阅读说明：本技术 一种主体钢结构穿插、地下室密肋楼盖后浇施工方法 (Post-pouring construction method for main steel structure interpenetration and basement ribbed floor ) 是由 李颖 赵福光 孙学柱 于 2020-06-15 设计创作，主要内容包括：一种主体钢结构穿插、地下室密肋楼盖后浇施工方法,通过加在密肋楼盖与钢板墙连接处的上部焊接角钢,下部焊接托板,托板与密肋板之间设置加劲板,加劲板与上部角钢用M22螺栓和长螺杆连接,确保了两者的有效连接。密肋楼盖与钢连梁、楼承板连接与钢板墙同理,在根部加焊加劲板,加劲板与密肋板之间通过圆柱头栓钉固定,密肋板内绑扎钢筋与楼承板预留的伸入密肋板的钢筋整体连接,保证密肋板与楼承板及钢连梁连接可靠；解决了后浇附着式密肋楼盖如何与钢板墙、钢管柱、钢梁及核心筒楼承板保持有效连接的施工难题；克服了异形结构模壳排布和钢板剪力墙体系节点受力薄弱的困难。(A post-pouring construction method for a main steel structure interpenetration and basement ribbed floor comprises the steps of welding angle steel at the upper part of the joint of the ribbed floor and a steel plate wall, welding a supporting plate at the lower part, arranging a stiffening plate between the supporting plate and the ribbed plate, and connecting the stiffening plate and the upper angle steel by using an M22 bolt and a long screw rod, so that the effective connection of the stiffening plate and the upper angle steel is ensured. The ribbed floor is connected with the steel connecting beam and the floor bearing plate in the same way as a steel plate wall, a stiffening plate is welded at the root part, the stiffening plate and the ribbed plate are fixed through a cylindrical head stud, and a binding steel bar in the ribbed plate is integrally connected with a steel bar which is reserved in the floor bearing plate and extends into the ribbed plate, so that the ribbed plate is reliably connected with the floor bearing plate and the steel connecting beam; the construction problem of how to effectively connect the post-cast attached ribbed floor with a steel plate wall, a steel pipe column, a steel beam and a core tube floor bearing plate is solved; the difficulty that the special-shaped structure formwork arrangement and the steel plate shear wall system node are weak in stress is overcome.)

1. A post-pouring construction method for a main steel structure interpenetration and a basement ribbed floor comprises the following steps:

the method comprises the following steps: according to the structure of the ribbed floor, the shuttering (1) is arranged on the drawing;

step two: paving a bottom die template, and cleaning the surface of the template and the formwork (1);

step three: hoisting the formwork (1) to the board surface for scattered stacking, placing the marking lines according to the arrangement on the design drawing, and popping the marking lines one by one at the grid arrangement position of the formwork (1); the marked position of the formwork (1) is compared with a design drawing again in detail for verification;

step four: binding the reinforcing steel bars of the frame column (2);

step five: the mould shell (1) is placed on the mould plate according to the popped arrangement line, and the mould shell (1) is tightly combined with the mould plate;

step six: the shuttering (1) is adjusted to ensure the straightness and the section size of the rib beam (3);

step seven: laying a pre-buried pipeline; the water and electricity line pipe and the hidden box are fixedly arranged in the rib beam (3) or a cast-in-situ layer, and the water and electricity line pipe and the hidden box are fixedly bound with the steel bars; pre-embedding the floor sleeve and the distribution pipe in a solid floor at the side of the steel beam (4);

step eight: installing a rib beam (3) and a floor slab steel bar;

step nine: the ribbed floor is connected with a steel plate wall (5), a steel coupling beam (6), a floor bearing plate (7) and a steel pipe column (8);

step ten: and pouring and tamping concrete.

2. The post-pouring construction method for the interpenetrating main steel structure and the multi-ribbed basement floor as claimed in claim 1, wherein the flange part of the periphery of the formwork (1) in the sixth step is tightly attached to the formwork, and the formwork (1) and the formwork are fixed by nails.

3. The post-pouring construction method for the main steel structure interpenetration and the basement multi-ribbed floor as claimed in claim 1, wherein the reinforcing steel bars in the step eight are provided with a plurality of # -shaped supporting split heads which are welded and fixed according to the clear size of the cross section of the rib beam (3), the # -shaped supporting split heads are longitudinally arranged along the rib beam (3), and the distance between the split heads is two meters; the section of the steel bar of the rib beam (3) adopts a U-shaped stirrup.

4. The post-pouring construction method for the main steel structure interpenetration and the basement multi-ribbed floor as claimed in claim 1, wherein after the eighth step, the water and electricity line pipe is threaded in the rib beam (3), the water and electricity line pipe is connected with the concealed box, and the threaded line pipe is bound and fixed with the steel bar wire of the rib beam (3).

5. The post-casting construction method for the main steel structure interpenetration and the basement multi-ribbed floor as claimed in claim 1, wherein in the ninth step, the root of the steel plate wall (5) is provided with a stiffening plate (9) of 150 x 10 for fixed welding, and a supporting plate (11) is arranged between the stiffening plate (9) and the multi-ribbed slab (10); the top of the steel plate wall (5) is provided with L160 multiplied by 10 angle steel (12) which is fixedly welded; a plurality of steel plate walls (5) rib plates are arranged between the top angle steel (12) and the root stiffening plate (9), vertical rib plates (13) are arranged between the steel plate walls (5) rib plates, and the vertical rib plates (13) are fixedly welded with the steel plate walls (5).

6. The post-pouring construction method for the main steel structure interpenetration and the basement multi-ribbed floor as claimed in claim 1, wherein the root of the steel connecting beam (6) or the floor bearing plate (7) is provided with a stiffening plate (9), the stiffening plate (9) and the multi-ribbed plate (10) are fixed by a cylindrical head stud (14), the binding steel bars in the multi-ribbed plate (10) are integrally connected with the steel bars of the floor bearing plate (7), and the steel bars of the floor bearing plate (7) are connected with the steel bars reserved to extend into the multi-ribbed plate (10).

7. The post-pouring construction method for the main steel structure interpenetration and the basement multi-ribbed floor as claimed in claim 1, wherein four corbels are arranged on each steel pipe column (8) layer by layer, and the number of the corbels of the steel pipe columns (8) connected with the multi-ribbed floor is 15; stiffening ribs and round pipes are added at the bracket positions, and hoop plates are added on the peripheries of the stiffening ribs and the round pipes; the steel pipe column (8) is provided with four or five brackets which are connected with the steel beam (4), and the rest brackets extend into the dense rib plate (10) and are wrapped by the steel bar framework.

8. The post-casting construction method for the interpenetrating main steel structure and the dense ribbed basement floor as claimed in claim 1, wherein the pump pipes for conveying concrete before the tenth casting and tamping are arranged on the frame columns (2), and the elastic buffer pads are arranged below the concrete pump pipes at the intersection of the longitudinal and transverse rib beams (3); or a buffering template is paved at the discharge port of the lifting bucket of the tower crane; the falling height difference of the discharge port of the pump pipe is reduced, and a buffer template is also paved at the falling point of the discharge port.

9. The post-pouring construction method for the interpenetrating main steel structure and the dense ribbed basement floor as claimed in claim 1, wherein the concrete is poured into the column caps and the frame columns (2) firstly, then the ribbed beams (3) and the floor slab are poured, and the concrete pouring directions of the ribbed beams (3) and the floor slab are the same; the slump of the poured concrete is 15cm to 18 cm; compacting the surface layer by initial setting of concrete, watering and curing after final setting.

10. The method as claimed in claim 1, wherein the casting includes casting first and casting last, and the casting last is located according to the construction drawing to leave a post-cast strip.

Technical Field

The invention relates to the technical field of steel structure construction, in particular to a post-pouring construction method for a main steel structure penetration and a basement ribbed floor.

Background

The traditional ribbed floor is mainly used for a cast-in-place frame structure, and the simultaneous construction of a main steel structure and reinforced concrete of a basement cannot be realized; but also can not solve the construction problem of how to effectively connect the ribbed floor with the steel plate wall, the steel pipe column, the steel beam and the core tube floor support plate; and the difficulty that the special-shaped structure formwork arrangement and the steel plate shear wall system node are weak in stress can not be overcome.

Disclosure of Invention

The invention aims to solve the technical problem of providing a post-pouring construction method for a main steel structure interpenetration and a basement ribbed floor, which can effectively solve the problems in the background technology.

In order to solve the problems, the technical scheme adopted by the invention is as follows: a post-pouring construction method for a main steel structure interpenetration and a basement ribbed floor comprises the following steps:

the method comprises the following steps: arranging the formworks on a drawing according to the structure of the ribbed floor;

step two: paving a bottom die template, and cleaning the surface of the template and the formwork;

step three: hoisting the formwork to the board surface for scattered stacking, placing the marking lines according to the arrangement on the design drawing, and popping the marking lines one by one at the grid arrangement position of the formwork; the marked position of the formwork is compared with the design drawing again in detail for verification;

step four: binding frame column reinforcing steel bars;

step five: the shuttering is placed on the shuttering according to the popped up arrangement line, and the shuttering are tightly combined;

step six: adjusting the formwork to ensure the straightness and section size of the rib beam;

step seven: laying a pre-buried pipeline; the water and electricity line pipe and the hidden box are fixedly arranged in the rib beam or the cast-in-situ layer, and the water and electricity line pipe and the hidden box are fixedly bound with the steel bar; pre-embedding the floor sleeve and the distribution pipe in a solid floor at the edge of the steel beam;

step eight: installing rib beams and floor slab reinforcing steel bars;

step nine: the ribbed floor is connected with the steel plate wall, the steel coupling beam, the floor bearing plate and the steel pipe column;

step ten: and pouring and tamping concrete.

As a further preferable scheme of the invention, the flange edge parts on the periphery of the formwork in the sixth step are tightly attached to the formwork, and the formwork are fixed by nails.

As a further preferable scheme of the invention, the steel bars in the step eight are provided with a plurality of # -shaped supporting split heads which are welded and fixed according to the net size in the cross section of the rib beam, the # -shaped supporting split heads are longitudinally arranged along the rib beam, and the distance between the split heads is two meters; the section of the rib beam steel bar adopts a U-shaped stirrup.

And as a further preferable scheme of the invention, after the step eight is completed, the water and electric wire pipe is penetrated and led in the rib beam, the water and electric wire pipe is connected with the cassette, and the penetrated and led wire pipe is bound and fixed with a steel bar iron wire of the rib beam.

As a further preferable scheme of the invention, in the ninth step, the root of the steel plate wall is provided with 150 × 150 × 10 stiffening plates which are fixedly welded, and a supporting plate is arranged between each stiffening plate and each dense rib plate; the top of the steel plate wall is fixedly welded with L160 multiplied by 10 angle steel; a plurality of steel plate wall rib plates are arranged between the top angle steel and the root stiffening plate, vertical rib plates are arranged between the steel plate wall rib plates, and the vertical rib plates are fixedly welded with the steel plate wall.

As a further preferred scheme of the invention, the root part of the steel coupling beam or the floor bearing plate is provided with a stiffening plate, the stiffening plate and the dense rib plate are fixed by a cylindrical head stud, the binding steel bars in the dense rib plate are integrally connected with the steel bars of the floor bearing plate, and the steel bars of the floor bearing plate are connected with the steel bars which are reserved to extend into the dense rib plate.

As a further preferred scheme of the invention, four corbels are arranged on each steel pipe column layer by layer, and the number of the corbels of the steel pipe columns connected with the dense rib floor is 15; stiffening ribs and round pipes are added at the bracket positions, and hoop plates are added on the peripheries of the stiffening ribs and the round pipes; the steel pipe column is provided with four or five brackets which are connected with the steel beam, and the rest brackets extend into the dense rib plates and are wrapped by the steel reinforcement framework.

As a further preferred scheme of the invention, the pump pipe for conveying concrete before the tenth pouring and tamping is arranged on the frame column, and an elastic cushion pad is arranged below the concrete pump pipe at the intersection of the longitudinal and transverse rib beams; or a buffering template is paved at the discharge port of the lifting bucket of the tower crane; the falling height difference of the discharge port of the pump pipe is reduced, and a buffer template is also paved at the falling point of the discharge port.

As a further preferred scheme of the invention, the column cap and the frame column are firstly poured by concrete, then the rib beam and the floor slab are poured, and the pouring directions of the concrete of the rib beam and the concrete of the floor slab are in the same direction; the slump of the poured concrete is 15cm to 18 cm; compacting the surface layer by initial setting of concrete, watering and curing after final setting.

As a further preferable scheme of the invention, the construction comprises first casting and second casting, and a post-cast strip is reserved in the range of the second casting according to the positioning of a construction drawing.

Compared with the prior art, the invention provides a post-pouring construction method for a main steel structure interpenetration and basement ribbed floor, which has the following beneficial effects:

the method solves the construction problem of how to effectively connect the post-cast attached ribbed floor with the steel plate wall, the steel pipe column, the steel beam and the core tube floor bearing plate; the difficulty that the special-shaped structure formwork arrangement and the steel plate shear wall system node are weak in stress is overcome, the multi-ribbed floor system is beneficial to horizontal pipelines, and the net height of the basement is improved. When the dense rib floor is constructed, a flat-laying template mode is adopted, the construction is simple and convenient, the suspended ceiling is not needed for the basement after the construction is finished, the building floor height can be fully utilized, and the decoration cost is reduced.

Drawings

FIG. 1 is a schematic view of a ribbed floor slab connection structure and formwork arrangement according to the present invention;

FIG. 2 is a schematic view of a ribbed floor slab and frame columns in the present invention;

FIG. 3 is a schematic view of the connection between rib plates and rib beams in the present invention;

FIG. 4 is a schematic view of a ribbed floor slab and steel beams according to the present invention;

FIG. 5 is a schematic illustration of a post-cast strip of a rib in accordance with the present invention;

FIG. 6 is a schematic view of the arrangement of dense rib plates and steel plate walls in the present invention;

FIG. 7 is a schematic view of a connection structure of a dense rib plate and a steel plate wall according to the present invention;

FIG. 8 is a schematic view of a connection structure of a steel plate wall and a vertical rib plate in the present invention;

FIG. 9 is a schematic view of the arrangement of dense rib plates and steel coupling beams in the present invention;

FIG. 10 is a schematic view of the connection structure of the dense rib plate and the steel coupling beam according to the present invention;

FIG. 11 is a schematic view of the structure of the reinforcing steel bars inside the dense rib plate and the steel coupling beam according to the present invention;

FIG. 12 is a schematic view of the connection arrangement of the steel pipe columns and the corbels in the present invention;

FIG. 13 is a schematic cross-sectional view of a steel pipe column and a corbel according to the present invention;

wherein: 1. the steel-reinforced concrete floor slab comprises a formwork, 2 parts of a formwork column, 3 parts of a rib beam, 4 parts of a steel beam, 5 parts of a steel plate wall, 6 parts of a steel connecting beam, 7 parts of a floor support plate, 8 parts of a steel pipe column, 9 parts of a stiffening plate, 10 parts of a dense rib plate, 11 parts of a support plate, 12 parts of an angle steel, 13 parts of a vertical rib plate, 14 parts of a cylindrical head bolt nail.

Detailed Description

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments.

The invention provides a post-pouring construction method for a main steel structure interpenetration and a basement ribbed floor, which comprises the following steps:

the method comprises the following steps: arranging the formwork 1 on a drawing according to the structure of the ribbed floor;

step two: paving a bottom die template, and cleaning the surface of the template and the formwork 1;

step three: lifting the formwork 1 to the plate surface for scattered stacking so as to avoid causing overlarge concentrated load, placing marking lines according to the arrangement on the design drawing, and popping the marking lines one by one at the grid arrangement positions of the formwork 1; the marked position of the formwork 1 is compared with the design drawing again for verification in detail;

step four: binding the reinforcing steel bars of the frame column 2;

step five: the formwork 1 is placed on the formwork according to the popped up arrangement line, and the formwork 1 is tightly combined with the formwork;

step six: the formwork 1 is adjusted to ensure the smoothness and the section size of the rib beam 3;

step seven: laying a pre-buried pipeline; the water and electricity line pipe and the hidden box are fixedly arranged in the rib beam 3 or a cast-in-situ layer, and the water and electricity line pipe and the hidden box are fixedly bound with the steel bar; pre-embedding the floor sleeve and the distribution pipe in a solid floor on the 4 sides of the steel beam;

step eight: installing a rib beam 3 and floor slab steel bars;

step nine: the ribbed floor is connected with a steel plate wall 5, a steel coupling beam 6, a floor support plate 7 and a steel pipe column 8;

step ten: and pouring and tamping concrete.

As a further preferable scheme of the invention, the flange edge parts at the periphery of the formwork 1 in the step six are tightly attached to the formwork, and the formwork 1 and the formwork are fixed by nails.

As a further preferable scheme of the invention, the steel bars in the step eight are provided with a plurality of # -shaped supporting split heads which are welded and fixed according to the net size in the section of the rib beam 3, the # -shaped supporting split heads are longitudinally arranged along the rib beam 3, and the distance between the split heads is two meters; the section of the steel bar of the rib beam 3 adopts a U-shaped stirrup.

As a further preferable scheme of the invention, after the step eight is completed, the water and electric conduit is threaded in the rib beam 3 and is connected with the cassette, and the threaded conduit is bound and fixed with the steel wire of the rib beam 3.

As a further preferable scheme of the invention, in the ninth step, the root of the steel plate wall 5 is provided with a stiffening plate 9 of 150 × 150 × 10, which is fixedly welded, and a supporting plate 11 is arranged between the stiffening plate 9 and the ribbed slab 10; the top of the steel plate wall 5 is provided with L160 multiplied by 10 angle steel 12 which is fixedly welded; a plurality of steel plate walls 5 rib plates are arranged between the top angle steel 12 and the root stiffening plate 9, vertical rib plates 13 are arranged between the steel plate walls 5 rib plates, and the vertical rib plates 13 are fixedly welded with the steel plate walls 5.

As a further preferable scheme of the invention, the root of the steel coupling beam 6 or the floor bearing plate 7 is provided with a stiffening plate 9, the stiffening plate 9 and the dense rib plate 10 are provided with cylindrical head studs 14 for fixation, the binding steel bars in the dense rib plate 10 are integrally connected with the steel bars of the floor bearing plate 7, and the steel bars of the floor bearing plate 7 are connected with the steel bars which are reserved to extend into the dense rib plate 10.

As a further preferable scheme of the invention, four corbels are arranged on each layer of the steel pipe column 8, and the number of the corbels of the steel pipe column 8 connected with the dense rib floor is 15; stiffening ribs and round pipes are added at the bracket positions, and hoop plates are added on the peripheries of the stiffening ribs and the round pipes; the steel pipe column 8 is provided with four or five brackets which are connected with the steel beam 4, and the rest brackets extend into the dense rib plate 10 and are wrapped by the steel reinforcement framework.

As a further preferred scheme of the invention, the pump pipe for conveying concrete before the tenth pouring and tamping is arranged on the frame column 2, and an elastic cushion pad is arranged below the concrete pump pipe at the intersection of the longitudinal and transverse rib beams 3; or a buffering template is paved at the discharge port of the lifting bucket of the tower crane; reducing the falling height difference of the discharge port of the pump pipe, and paving a buffer template at the falling point of the discharge port; and the impact force of the concrete on the mould shell is reduced.

As a further preferred scheme of the invention, the column cap and the frame column 2 are firstly poured by concrete, then the rib beam 3 and the floor slab are poured, and the pouring directions of the concrete of the rib beam 3 and the floor slab are the same; the slump of the poured concrete is 15cm to 18 cm; compacting the surface layer by initial setting of concrete, watering and curing after final setting.

As a further preferable scheme of the invention, the construction comprises first casting and second casting, and a post-cast strip is reserved in the range of the second casting according to the positioning of a construction drawing.

As a specific embodiment of the present invention:

according to the structural design specification and the plane arrangement of the ribbed floor, only arranging the formwork 1, laying a bottom formwork, cleaning the surface of the formwork, and ensuring the close contact between the formwork 1 and the formwork surface; hoisting the formwork 1 to the plate surface, stacking in a dispersed manner to avoid causing overlarge concentrated load, placing marking lines according to the arrangement on the design drawing, and popping the marking lines out of the grid arrangement positions of the formwork 1 one by one; the marked position of the formwork 1 is compared with the design drawing again for verification in detail; binding the reinforcing steel bars of the frame column 2; the formwork 1 is placed on the formwork according to the popped arrangement line, and the protection of the formwork 1 is noticed in the installation process. The bottom of the mould shell 1 and the mould plate are tightly combined, so that the slurry leakage phenomenon is avoided; after the arrangement is finished, the formwork 1 is adjusted to ensure the smoothness and the section size of the rib beam 3. On the premise of ensuring that the formwork 1 is accurately positioned, the formwork is nailed and fixed on the formwork tightly clinging to the flange edge part on the periphery of the formwork 1. To prevent displacement of the formwork 1 during concrete casting and vibrating.

The wire pipes, the hidden boxes and the like of the water and electricity are arranged in the rib beam 3 as much as possible, are bound and fixed with the steel bars of the rib beam 3, and can also be arranged in a cast-in-situ layer; if the cassette needs to be fixed on the dense rib plate 10, a cutter can be used for opening the top surface of the formwork 1, and cutting chips can be cleaned in time; floor slab sleeves such as fire pipes, rainwater pipes and the like and distribution pipes are pre-embedded in floor slab solid areas beside the beams and the columns; after the rib beam 3 and the plate surface steel bars are installed, water and electric conduits are timely penetrated into the rib beam 3 to be connected with the embedded magazine, and the conduits are fixed on the steel bars of the rib beam 3 by iron wires.

And (3) binding steel bars of the rib beam: in order to ensure the section size of the rib beam 3, a # -shaped supporting split heads are welded in advance by steel bars according to the net size in the section of the rib beam 3 and are arranged every two meters along the longitudinal direction of the rib beam 3. The 3 reinforcing bars of rib girder adopt U type stirrup, guarantee 3 cross-sectional dimensions of rib girder. After the binding is finished, the position of the rib beam 3 is checked and adjusted to be straight by pulling the wire. Care was taken to ensure that the perimeter of the section panels and the floor surrounding the columns were sized for the solid sections of the design. In the binding process, the same layer and the same direction of the steel bars of the rib beam 3 and the steel bars of the plate surface are noticed, the overlapping of the steel bars is reduced, the height is reduced, and the thickness of the protective layer of the steel bars of the plate surface is ensured.

150 multiplied by 10 stiffened plates 9 are welded at the root parts of the steel plate walls 5 and are arranged corresponding to the intervals of the ribbed plates of the steel plate walls 5, and supporting plates 11 are arranged between the stiffened plates 9 and the dense ribbed plates 10. The top of the steel plate wall is welded with L160 multiplied by 10 angle steel 12, necessary measures are taken to reduce the damage to the concrete in the wall during welding, vertical ribbed plates 13 are arranged between the upper angle steel 12 and the lower stiffening plate 9 corresponding to the interval of ribbed plates of the steel plate wall 5, the ribbed plates are welded with the steel plate wall 5, and the upper stiffening plate 9 and the lower stiffening plate 9 are connected with a long screw by 8.8-level M22 bolts; similar to the steel plate wall 5, the stiffening plate 9 is welded at the root, the stiffening plate 9 and the dense rib plate 10 are fixed through the cylindrical head stud 14, and the binding steel bars in the dense rib plate 10 are integrally connected with the steel bars which are reserved in the floor bearing plate 7 and extend into the dense rib plate 10, so that the dense rib plate 10 is reliably connected with the floor bearing plate 7 and the steel connecting beam 6.

The conventional component bracket number is one steel column four brackets, connects four girder, and 8 brackets of steel pipe column 8 that connect close rib superstructure department quantity reach 15 at most, and the bracket position increases a large amount of strength ribs, the pipe periphery increases a large amount of hoop boards, strengthens and close rib superstructure node connection. When the ribbed floor is connected with the multi-bracket steel column, four to five brackets of each steel pipe column 8 are connected with the steel beam 4, and the rest brackets extend into the ribbed plates 10 and are wrapped by the steel reinforcement framework.

The pump pipes for conveying concrete are erected from the frame beams as much as possible, if the pump pipes are erected from the top surface of the formwork 1, elastic cushion pads are laid under the concrete pump pipes at the intersection of the longitudinal and transverse rib beams 3 to reduce the impact force of the pump pipes on the formwork 1; the construction machine is prohibited to be directly pressed on the formwork 1 in the concrete pouring process. If the tower crane is adopted to convey concrete, the discharge port of the lifting bucket is paved with a template to reduce the impact force of the concrete, and the concrete can not directly impact the formwork 1. When pumping concrete is adopted, the falling height difference of a discharge port of a pump pipe is reduced as much as possible, and a template is laid at a falling point to reduce the impact force; when the concrete is poured, the column cap and the frame beam are poured firstly, then the rib beam 3 and the floor slab concrete are poured, and the concrete pouring of the rib beam 3 and the floor slab is carried out in one direction; in order to ensure that the concrete of the floor is poured compactly, the slump of the concrete is preferably 15-18 cm, and the particle size of the coarse aggregate adopted by the concrete is not more than 31.5 mm. When pouring, a small-sized inserted vibrator (with the diameter of 3.5 cm) is adopted for vibration, and the vibrator is not required to be directly contacted with the surface of the formwork 1 for vibration. If a flat vibrator is adopted for vibration, a low-power vibrator is adopted; after concrete pouring is finished, workers should be arranged to compact the surface layer once after initial setting, and watering and curing are carried out in time after final setting.

The position of the post-cast strip is positioned and retained strictly according to a construction drawing, and is generally the width of a formwork 1; the plate surface reinforcing steel bars and the rib beam 3 reinforcing steel bars can pass through the post-cast strip; the shuttering 1 at the post-cast strip and the shuttering 1 at other positions are simultaneously arranged. Before casting the post-cast strip care should be taken to protect the formwork 1 in this position from damage.

The above examples are only intended to illustrate the technical solution of the present invention, but not to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions of the embodiments of the present invention.