar 411 jointly bear the load, thereby improving the load-bearing capacity of the present structure (the combination of the common steel bar 411 and the corrugated steel plate 3), and further improving the safety of the upper structure of the elevated layer.

[0062] Refer to the attached Figure 3 and attached Figure 5 As shown, two overlapping portions 33 are provided below the stiffening portion 31. The overlapping portions 33 are formed by bending the corrugated steel plate 3. The two overlapping portions 33 are arranged to fit each other. When concentrated stress occurs on one side of the overlapping portion 33, one of the overlapping portions 33 can constrain the other overlapping portion 33, thereby reducing the possibility of deformation of the stiffening portion 31.

[0063] Refer to the attached Figure 3 and attached Figure 4 As shown, the corrugated steel plate 3 located at the end of the ridge wall 1 is provided with a shaping plate 32 on one side along the length direction of the ridge wall 1. The shaping plate 32 and the corrugated steel plate 3 are integrally formed, that is, the shaping plate 32 is formed by bending the corrugated steel plate 3. The shaping plate 32 can reduce the possibility of leakage of the concrete of the floor slab 4 on the corrugated steel plate 3. Therefore, there is no need for operators to separately support the formwork of the concrete of the floor slab 4, which reduces the workload and construction resource investment. The bending of the shaping plate 32 on the corrugated steel plate 3 can be performed after the common steel bar 411 is completed to reduce the interference caused by the shaping plate 32 on the common steel bar 411. The top of the shaping plate 32 is higher than the top of the reinforcing portion 31 to ensure that the reinforcing portion 31 can be buried in the concrete of the floor slab 4.

[0064] Refer to the attached Figure 1 and attached Figure 6 As shown, a connecting plate 5 is provided between the corrugated steel sheet 3 and the ring beam 2. This connecting plate 5 supports the corrugated steel sheet 3 and has an inverted "L"-shaped longitudinal cross-section. Several reinforcing plates 51 are welded to the connecting plate 5. Both the connecting plate 5 and the reinforcing plates 51 are made of steel plates, with adjacent reinforcing plates 51 arranged parallel to one another. The combined support of the connecting plate 5 and the reinforcing plates 51 increases the pressure area of ​​the corrugated steel sheet 3, reducing the load on the concrete of the ring beam 2 per unit area and thus improving the safety of the roof's overhead floor.

[0065] Refer to the attached Figure 1 and attached Figure 6As shown, the connecting plate 5 and the corrugated steel plate 3 are fixedly connected by bolts 52. An embedded plate 22 made of steel plate is embedded in the ring beam 2. The embedded plate 22 and the connecting plate 5 are fixedly connected by bolts 52. After the connecting plate 5 is installed with the bolts 52, an anti-corrosion coating is applied to the outer surfaces of the bolts 52, the connecting plate 5, and the reinforcing plate 51. A connecting rib 221 is welded and fixed on the side of the embedded plate 22 away from the connecting plate 5. The connecting rib 221 is embedded in the ring beam 2 and is used to anchor the embedded plate 22.

[0066] The implementation principle of this embodiment is: the corrugated steel plate 3 replaces the traditional bottom formwork of the floor slab 4, and there is no need to support the bottom formwork of the floor slab 4; both ends of the corrugated steel plate 3 are buried in the concrete of the ring beam 2, and there is no need to support the side formwork of the floor slab 4 close to the ridge wall 1; the concrete of the ring beam 2 and the concrete of the floor slab 4 are cast and formed as one piece, and there is no need to roughen the concrete of the ring beam 2 or treat it with equal strength (wait for strength) after the concrete is cast; the shaping plate 32 replaces the traditional formwork, and there is no need to install the side formwork of the floor slab 4, which effectively shortens the construction period of the overhead layer.

[0067] In addition, since the corrugated steel plate 3 is directly buried in the concrete of the ring beam 2, there is no need to install the corrugated steel plate 3 on the concrete of the ring beam 2 through rivets, which reduces the number of holes on the ring beam 2 and the damage of the rivets to the concrete of the ring beam 2, thereby reducing the risk of crack expansion at the rivet installation point on the concrete of the ring beam 2.

[0068] The embodiments of this specific implementation method are all preferred embodiments of the present application and are not intended to limit the scope of protection of the present application in turn. Therefore, any equivalent changes made based on the structure, shape, and principle of the present application should be included in the scope of protection of the present application.

Claims

1. A support-free construction method for a small headroom, multi-pipeline steel-concrete composite floor, characterized by: The following steps are involved: S1. Build ridge wall (1); S2, supporting the side form of the ring beam (2) on the top of the ridge wall (1); S3, erecting a corrugated steel plate (3) between adjacent ring beams (2), such that the end of the corrugated steel plate (3) extends into the range of the corresponding ring beam (2); S4, tying the structural steel bar 1 (21) of the ring beam (2); S5, tying the second structural steel bar (41) in the floor slab (4) onto the corrugated steel plate (3); S6, pouring the ring beam (2) concrete, and using the side form of the ring beam (2) as the side form of the floor slab (4), pouring the floor slab (4) concrete on the corrugated steel plate (3), so that the ring beam (2) concrete and the floor slab (4) concrete are integrally formed; A stiffening portion (31) is provided on the corrugated steel plate (3), the stiffening portion (31) is formed by bending the corrugated steel plate (3), and the longitudinal section of the stiffening portion (31) is triangular; The reinforcing portion (31) is provided with a through hole 1 (311), the structural steel bar 2 (41) is passed through the through hole 1 (311), the steel bar corresponding to the structural steel bar 2 (41) passed through the through hole 1 (311) is a common steel bar (411) of the structural steel bar 1 (21) and the structural steel bar 2 (41), and both sides of the reinforcing portion (31) are provided with a limiting member (6) for limiting the common steel bar (411); The limiting member (6) comprises a nut (61), and the nut (61) is threadedly connected to the common steel bar (411); Correction blocks (7) are provided on both sides of the reinforcing portion (31), the nut (61) abuts against the reinforcing portion (31) through the correction block (7), a second through hole (71) is provided on the correction block (7) for the common steel bar (411) to pass through, a correction front surface (72) is provided on the correction block (7), the axis of the common steel bar (411) is perpendicular to the correction front surface (72), and the nut (61) abuts against the correction front surface (72).

2. The support-free construction method for a small headroom multi-pipeline steel-concrete composite floor according to claim 1 is characterized in that: A structural column (11) is provided in the wall of the ridge wall (1), and the concrete of the structural column (11) and the concrete of the ring beam (2) are cast in one piece.

3. The support-free construction method for a small headroom multi-pipeline steel-concrete composite floor according to claim 2 is characterized in that: The junctions of the ridge wall (1) and the structural columns (11) are both provided with tooth joints (111), and the structural columns (11) and the ridge wall (1) are staggeredly connected via the tooth joints (111).

4. The support-free construction method for a small headroom, multi-pipeline steel-concrete composite floor according to claim 3 is characterized by: A connecting plate (5) for supporting the corrugated steel plate (3) is provided between the corrugated steel plate (3) and the ring beam (2), and a plurality of reinforcing plates (51) are fixedly connected to the connecting plate (5).

5. The support-free construction method for a small headroom, multi-pipeline steel-concrete composite floor according to claim 4 is characterized in that: The connecting plate (5) and the corrugated steel plate (3) are fixedly connected, an embedded plate (22) is embedded in the ring beam (2), and the embedded plate (22) and the connecting plate (5) are fixedly connected.

6. The support-free construction method for a small headroom, multi-pipeline steel-concrete composite floor according to claim 1 is characterized in that: The corrugated steel plate (3) located at the end of the ridge wall (1) is provided with a shaping plate (32) on one side of the corrugated steel plate (3) along the length direction of the ridge wall (1); the shaping plate (32) and the corrugated steel plate (3) are integrally formed, and the top of the shaping plate (32) is higher than the top of the stiffening portion (31).

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