CN110761462A - Prefabricated floor slab connecting system and construction method thereof - Google Patents
Prefabricated floor slab connecting system and construction method thereof Download PDFInfo
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- CN110761462A CN110761462A CN201911017032.1A CN201911017032A CN110761462A CN 110761462 A CN110761462 A CN 110761462A CN 201911017032 A CN201911017032 A CN 201911017032A CN 110761462 A CN110761462 A CN 110761462A
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- steel
- steel bar
- floor slab
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
- E04B5/023—Separate connecting devices for prefabricated floor-slabs
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/16—Auxiliary parts for reinforcements, e.g. connectors, spacers, stirrups
- E04C5/162—Connectors or means for connecting parts for reinforcements
- E04C5/163—Connectors or means for connecting parts for reinforcements the reinforcements running in one single direction
- E04C5/165—Coaxial connection by means of sleeves
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- Engineering & Computer Science (AREA)
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- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Reinforcement Elements For Buildings (AREA)
Abstract
The invention discloses an assembly type prefabricated floor slab connecting system and a construction method thereof, wherein the construction method comprises the following steps: 1) binding floor slab steel bar meshes in a workshop, pre-embedding a plurality of longitudinal stressed steel bars on the steel bar meshes, and connecting the longitudinal stressed steel bars on the two steel bar meshes through a plurality of connecting steel bars and sleeves; 2) pouring concrete of the reinforcing mesh to form a floor slab; 3) screwing out the sleeve to separate the mutually connected floor slabs, and transporting the floor slabs to a construction site; 4) welding the shear steel plate to the steel beam on a construction site; 5) the connecting steel bars penetrate through the shear resistant steel plates, and two ends of the connecting steel bars are respectively connected with the longitudinal stressed steel bars on the two floor slabs through sleeves; 6) and pouring concrete at the joint of the floor slab and the steel beam. The floor slabs are effectively connected at the joints, so that the stress performance of the joints is ensured, meanwhile, the prefabricated floor slabs are manufactured in batches in a workshop, the on-site hoisting and mechanical connection operation is convenient, the construction speed is high, and the production efficiency is improved.
Description
Technical Field
The invention relates to the technical field of building structure engineering.
Background
The cast-in-place concrete floor slab has good stress performance and reliable connection, so the construction method is the most common floor slab construction method. However, the cast-in-place concrete construction process is complex, and needs to support a template and perform maintenance and other procedures on the concrete on a construction site, so that the construction period is long, the construction speed is slow, and the quality of the concrete is difficult to ensure.
Therefore, a large number of prefabricated floor slabs are introduced into the building field, but the joint stress performance of the existing prefabricated floor slab is poor, the existing cast-in-place concrete floor slab is complex in construction process, the construction speed is slow, the period is long, the maintenance condition is poor during on-site maintenance, and the quality is difficult to guarantee.
Therefore, it is highly desirable to develop a prefabricated floor slab joining construction method that can solve the above problems.
Disclosure of Invention
The invention aims to provide an assembly type prefabricated floor slab connecting system and a construction method thereof.
The technical scheme adopted for achieving the aim of the invention is that the prefabricated floor slab connecting system comprises shear-resistant steel plates, steel beams, a plurality of connecting steel bars, a plurality of sleeves and a floor slab.
The upper surface of the steel beam is vertically welded with a shear-resistant steel plate, and the longitudinal direction of the steel beam is consistent with the length direction of the shear-resistant steel plate. The shear steel plate is provided with a plurality of through holes for connecting reinforcing steel bars to pass through, and the connecting reinforcing steel bars pass through the through holes.
The two sides of the steel beam are both provided with floor slabs, a plurality of longitudinal stress steel bars which are parallel to each other are pre-embedded in the floor slabs, two ends of each longitudinal stress steel bar extend out of the floor slabs, and each longitudinal stress steel bar corresponds to a connecting steel bar which is coaxial with the longitudinal stress steel bar.
And the longitudinal stressed steel bars on each floor slab are connected with the coaxial connecting steel bars thereof through sleeves.
Further, both ends of the longitudinal stress steel bar are provided with external threads, and the length of each external thread is L. And external threads are arranged at two ends of the connecting steel bar, and the length of each external thread is L/2. The sleeve is provided with internal threads penetrating through two ends of the sleeve, the length of the sleeve is L, and L is larger than 0. The external threads of the longitudinal stressed steel bars and the external threads of the connecting steel bars are matched with the internal threads of the sleeve.
Further, the width of the shear steel plate is the same as the thickness of the floor slab. The steel beam is I-shaped steel or H-shaped steel, and the thickness of a web plate of the steel beam is the same as that of the shear-resistant steel plate.
Furthermore, the external diameter of the external thread at the two ends of the connecting steel bar is d2Longitudinal direction ofThe external diameter of the external thread towards the two ends of the stressed steel bar is d2The diameter of the middle section of the longitudinal stress steel bar is d, thend＞0。
Furthermore, the through hole is a regular hexagon through hole, the cross section of the middle section of the connecting steel bar is a regular hexagon, the side length of the regular hexagon is a, and a is d/2.
Further, the length L of the external thread at the two ends of the longitudinal stress steel bar is calculated as follows:
in the formula: d1The internal diameter of the external thread at the two ends of the longitudinal stress steel bar is in mm. d2The outer diameter of the external thread at the two ends of the longitudinal stress steel bar is in mm. f. ofyIs the tensile strength f of the reinforcing baryIn units of MPa N/mm2。fvFor the shear strength f of the reinforcing barsvIn units of MPa N/mm2。
Furthermore, the through holes in the shear steel plate are arranged in a staggered mode.
The construction method of the prefabricated floor slab connection system based on the prefabricated floor slab comprises the following steps:
1) the shear steel plate is vertically welded to the upper surface of the steel beam. The longitudinal direction of the steel beam is consistent with the length direction of the shear-resistant steel plate, and the shear-resistant steel plate is provided with a plurality of through holes for connecting reinforcing steel bars to pass through.
2) And a plurality of connecting steel bars penetrate through the through holes.
3) And hoisting the two floor slabs to two sides of the steel beam. The floor slab is characterized in that a plurality of longitudinal stressed steel bars which are parallel to each other are embedded in the floor slab, two ends of each longitudinal stressed steel bar extend out of the floor slab, and each longitudinal stressed steel bar corresponds to a connecting steel bar which is coaxial with the longitudinal stressed steel bar.
4) And connecting the longitudinal stressed steel bars on each floor slab with the coaxial connecting steel bars thereof through sleeves.
5) And pouring concrete at the joint of the floor slab and the steel beam.
Further, before the step 1), there is a step of prefabricating the floor slab, the steps are as follows:
and 0-1) binding steel bar meshes of a plurality of floors in a workshop, binding a plurality of longitudinal stress steel bars which are parallel to each other on each steel bar mesh, wherein the axial directions of the longitudinal stress steel bars are parallel to the mesh surface of the steel bar mesh, and two ends of the longitudinal stress steel bars extend out of the steel bar meshes.
And 0-2) arranging a plurality of connecting reinforcing steel bars between two adjacent reinforcing steel bar net sheets, wherein two ends of each connecting reinforcing steel bar correspond to the longitudinal stressed reinforcing steel bars coaxial with the connecting reinforcing steel bars, and two ends of each connecting reinforcing steel bar are respectively connected with the longitudinal stressed reinforcing steel bars on the two reinforcing steel bar net sheets through sleeves.
And 0-3) pouring concrete into each reinforcing mesh to form a floor slab, wherein two ends of the longitudinal stress reinforcing steel bars extend out of the floor slab.
And 0-4) after the strength of the concrete reaches the standard, disassembling the sleeve at the joint to separate the two mutually connected floor slabs.
0-5) transporting the prefabricated floors to a construction site.
Further, the two floor slabs in the step 3) are separated from the steps 0-4).
The invention has the beneficial effects that:
1. the prefabricated floor slabs are manufactured in batches in a workshop, the on-site hoisting and mechanical connection operation is convenient, the construction speed is high, and the production efficiency is improved;
2. the prefabricated concrete floor slabs are effectively connected at the joints by adopting the sleeves, so that the stress performance of the joints is ensured, and the joints are pre-connected in a workshop, so that the deviation in the field installation process is avoided, and the working efficiency is improved;
3. the sizes of the connecting pieces are strictly calculated, the middle sections of the connecting steel bars are designed to be regular hexagons, the connecting steel bars and the shear-resistant steel plates can be prevented from rotating relatively, and the construction efficiency is further improved.
Drawings
FIG. 1 is a schematic connection diagram of a prefabricated floor slab;
FIG. 2 is a connection front view of a shear steel plate and a steel beam;
FIG. 3 is a side view illustrating the connection of a shear steel plate and a steel beam;
fig. 4 is a schematic view of connecting bars.
In the figure: shear steel plate 1, through-hole 101, girder steel 2, connecting reinforcement 3, vertical atress reinforcing bar 4, sleeve 5 and floor 6.
Detailed Description
The present invention is further illustrated by the following examples, but it should not be construed that the scope of the above-described subject matter is limited to the following examples. Various substitutions and alterations can be made without departing from the technical idea of the invention and the scope of the invention is covered by the present invention according to the common technical knowledge and the conventional means in the field.
Example 1:
the embodiment discloses an assembled precast floor slab connected system, including shear steel sheet 1, girder steel 2, a plurality of connecting reinforcement 3, a plurality of sleeve pipe 5 and floor 6.
Referring to fig. 3, the steel beam 2 is an i-shaped steel, the shear steel plate 1 is vertically welded to the upper surface of the upper flange of the steel beam 2, and the web thickness of the steel beam 2 is the same as that of the shear steel plate 1, and b is the same0，b0Is greater than 0. The longitudinal direction of the steel beam 2 on the upper surface of the steel beam 2 is consistent with the length direction of the shear-resistant steel plate 1. Referring to fig. 2, a plurality of through holes 101 for connecting the reinforcing steel bars 3 to pass through are formed in the shear steel plate 1, the plurality of through holes 101 are divided into an upper row and a lower row, and the two rows of through holes 101 are staggered and arranged at equal intervals. A plurality of the connecting reinforcing steel bars 3 pass through the through holes 101, referring to fig. 4, external threads are arranged at two ends of each connecting reinforcing steel bar 3, the number of the thread turns is n/2, the width of the tooth root of each thread is b, the length of each external thread is L/2, L is more than 0, n is more than 0, and b is more than 0. The external diameter of the external thread at the two ends of the connecting steel bar 3 is d2Inner diameter of d1The length of the connecting steel bar 3 is L + b0。
Referring to fig. 2, the through hole 101 is a regular hexagon through hole, and the cross section of the middle section of the connecting steel bar 3 is a regular hexagon, and the side length of the regular hexagon is a.
Referring to fig. 1, floors 6 are arranged on two sides of the steel beam 2, and the longitudinal length of each floor 6 is L0The width of the shear steel plate 1 is the same as the thickness of the floor slab 6 and is h0，h0＞0。
A plurality of longitudinal stress steel bars 4 which are parallel to each other are pre-embedded in the floor slab 6, two ends of each longitudinal stress steel bar 4 extend out of the floor slab 6, and each longitudinal stress steel bar 4 corresponds to a connecting steel bar 3 which is coaxial with the longitudinal stress steel bar 4. The two ends of the longitudinal stress steel bar 4 are provided with external threads, the number of turns of the threads is n, the width of the tooth root of the thread is b, the length of the external threads is L, and the length of the longitudinal stress steel bar 4 is L0+ 2L. The external diameter of the external thread at the two ends of the longitudinal stress steel bar 4 is d2Inner diameter of d1The diameter of the middle section of the longitudinal stress steel bar 4 is d, then
a＝d/2，d＞0。
The sleeve 5 is provided with the internal thread that link up its both ends, and the length of sleeve 5 is L, and the external screw thread of vertical atress reinforcing bar 4 and connecting reinforcement 3 all matches with the internal thread of sleeve 5. The longitudinal stress steel bar 4 on each floor 6 is connected with the coaxial connecting steel bar 3 through a sleeve 5.
The longitudinal stress steel bar 4 in the floor slab 6 can bear tension
The thread in the L/2 length can bear the longitudinal shearing force of the longitudinal stress steel bar 4
When F is equal to F', it is obtained
Then
In the formula (f)yIs the tensile strength f of the reinforcing baryDetermined by the strength grade of the selected steel bar and having the unit of megapascal N/mm2；fvFor the shear strength f of the reinforcing barsvDetermined by the strength grade of the selected steel bar and having the unit of megapascal N/mm2。
Example 2:
the embodiment is based on the prefabricated floor slab connecting system described in embodiment 1, and discloses a construction method of the system, which comprises the following steps:
1) the steel bar net pieces of a plurality of floors are bound in a workshop, a plurality of longitudinal stress steel bars 4 which are parallel to each other are bound on each steel bar net piece, the axial directions of the longitudinal stress steel bars 4 are parallel to the net surface of the steel bar net piece, and two ends of each longitudinal stress steel bar 4 extend out of the steel bar net piece.
2) A plurality of connecting reinforcements 3 are arranged between two adjacent reinforcement meshes, two ends of each connecting reinforcement 3 correspond to longitudinal stress reinforcements 4 which are coaxial with the connecting reinforcement 3, and two ends of each connecting reinforcement 3 are respectively connected with the longitudinal stress reinforcements 4 on the two reinforcement meshes through sleeves 5.
3) And pouring concrete for each reinforcing mesh to form a floor slab 6, wherein two ends of the longitudinal stress reinforcing steel bars 4 extend out of the floor slab 6.
4) And after the concrete strength reaches the standard, rotating the sleeve 5 at the joint towards the floor slab to ensure that the sleeve 5 is kept on the longitudinal stressed steel bar 4, and detaching the connecting steel bar 3 to separate the two floor slabs 6 which are connected with each other.
5) And transporting the prefabricated floors 6 to a construction site.
6) The shear steel plate 1 is vertically welded to the upper surface of the steel beam 2. The longitudinal direction of the steel beam 2 is consistent with the length direction of the shear steel plate 1, and the shear steel plate 1 is provided with a plurality of through holes 101 for the connecting steel bars 3 to pass through.
7) A plurality of the coupling bars 3 are inserted through the through-holes 101.
8) And hoisting two floor slabs 6 to two sides of the steel beam 2, wherein the two floor slabs 6 are the two floor slabs 6 separated in the step 4).
9) And rotating the sleeve 5 on each longitudinal stress steel bar 4 towards the shear resistant steel plate 1 to enable the sleeve 5 to be sleeved on the longitudinal stress steel bar 4 and the connecting steel bar 3 at the same time, wherein one end, close to the shear resistant steel plate 1, of the sleeve 5 is abutted against the shear resistant steel plate 1.
10) And pouring concrete at the joint of the floor slab 6 and the steel beam 2, and well maintaining.
Example 3:
the embodiment discloses an assembly type prefabricated floor slab connecting system applied to the construction method in embodiment 1, and the assembly type prefabricated floor slab connecting system comprises a shear-resistant steel plate 1, a steel beam 2, a plurality of connecting steel bars 3, a plurality of sleeves 5 and a floor slab 6.
Referring to fig. 2 or 3, the shear steel plate 1 is vertically welded to the upper surface of the steel beam 2, and the longitudinal direction of the steel beam 2 is consistent with the length direction of the shear steel plate 1. The shear steel plate 1 is provided with a plurality of through holes 101 for the connecting steel bars 3 to pass through, and the connecting steel bars 3 pass through the through holes 101.
Referring to fig. 1, floor slabs 6 are arranged on two sides of the steel beam 2, a plurality of longitudinal stress steel bars 4 which are parallel to each other are embedded in the floor slabs 6, two ends of each longitudinal stress steel bar 4 extend out of the floor slabs 6, and each longitudinal stress steel bar 4 corresponds to a connecting steel bar 3 which is coaxial with the longitudinal stress steel bar 4.
The longitudinal stress steel bar 4 on each floor 6 is connected with the coaxial connecting steel bar 3 through a sleeve 5. Concrete is poured at the joint of the floor slab 6 and the steel beam 2.
Example 4:
the main steps of this embodiment are the same as those of embodiment 3, and further, referring to fig. 1, both ends of the longitudinal stressed steel bar 4 are provided with external threads, and the lengths of the external threads are both L. Referring to fig. 4, both ends of the connecting reinforcing steel bar 3 are provided with external threads, and the length of the external threads is L/2. The sleeve 5 is provided with internal threads penetrating through two ends of the sleeve, and the length of the sleeve 5 is L which is larger than 0. The external threads of the longitudinal stress steel bar 4 and the connecting steel bar 3 are matched with the internal threads of the sleeve 5.
Example 5:
the main steps of this embodiment are the same as those of embodiment 4, and further, the width of the shear steel plate 1 is the same as the thickness of the floor slab 6. Referring to fig. 3, the steel beam 2 is an i-shaped steel, and the thickness of the web plate of the steel beam 2 is the same as that of the shear steel plate 1.
Example 6:
this exampleThe main steps are the same as embodiment 5, and furthermore, the external diameter of the external thread at the two ends of the connecting steel bar 3 is d2The external diameter of the external thread at the two ends of the longitudinal stress steel bar 4 is d2The diameter of the middle section of the longitudinal stress steel bar 4 is d, thend＞0。
Example 7:
the main steps of this embodiment are the same as those of embodiment 6, and further, referring to fig. 2, the through hole 101 is a regular hexagon through hole, the cross section of the middle section of the connecting reinforcing bar 3 is a regular hexagon, the side length of the regular hexagon is a, and a is d/2. Through-hole 101 is for regular hexagon with the interlude design of connecting reinforcement 3, can avoid connecting reinforcement 3 and shear steel plate 1's relative rotation, improves and connects the efficiency of construction.
Example 8:
the main steps of this embodiment are the same as those of embodiment 7, and further, the length L of the external thread at the two ends of the longitudinal stressed steel bar 4 is calculated as follows:
in the formula: d1The inner diameter of the external thread at the two ends of the longitudinal stress steel bar 4 is in mm. d2The external diameter of the external thread at the two ends of the longitudinal stress steel bar 4 is in mm. f. ofyIs the tensile strength f of the reinforcing baryIn units of MPa N/mm2。fvFor the shear strength f of the reinforcing barsvIn units of MPa N/mm2. The size of the workpiece can be strictly controlled according to a calculation formula, and the cost is saved to the maximum extent on the basis of ensuring the stress stability.
Example 9:
the main steps of this embodiment are the same as those of embodiment 8, and further, referring to fig. 2, a plurality of through holes 101 are divided into an upper row and a lower row, and the two rows of through holes 101 are staggered and arranged at equal intervals, so that the shear steel plate 1 is ensured to bear relatively uniform shear force, and the overall stability is improved.
Claims (10)
1. An assembled precast floor slab connected system which characterized in that: comprises a shear resistant steel plate (1), a steel beam (2), a plurality of connecting steel bars (3), a plurality of sleeves (5) and a floor slab (6);
the upper surface of the steel beam (2) is vertically welded with a shear-resistant steel plate (1), and the longitudinal direction of the steel beam (2) is consistent with the length direction of the shear-resistant steel plate (1); the shear steel plate (1) is provided with a plurality of through holes (101) for the connecting steel bars (3) to pass through, and the connecting steel bars (3) pass through the through holes (101);
floor slabs (6) are arranged on two sides of the steel beam (2), a plurality of longitudinal stress steel bars (4) which are parallel to each other are pre-embedded in the floor slabs (6), two ends of each longitudinal stress steel bar (4) extend out of the floor slabs (6), and each longitudinal stress steel bar (4) corresponds to a connecting steel bar (3) which is coaxial with the longitudinal stress steel bar;
the longitudinal stress steel bars (4) on each floor slab (6) are connected with the coaxial connecting steel bars (3) through sleeves (5).
2. An assembly precast floor slab connection system according to claim 1, wherein: external threads are arranged at two ends of the longitudinal stress steel bar (4), and the length of each external thread is L; external threads are arranged at two ends of the connecting steel bar (3), and the length of each external thread is L/2; the sleeve (5) is provided with internal threads penetrating through two ends of the sleeve, the length of the sleeve (5) is L, and L is more than 0; the external threads of the longitudinal stress steel bar (4) and the connecting steel bar (3) are matched with the internal threads of the sleeve (5).
3. An assembly precast floor slab connection system according to claim 1, wherein: the width of the shear steel plate (1) is the same as the thickness of the floor slab (6); the steel beam (2) is I-shaped steel or H-shaped steel, and the thickness of a web plate of the steel beam (2) is the same as that of the shear steel plate (1).
4. An assembly precast floor slab connection system according to claim 1, wherein: the external diameter of the external thread at the two ends of the connecting steel bar (3) is d2The external diameter of the external thread at the two ends of the longitudinal stress steel bar (4) is d2Longitudinal direction of the receiving beltThe diameter of the middle section of the force steel bar (4) is d, then
d＞0。
5. An assembly precast floor slab connection system according to claim 1, wherein: the through hole (101) is a regular hexagon through hole, the cross section of the middle section of the connecting steel bar (3) is a regular hexagon, the side length of the regular hexagon is a, and a is d/2.
6. An assembly precast floor slab connection system according to claim 1, wherein: the length L of the external thread at the two ends of the longitudinal stress steel bar (4) is calculated as follows:
in the formula: d1The inner diameter of the external thread at the two ends of the longitudinal stress steel bar (4) is in mm; d2The external diameter of the external thread at the two ends of the longitudinal stress steel bar (4) is in mm; f. ofyIs the tensile strength f of the reinforcing baryIn units of MPa N/mm2；fvFor the shear strength f of the reinforcing barsvIn units of MPa N/mm2。
7. An assembly precast floor slab connection system according to claim 1, wherein: the through holes (101) in the shear steel plate (1) are arranged in a staggered mode.
8. The construction method of the prefabricated floor slab connection system according to claim 1, wherein: the method comprises the following steps:
1) vertically welding the shear-resistant steel plate (1) to the upper surface of the steel beam (2); the longitudinal direction of the steel beam (2) is consistent with the length direction of the shear steel plate (1), and a plurality of through holes (101) for connecting reinforcing steel bars (3) to pass through are formed in the shear steel plate (1);
2) a plurality of connecting steel bars (3) penetrate through the through holes (101);
3) hoisting two floor slabs (6) to two sides of the steel beam (2); the floor slab (6) is internally embedded with a plurality of longitudinal stress steel bars (4) which are parallel to each other, two ends of each longitudinal stress steel bar (4) extend out of the floor slab (6), each longitudinal stress steel bar (4) corresponds to a connecting steel bar (3) which is coaxial with the longitudinal stress steel bar, and two ends of each longitudinal stress steel bar (4) are sleeved with sleeves (5);
4) connecting the longitudinal stress steel bars (4) on each floor slab (6) with the coaxial connecting steel bars (3) thereof through sleeves (5);
5) and pouring concrete at the joint of the floor slab (6) and the steel beam (2).
9. The construction method of an assembly type precast floor slab connection system according to claim 8, wherein: before the step 1), the method also comprises the step of prefabricating the floor slab (6), and the steps are as follows:
0-1) binding steel bar meshes of a plurality of floors in a workshop, binding a plurality of longitudinal stress steel bars (4) which are parallel to each other on each steel bar mesh, wherein the axial directions of the longitudinal stress steel bars (4) are parallel to the mesh surface of the steel bar mesh, and two ends of each longitudinal stress steel bar (4) extend out of the steel bar mesh;
0-2) arranging a plurality of connecting reinforcing steel bars (3) between two adjacent reinforcing steel bar meshes, wherein two ends of each connecting reinforcing steel bar (3) correspond to longitudinal stress reinforcing steel bars (4) coaxial with the connecting reinforcing steel bar, and two ends of each connecting reinforcing steel bar (3) are respectively connected with the longitudinal stress reinforcing steel bars (4) on the two reinforcing steel bar meshes through sleeves (5);
0-3) pouring concrete for each reinforcing mesh to form a floor slab (6), wherein two ends of the longitudinal stress reinforcing steel bars (4) extend out of the floor slab (6);
0-4) after the concrete strength reaches the standard, disassembling the sleeve (5) at the joint to separate the two mutually connected floor slabs (6);
0-5) transporting the prefabricated floors (6) to a construction site.
10. A construction method of an assembly type precast floor slab joint system according to claim 8 or 9, wherein: the two floor slabs (6) in step 3) are separated from steps 0-4).
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| Application Number | Priority Date | Filing Date | Title |
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| CN201911017032.1A CN110761462A (en) | 2019-10-24 | 2019-10-24 | Prefabricated floor slab connecting system and construction method thereof |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111535490A (en) * | 2020-05-11 | 2020-08-14 | 中力建设集团有限公司 | Fabricated floor and construction method thereof |
| CN112814286A (en) * | 2021-01-06 | 2021-05-18 | 江苏科技大学 | Reinforcing steel bar surface type connecting joint adopting nodular cast iron component |
| CN113250378A (en) * | 2021-06-28 | 2021-08-13 | 三一筑工科技股份有限公司 | Method and device for determining design form of prefabricated wall reinforcing steel bar |
-
2019
- 2019-10-24 CN CN201911017032.1A patent/CN110761462A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111535490A (en) * | 2020-05-11 | 2020-08-14 | 中力建设集团有限公司 | Fabricated floor and construction method thereof |
| CN111535490B (en) * | 2020-05-11 | 2021-10-08 | 中力建设集团有限公司 | Fabricated floor and construction method thereof |
| CN112814286A (en) * | 2021-01-06 | 2021-05-18 | 江苏科技大学 | Reinforcing steel bar surface type connecting joint adopting nodular cast iron component |
| CN113250378A (en) * | 2021-06-28 | 2021-08-13 | 三一筑工科技股份有限公司 | Method and device for determining design form of prefabricated wall reinforcing steel bar |
| CN113250378B (en) * | 2021-06-28 | 2021-09-21 | 三一筑工科技股份有限公司 | Method and device for determining design form of prefabricated wall reinforcing steel bar |
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