CN212534652U

CN212534652U - Steel-concrete composite structure frame-cast-in-place concrete shear wall structure system

Info

Publication number: CN212534652U
Application number: CN202021018807.5U
Authority: CN
Inventors: 李�杰
Original assignee: Shanghai Jieyi Architectural Consulting Office
Current assignee: Shanghai Jieyi Architectural Consulting Office
Priority date: 2020-06-05
Filing date: 2020-06-05
Publication date: 2021-02-12
Anticipated expiration: 2030-06-05

Abstract

The utility model discloses a steel-concrete composite structure frame-cast-in-place concrete shear wall structure system, which comprises a profile steel end post and a shear wall body, wherein the shear wall body is formed by uniformly welding and casting concrete by double-layer horizontal distribution ribs and vertical distribution ribs, and the horizontal distribution ribs and the vertical distribution ribs are communicated with the concrete wall body and are lapped with reserved steel bars of the profile steel end post arranged on two side edges of the shear wall body; the profile steel end posts are arranged on two sides of the shear wall body and are used as edge members, and the shear wall body is poured on an outer wall section or a stair section or an elevator section. Because the great general shear force wall component that is of cost of construction and preparation among the vertical component, if can be with current assembled structure shear force wall replacement for cast in situ concrete shear force wall, can the effective control construction cost to through the mode that adopts neotype prefabricated steel and concrete integrated configuration end post, let the structure frame part in advance, the end post also can act as the side form of cast in situ concrete shear force wall simultaneously, therefore whole construction speed still accords with the assembled characteristics.

Description

Steel-concrete composite structure frame-cast-in-place concrete shear wall structure system

Technical Field

The utility model relates to a shear wall structure, in particular to steel reinforced concrete integrated configuration frame-cast in situ concrete shear wall structure system belongs to novel assembly type building engineering technical field.

Background

At present, China is vigorously promoting the transformation of traditional buildings to industrialized buildings. In the traditional building, most of work needs to be finished on a construction site, and the problems of long construction period, serious environmental pollution, large stacking field, shortage of constructors and the like become barriers for inhibiting the progress of the building industry. Although the fabricated building has the advantage of a higher construction level, some considerable problems still exist, such as: the reliability of the vertical node of the PC structure and the cracking and water leakage of the steel and combined structure enclosure wall body are high, the manufacturing cost is high, the satisfaction degree of an owner and a user on the assembly type is poor, and a developer is difficult to select the assembly type structure actively under the promotion of policies.

Because the manufacturing and construction cost are great generally for the shear force wall component among the vertical component, if can replace current assembled structure shear force wall for cast in situ concrete shear force wall, can the effective control construction cost, the purpose of this patent aims at providing one kind and can effectively save construction cost, accords with the technical scheme of assembled characteristics again.

SUMMERY OF THE UTILITY MODEL

An object of the utility model is to provide a steel-concrete composite structure frame-cast in situ concrete shear wall structure system, it can effectively control construction cost, can satisfy the characteristics that the assembled was built again simultaneously, no matter can both reach the advanced level of the same race in product quality and practicality.

In order to achieve the purpose, the technical scheme adopted by the utility model is that the steel-concrete composite structure frame-cast-in-place concrete shear wall structure system comprises profile steel end columns and a shear wall body, wherein the shear wall body is formed by uniformly welding and casting concrete on site by double layers of horizontal distribution ribs and vertical distribution ribs, and the horizontal distribution ribs and the vertical distribution ribs penetrate through the concrete wall body and are lapped with reserved steel bars of the profile steel end columns arranged at two side edges of the shear wall body; the profile steel end columns are arranged on two sides of the shear wall body and are also used as edge members, the shear wall body is poured on an outer wall section or a stair section or an elevator section, and the profile steel end columns are H-shaped steel or box-shaped steel or channel steel; the steel section end post structure is characterized by further comprising end sealing plates, wherein the end sealing plates are arranged at two ends of the steel section end posts and used for connecting the steel section end posts along the height direction of a building.

The medium-sized steel end post in this patent can use H shaped steel or box section steel or channel-section steel according to concrete building use needs and the alternative use.

Because the section steel end post is prefabricated, the concrete in cavities at two sides of the H steel is processed and distributed well in a factory, and is poured in advance, then the H steel is transported to a site for installation, and then the wall body is poured by tying up the wall body reinforcing steel bar formwork. When the end post is installed, when the end post is spliced one section by one section along the building height direction, the joint is required to be connected between the sections, the conventional vertical bolt welding connection of the steel structure is realized in the joint, and the steel structure is different from the conventional vertical bolt welding connection, namely, the template is required to be clamped after the bolt welding connection to pour the joint. Otherwise, the column body has concrete, the node has no concrete pure steel, and the node is too weak. Therefore, in this patent, the head board is the reinforcement measure of construction measure plus node, and the main effect is: the reinforcing and stiffening function of the lateral formworks and the nodes is realized during the prefabricated pouring.

Preferably, when the section steel end post is H-section steel, different node structures exist when the strong axis or the weak axis of the section steel end post faces the wall body, and the H-section steel comprises a web and flanges, and the flanges are welded on two sides of the web.

Preferably, when the strong axis of the H-shaped steel faces the shear wall body, two rows of reinforcement penetrating holes are formed in one side flange close to the shear wall body, and the L-shaped tie bars penetrate through the reinforcement penetrating holes and the bending sections of the L-shaped tie bars are welded on the inner side wall of the other side flange; the middle position of the flange on one side is provided with a shear-resistant stud, the extension end of the L-shaped tie bar extends out of the flange and reserves a beard bar lapped with the horizontal distribution bar, and the extension end of the L-shaped tie bar and the bar penetrating hole are connected in a welding mode.

The end post of the H-shaped steel can be precast concrete in a factory, namely precast concrete in cavities at two sides of the H-shaped steel, and can also be cast in situ together with the shear wall body after the steel bars are lapped.

Preferably, when the weak axis of the H-shaped steel faces the shear wall body, a plurality of rows of reinforcement penetrating holes are uniformly formed in the two sides, close to the flanges, of the web plate of the H-shaped steel respectively, the U-shaped steel penetrates through the reinforcement penetrating holes in the web plate and is welded on the flanges on the two sides, the extending end of the U-shaped steel extends out of the web plate and reserves the beard ribs in lap joint with the horizontal distribution ribs, and a row of shear-resistant studs are arranged in the middle of the web plate.

When the weak axis of the H-shaped steel faces the shear wall body, the concrete is prefabricated in the cavity on the side far away from the shear wall body, and the concrete can also be cast in situ in the cavity on the side far away from the shear wall body after the reinforcing steel bars are lapped.

Preferably, the section steel end post is box-shaped steel, two lines of L-shaped beard ribs are arranged on the side wall, close to the shear wall body, of the box-shaped steel, the bending sections of the L-shaped beard ribs are welded on the side wall of the box-shaped steel, the extending ends of the L-shaped beard ribs are in lap joint with the horizontal distribution ribs, and the shear-resistant studs are arranged in the middle positions of the two lines of L-shaped beard ribs.

Preferably, the section steel end post is box steel, the two ends of the horizontal distribution rib of the shear wall body are bent, and the bent sections of the section steel are welded on the side wall of the box steel.

Preferably, a row of shear pins is provided at a middle position of the side wall of the box-type steel.

Preferably, the arrangement space of the L-shaped tie bars or the U-shaped steel bars or the L-shaped beard bars is respectively the same as the space of the horizontal distribution ribs of the shear wall body; and the section size of the H-shaped steel or the box-shaped steel is the same as the thickness size of the shear wall body.

As preferred, be connected through wearing muscle shear key trompil board between shaped steel end post and the shear force wall body, wear muscle shear key trompil board embedding shear force wall body, wear muscle shear key trompil board promptly when the assembly and be located in the middle of two rows of horizontal distribution muscle, wear even being provided with on the muscle shear key trompil board a plurality of muscle holes of wearing, wear to be provided with in the muscle hole and wear the muscle shear key.

Preferably, the section steel end post is H-shaped steel, and when the strong axis of the H-shaped steel faces the shear wall body, a plurality of straight-shaped tie bars or L-shaped tie bars are uniformly arranged in the cavities at the two sides of the web plate at intervals;

when the linear tie bars are arranged, the linear tie bars are welded between two flanges, two rows of L-shaped beard bars are arranged on one side flange close to the shear wall body, and the L-shaped beard bars are respectively in one-to-one lap joint with the horizontal distribution bars; the bar-penetrating shear key hole-opening plate is arranged on a flange between two rows of L-shaped beard bars, and the bar-penetrating shear key and the L-shaped beard bars are perpendicular to each other and do not interfere with each other;

when the L-shaped tie bars are arranged, the L-shaped tie bars pass through the bar penetrating holes in the flange on one side, and the bent sections of the L-shaped tie bars are welded on the inner side wall of the flange on the other side; the bar-penetrating shear key hole-opening plate is arranged between two rows of bar-penetrating holes, and the bar-penetrating shear keys are perpendicular to the L-shaped beard bars and do not interfere with each other.

In this patent, wear muscle shear connector has multiple mode of setting up, can adopt and directly set up the shear bolt nail on the edge of a wing of shaped steel end post, also can set up and wear muscle shear key trompil board, it is provided with on the shear key trompil board to wear the muscle shear key.

Alternatively, in this patent, the tendon-penetrating shear connector is preferably provided with a tendon-penetrating shear key on the tendon-penetrating shear key perforated plate, and the tendon-penetrating shear key may be a bolt/a hydrant/a nail or the like welded on steel and fixed into the concrete wall. The benefits of this arrangement are: when the steel section end column and the concrete shear wall body are poured, if no shear key (a steel bar penetrating shear key or a shear stud) exists, the shear wall body is pushed laterally when an earthquake or wind comes, because the steel surface is smooth, although the concrete is stuck after solidification, the bonding force is not enough to resist the strong interfacial force of slippage. A structural member is required to be fixed between the two and driven into the interior of the shear wall body, so that it can sufficiently resist the strong impact force of an earthquake or strong wind, and thus the building structure is strong.

When the novel perforated plate with the bar-penetrating shear key is selected to be used, the tie bars and the beard bars are arranged in different forms, for example, a straight tie bar can be welded between flanges of H-shaped steel, then an L-shaped beard bar is arranged on the flange close to the horizontal distribution bar, and the L-shaped beard bar is lapped with the horizontal distribution bar; the L-shaped steel bar can be directly adopted, when the L-shaped steel bar is selected, the L-shaped steel bar is equivalent to combining the L-shaped beard bar and the straight-line-shaped steel bar into one, welding amount is reduced by one time, and workload and cost are greatly saved during actual building construction.

The utility model has the advantages that: because the great general shear force wall component that is of cost of construction and preparation among the vertical component, if can be with current assembled structure shear force wall replacement for cast in situ concrete shear force wall, can the effective control construction cost to through the mode that adopts neotype prefabricated steel and concrete integrated configuration end post, let the structure frame part in advance, the end post also can act as the side form of cast in situ concrete shear force wall simultaneously, therefore whole construction speed still accords with the assembled characteristics. Simultaneously, cooperation cast in situ concrete floor or floor carrier plate will have very big quality and cost competitiveness in all kinds of assembled structural style. The structure and construction all-dimensional assembly type building solution suitable for the assembly type frame shear wall structure of the multi-story and high-rise building can solve the problem of assembly type building popularization at present.

Drawings

In order to more clearly illustrate the technical solution of the present invention, the drawings used in the description of the embodiment or the prior art will be briefly described below.

FIG. 1 is a schematic structural view of the H-shaped steel of the present invention;

FIG. 2 is a schematic view of the assembly of an H-section steel tie bar;

FIG. 3 is an assembly view of an H-section steel tie bar;

FIG. 4 is a schematic diagram of a prefabricated structure of H-shaped steel;

FIG. 5 is a schematic view of the assembly of the H-shaped steel and the shear wall body;

FIG. 6 is a schematic structural view of another embodiment of the H-shaped steel of the present invention;

FIG. 7 is an assembled view of FIG. 6;

FIG. 8 is an assembled view of FIG. 6;

FIG. 9 is a schematic view of the prefabricated construction of FIG. 7;

FIG. 10 is a schematic view showing the assembly of another embodiment of the H-beam of the present invention;

FIG. 11 is an assembly view of another embodiment of the H-beam of the present invention;

fig. 12 is a schematic view of an assembly structure of the box-shaped steel and the shear wall body according to the present invention;

fig. 13 is a schematic view of another assembly structure of the box-shaped steel and the shear wall body according to the present invention;

FIG. 14 is a schematic view of the assembled structure of FIG. 13;

FIG. 15 is a schematic view of another assembly structure of the box section steel and the shear wall body;

FIG. 16 is a schematic structural view of an H-shaped steel and a shear connector;

FIG. 17 is a schematic structural view of a cross-bar shear key aperture plate;

FIG. 18 is a schematic structural view of another embodiment of the H-shaped steel and the shear connector;

FIG. 19 is a schematic view of the prefabricated construction of FIG. 18;

fig. 20 is a schematic plan view of the shear wall structure of the present invention;

in the figure: 1. the steel-reinforced concrete elevator comprises a shear wall body, 2 horizontal distribution ribs, 3 vertical distribution ribs, 4 web plates, 5 flanges, 6 reinforcement penetrating holes, 7L-shaped tie bars, 8 shear resistant studs, 9 beard ribs, 10U-shaped steel bars, 11L-shaped beard ribs, 12I-shaped tie bars, 13 reinforcement penetrating shear resistant key hole plates, 14 reinforcement penetrating shear resistant keys, 15 head plates, 16 concrete, 17 steel main beams, 18 steel secondary beams, 19 section steel end columns, 20 elevator cabins, 21 staircases and 22 outer walls.

Detailed Description

In order to make those skilled in the art better understand the technical solutions in the present application, the technical solutions in the present application will be clearly and completely described below with reference to the embodiments.

The utility model discloses a steel-concrete composite structure frame-cast-in-place concrete shear wall structure system, including shaped steel end post and shear wall body 1, shear wall body 1 is formed by evenly welding and cast-in-place concrete double-deck horizontal distribution muscle 2 and vertical distribution muscle 3, horizontal distribution muscle 2 and vertical distribution muscle 3 link up the concrete wall body to overlap joint with the reserved reinforcing bar of shaped steel end post that sets up at shear wall body 1 both sides limit; the section steel end posts are arranged on two sides of the shear wall body 1 and are also used as edge members, the shear wall body 1 is poured on an outer wall section or a stair section or an elevator section, and the section steel end posts are H-shaped steel or box-shaped steel or channel steel; the steel section end post structure is characterized by further comprising end sealing plates 15, wherein the end sealing plates 15 are arranged at two ends of the steel section end posts and used for connecting the steel section end posts along the height direction of a building.

Wherein, the reference number 17, the steel main beam, 18, the steel secondary beam, 19, the section steel end post, 20, the elevator room, 21, the staircase room, 22, the outer wall are all shown schematically in the main structure of fig. 20.

Example one

As shown in fig. 1 to 5, when the section steel end post is H-section steel, there are different node structures when the strong axis or the weak axis of the section steel end post faces the wall body, and the H-section steel includes a web 4 and flanges 5, and the flanges 5 are welded to both sides of the web 4.

When the strong axial surface of the H-shaped steel faces the shear wall body 1, two rows of reinforcement through holes 6 are formed in the flange 5 on one side, close to the shear wall body 1, of the H-shaped steel, and the L-shaped tie bars 7 penetrate through the reinforcement through holes 6 and are welded on the inner side wall of the flange 5 on the other side in a bending section; the middle position of the flange 5 on one side is provided with a shear-resistant stud 8, the extending end of the L-shaped tie bar 7 extends out of the flange 5 and reserves a beard bar 9 lapped with the horizontal distribution bar 2, and the extending end of the L-shaped tie bar 7 is in welded connection with the bar penetrating hole 6.

The H-shaped steel end post can be transported to the site for welding and installation after being prefabricated in a factory, concrete can also be cast in the site, and during casting, the concrete is cast in the cavities on the two sides of the H-shaped steel respectively.

Example two

As shown in fig. 6-11, when the weak axis of the H-beam is facing the shear wall 1, the web 4 of the H-beam is uniformly provided with a plurality of rows of reinforcement through holes 6 on both sides close to the flanges 5, the U-beam 10 is welded to the flanges 5 on both sides through the reinforcement through holes on the web, the extending end of the U-beam 10 extends out of the web 4 and reserves the beard 9 overlapped with the horizontal distribution rib 2, and a row of shear studs 8 is arranged in the middle of the web 4.

When the weak axial surface of the H-shaped steel faces the shear wall body 1, the U-shaped steel bars 10 are welded on flanges 5 on two sides of the H-shaped steel, and the extending ends of the U-shaped steel bars are in lap joint with the horizontal distribution ribs 2 to complete assembly. At the moment, concrete needs to be poured into the cavity on one side far away from the shear wall body, and the concrete can be prefabricated in engineering and can also be poured on site.

After inserting U shaped steel muscle 10, the reinforcing bar diameter is the same with wall horizontal distribution muscle 2, and the length that stretches out the web satisfies horizontal distribution muscle overlap joint length requirement, penetrates U shaped steel muscle 10 from the non-joint side (dorsal part promptly) of end post, with 5 both sides welded connection on the edge of a wing, to the cavity concreting of dorsal side, then do not pour with wall joint side cavity, form the prefabricated filling concrete H shaped steel end post of taking hu zi muscle 9.

EXAMPLE III

As shown in fig. 12, when the section steel end post is box-shaped steel, the side walls of the box-shaped steel close to the shear wall body 1 are respectively provided with L-shaped beard ribs 11, the bent sections of the L-shaped beard ribs 11 are welded on the side walls of the box-shaped steel, the extending ends of the L-shaped beard ribs 11 are lapped with the horizontal distribution ribs 2, and the middle of the L-shaped beard ribs 11 is provided with the shear-resistant stud 8.

When the shaped steel end post was the box steel, only need this moment on the lateral wall of box steel direct welding L type beard muscle 11 can, and L type beard muscle 11 respectively in 2 overlap joints of horizontal distribution muscle one by one. And the side wall of the box-shaped steel positioned in the middle of the L-shaped beard rib 11 is provided with a shear-resistant stud 8.

In example three:

firstly, if a higher prefabrication degree is required, the field welding work is avoided, L-shaped beard ribs 11 are welded and lapped on the steel pipe in advance, and the middle part in the double-layer steel bar is provided with a shear-resistant stud. Secondly, if the wall body reinforcing steel bars can be welded on site, the horizontal distribution ribs 2 are bent and welded on the steel pipes when the wall body reinforcing steel bars can be bound on site, and finally the inner parts of the steel pipes and the shear wall body are poured together, as shown in figures 13-15, shear-resistant studs or shear-resistant studs can be selected to be used in the lapping process.

In the three embodiments, the arrangement distance of the L-shaped tie bars 7 or the U-shaped bars 10 or the L-shaped beard bars 11 is the same as the distance of the horizontal distribution ribs 2 of the shear wall body 1; and the section size of the H-shaped steel or the box-shaped steel is the same as the thickness size of the shear wall body 1.

Of course, the use and construction of the channel is similar to that of the box-type steel end post and is not illustrated here.

In the patent, a plurality of connection modes exist between the horizontal distribution ribs of the shear wall body and the connection nodes of the end columns, when the end columns adopt H-shaped steel, the connection modes can be divided into rib penetrating nodes and welding reserved rib nodes, and when the end columns adopt other forms of steel, only the welding reserved rib nodes exist; and the shear nodes may be classified as studded shear key shear nodes (i.e., shear studs 8 in embodiments 1-3) or shear bar shear key shear nodes. The following embodiments are detailed technical solutions of the shear node of the shear key of the shear bar.

Example four

Connect through wearing muscle shear key trompil board 13 between shaped steel end post and the shear wall body 1, wear muscle shear key trompil board 13 embedding shear wall body in, wear muscle shear key trompil board 13 when the assembly promptly and be located two rows of horizontal distribution muscle 2 middles, wear muscle shear key trompil board 13 and go up even a plurality of muscle holes 6 of wearing that are provided with, wear the downthehole muscle shear key 14 of wearing that is provided with of muscle.

In this patent, wear muscle shear connector has multiple mode of setting up, can adopt and directly set up shear bolt nail 8 on the edge of a wing 5 of shaped steel end post, also can set up and wear muscle shear key trompil board 13, it is provided with on the shear key trompil board 13 and wears muscle shear key 14 to wear muscle shear key. Alternatively, in the embodiment, the tendon-penetrating shear connector is preferably provided with a tendon-penetrating shear key 14 on the tendon-penetrating shear key opening plate 13, and the tendon-penetrating shear key 14 may be a bolt/a hydrant/a nail or the like welded on steel and fixed in the concrete wall.

The specific scheme is as follows: when the linear tie bars 12 are arranged, the linear tie bars 12 are welded between the two flanges 5, two rows of L-shaped beard bars 11 are arranged on the flange 5 at one side close to the shear wall body 1, and the L-shaped beard bars 11 are respectively in one-to-one lap joint with the horizontal distribution bars 2; the bar-penetrating shear key hole-opening plate 13 is arranged on the flange between two columns of L-shaped beard bars 12, and the bar-penetrating shear key 14 is perpendicular to the L-shaped beard bars 11 and does not interfere with each other.

EXAMPLE five

As shown in fig. 18 to 19, the present embodiment is a further improvement of the fourth embodiment, that is, the L-shaped beard bar 11 and the straight-shaped tie bar 12 are replaced with the L-shaped tie bar 7, so as to reduce the welding amount by one time and greatly save manpower and material resources. The specific scheme is as follows:

when the L-shaped tie bars 7 are arranged, the L-shaped tie bars 7 penetrate through the bar penetrating holes 6 in the flange 5 on one side, and the bending sections of the L-shaped tie bars are welded on the inner side wall of the flange 5 on the other side; the bar-penetrating shear key hole-opening plate 13 is arranged between two rows of bar-penetrating holes 6, and the bar-penetrating shear keys 14 are perpendicular to the L-shaped beard bars 11 and do not interfere with each other.

The benefits of the fourth and fifth embodiments are: when the steel section end column and the concrete shear wall body are poured, if no shear key (a steel bar penetrating shear key or a shear stud) exists, the shear wall body is pushed laterally when an earthquake or wind comes, because the steel surface is smooth, although the concrete is stuck after solidification, the bonding force is not enough to resist the strong interfacial force of slippage. A structural member is required to be fixed between the two and driven into the interior of the shear wall body, so that it can sufficiently resist the strong impact force of an earthquake or strong wind, and thus the building structure is strong.

EXAMPLE six

Fig. 20 is a floor plan of the present patent, and the construction method thereof is as follows:

(1) in the transportation process, the reserved extending steel bars are protected, and the reserved extending steel bars are prevented from being bent or damaged due to collision with other components;

(2) during field installation, after the first-layer frame is installed, steel bar binding operation is carried out between the end columns, and then formwork supporting operation is carried out;

(3) according to different construction schedule arrangements, the floor slab at the intersection of the shear wall is required to reserve a beard extending rib and a floor slab steel bar at the floor slab part for lap joint, if the floor slab is a gable wall or a building elevator room, reserved steel bar binding operation can be carried out, namely, wall body steel bars are bound firstly, a reserved steel bar hole is formed in the rear side die, the reserved steel bars penetrate through the reserved steel bars and then are bound with the wall body steel bars, finally, the other side die is sealed and pouring is started, and if the two sides of the wall body are provided with the floor slabs, holes in the two sides penetrate through the reserved through bars as required;

(4) the horizontal tie of the welded angle steel on the H-shaped steel end post filled with concrete is used for temporarily placing the prefabricated floor slab, if the prefabricated floor slab is a cast-in-place floor slab, the construction progress can be arranged according to the normal construction progress, and if the prefabricated floor slab is the prefabricated floor slab, the hoisting and partial wet operation of the floor slab can be started from the frame part and gradually transited to the shear wall area, so that the construction progress of the prefabricated floor slab and the shear wall area is relatively coordinated.

In this embodiment, end post and structural column hoist in advance, and the installation that directly carries out the frame roof beam after, and the concrete shear wall body that begins at this moment is pour, and the floor also can go on in step simultaneously, and the end post can not receive concrete wall body to pour the progress hoist in advance to let all the other structural component can go on with steel construction speed, avoid appearing that kind of needs of concrete shear wall can continue the condition of being under construction after waiting for the wall body drawing of patterns.

In this patent, arrange the concrete shear force wall in the outer wall side as far as possible, the purpose reduces the use of building assembled outer wall, improves the wholeness of outer wall in reduce cost, stops the fracture infiltration scheduling problem, secondly reducible and other horizontal member connected node to reduce the quantity that sets up of end post. The rest of the concrete shear walls can be mainly and intensively arranged at positions such as a building elevator room, so that cast-in-place areas are relatively concentrated as much as possible and are not too dispersed, the steel structure and a concrete construction team can be relatively separated, an assembly part and a cast-in-place part can be separated, and the construction operation efficiency is improved by reasonably arranging the construction sequence.

This patent is different with traditional concrete shear wall structure, the utility model discloses a packing concrete shaped steel end post of system is the steel construction end post that relies on reliable shear measure to be connected with the concrete wall body to concrete edge member. The structure system simultaneously bears bending shear load and is far away from a steel plate shear wall. The structural system is a steel end column and a reinforced concrete wall body, the end column is used for matching a steel structural frame and is also used as an edge member, and the wall body is mainly stressed by the concrete shear wall body with double layers of bidirectional stress/distribution ribs.

Sixthly, in the construction process, because shaped steel end post is prefabricated, process in the mill, well cloth muscle, pour H steel both sides cavity inner concrete in advance, then transport the field installation, tie up wall body reinforcing bar formwork and pour the wall body again. When the end post is installed, when the end post is spliced one section by one section along the building height direction, the joint is required to be connected between the sections, the conventional vertical bolt welding connection of the steel structure is realized in the joint, and the steel structure is different from the conventional vertical bolt welding connection, namely, the template is required to be clamped after the bolt welding connection to pour the joint. Otherwise, the column body has concrete, the node has no concrete pure steel, and the node is too weak. In this patent, therefore, there are also provided end closure plates 15 provided at both ends of the section steel end posts for connection between the section steel end posts in the building height direction. The head plate is a reinforcement measure of a construction measure additional node, and mainly has the following functions: the reinforcing and stiffening function of the lateral formworks and the nodes is realized during the prefabricated pouring.

In the embodiments described above, the entire structural system is suitable for cast-in-place floor slabs and similar cast-in-place floor decks. The structural system of the patent has a great reason for controlling the steel consumption and the cost, and the cast-in-place or similar cast-in-place floor slab has the advantage and the compatibility of the cast-in-place or similar cast-in-place floor slab is better, so the structural system is also suitable for the cast-in-place floor slab and the similar cast-in-place floor support plate.

In this patent, the choice of steel end columns is mainly determined by the structure of the main body frame, and if the main body frame columns are steel pipe columns, the steel pipe columns are also used, and if the main body frame columns are H-shaped steel or SRC structural strength or PEC-filled concrete H-shaped steel columns, the steel pipe columns are also used. Of course, blending may be permissible in certain special cases.

The advantages of the shear wall body 1 cast in the outer wall section or the stair section or the elevator section are as follows:

(1) the shear wall structure is arranged at the gable part outside the building, and the reason is as follows: firstly, construction is carried out in sequence, the construction is not inserted into internal components, the construction progress is less influenced, and the speed requirement of an assembly type is met; the outer side gable wall is generally an assembly structure system with few holes in the whole wall body and a steel structure or a PC structure, the outer wall is generally a precast concrete outer wall, building quality problems such as water leakage at a splicing gap and the like are easily caused by mass scaling, the shear wall is arranged on the outer side gable wall, the shear wall is directly cast in place and made to be free of seam, no building problem exists, and the building is more convenient to process a facade effect; the shear walls are arranged on the outer side gable walls, so that the overall anti-torsion performance of the building can be improved to a great extent, and the structural safety is improved well; and fourthly, because only one side of the outer gable faces the internal structure, the number of the steel end columns which are required to be connected with the steel frame is small, and the engineering quantity is reduced.

(2) The shear wall structure is arranged in a building elevator hoistway (core barrel) for the following reasons: firstly, as above, the elevator room of a common building is a rectangular area positioned in the middle of the whole body, is in a closed cylinder shape, and has small influence on other parts; secondly, in the same way, the elevator room of the building has few large spaces, basically, small door openings, and shear walls can be continuously arranged to provide high rigidity; the shear wall is similar to the core tube and is centrally arranged in a rectangular tube, so that greater lateral stiffness can be provided for the whole building; and fourthly, the arrangement of the gable is optimal, the core barrel is arranged, the shear walls are not required to be arranged on the core barrel in multiple layers, and the arrangement can be selected at high layers.

The beneficial effects brought by the method are as follows:

(1) the frame composed of the section steel end columns is installed before the concrete wall body, the construction speed is high, the requirement of the assembly type building construction speed is met, and the frame is not possessed by the common built-in section steel column concrete shear wall.

(2) The formwork is convenient to support, the end post is clamped by the side mold, and the end post is a natural formwork;

(3) the wall body and end column joint has simple structure, the steel bar penetrating joint is equal to a horizontal steel bar anchoring end column of a cast-in-place concrete wall body, the reserved steel bar joint is welded to ensure enough welding length, the joint is a very reliable connecting joint, and the large amount of steel bar binding operation of the original SRC type steel end column is avoided;

(4) the quality of the prefabricated H-shaped steel end column with the concrete is guaranteed;

(5) the steel structure system can be well adapted to, the end column steel rib and the shear wall are as wide as each other, so that the steel structure system has good adaptability to 200-width steel beams which are most widely applied to houses, and thick reinforced concrete layers are arranged on two sides of the SRC concealed section steel end column, so that the requirement for connection width and reduction of wall thickness cannot be met.

The described embodiments are only some, but not all embodiments of the invention. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.

Claims

1. A steel-concrete composite structure frame-cast-in-place concrete shear wall structure system is characterized by comprising a section steel end column (19) and a shear wall body (1), wherein the shear wall body (1) is formed by uniformly welding and cast-in-place concrete through double-layer horizontal distribution ribs (2) and vertical distribution ribs (3), the horizontal distribution ribs (2) and the vertical distribution ribs (3) penetrate through the concrete wall body and are in lap joint with reserved steel bars of the section steel end columns arranged on two side edges of the shear wall body (1); the profile steel end posts are arranged on two sides of the shear wall body (1) and are used as edge members, the shear wall body (1) is poured on an outer wall section or a stair section or an elevator section, and the profile steel end posts are H-shaped steel or box-shaped steel or channel steel; the steel section end post structure is characterized by further comprising end sealing plates (15), wherein the end sealing plates (15) are arranged at two ends of the steel section end post and used for connecting the steel section end post along the height direction of a building.

2. A steel-concrete composite structural frame-cast-in-place concrete shear wall structural system according to claim 1, wherein when the section steel end pillars are H-section steel, different node configurations exist when the strong or weak axis thereof faces the wall body, and the H-section steel includes a web (4) and flanges (5), and the flanges (5) are welded to both sides of the web (4).

3. The steel-concrete composite structure frame-cast-in-place concrete shear wall structure system according to claim 2, wherein when the strong axis of the H-shaped steel faces the shear wall body (1), two rows of reinforcement through holes (6) are formed in one side flange (5) close to the shear wall body (1), and the L-shaped tie bars (7) pass through the reinforcement through holes (6) and are welded to the inner side wall of the other side flange (5) at the bent sections; the middle position of one side flange (5) is provided with a shear-resistant stud (8), the extending end of the L-shaped tie bar (7) extends out of the flange (5) and is reserved with a beard bar (9) which is in lap joint with the horizontal distribution bar (2), and the extending end of the L-shaped tie bar (7) is connected with the bar penetrating hole (6) in a welding mode.

4. The steel-concrete composite structure frame-cast-in-place concrete shear wall structure system according to claim 2, wherein when the weak axis of the H-shaped steel faces the shear wall body (1), a plurality of rows of reinforcement through holes (6) are uniformly formed in the two sides of the web (4) close to the flanges (5), U-shaped steel bars (10) penetrate through the reinforcement through holes (6) in the web (4) and are welded on the flanges (5) on the two sides, the extending ends of the U-shaped steel bars (10) extend out of the web (4) and reserve beard ribs (9) overlapped with the horizontal distribution ribs (2), and a row of shear studs (8) are arranged in the middle of the web (4).

5. The steel-concrete composite structure frame-cast-in-place concrete shear wall structure system as claimed in claim 1, wherein the section steel end posts are box section steel, two rows of L-shaped beard ribs (11) are arranged on the side wall of the box section steel close to the shear wall body (1), the bent sections of the L-shaped beard ribs (11) are welded on the side wall of the box section steel, the extending ends of the L-shaped beard ribs are lapped with the horizontal distribution ribs (2), and shear resistant studs (8) are arranged in the middle positions of the two rows of L-shaped beard ribs (11).

6. The steel-concrete composite structure frame-cast-in-place concrete shear wall structure system as claimed in claim 1, wherein the section steel end columns are box-type steel, two ends of the horizontal distribution ribs (2) of the shear wall body (1) are bent, and the bent sections are welded on the side walls of the box-type steel.

7. The steel-concrete composite structural frame-cast-in-place concrete shear wall structural system according to claim 6, wherein a row of shear studs (8) is provided at a middle position of the side wall of the box-type steel.

8. A steel-concrete composite structure frame-cast-in-place concrete shear wall structure system according to any one of claims 3-5, characterized in that the arrangement intervals of the L-shaped tie bars (7) or the U-shaped bars (10) or the L-shaped beard bars (11) are respectively the same as the intervals of the horizontal distribution bars (2) of the shear wall body (1); and the section size of the H-shaped steel or the box-shaped steel is the same as the thickness size of the shear wall body (1).

9. The steel-concrete composite structure frame-cast-in-place concrete shear wall structure system according to claim 1, wherein the steel section end columns (19) are connected with the shear wall body (1) through a reinforcement-through shear key hole plate (13), the reinforcement-through shear key hole plate (13) is embedded into the shear wall body (1), namely the reinforcement-through shear key hole plate (13) is positioned between two rows of horizontal distribution ribs (2) during assembly, a plurality of reinforcement-through holes (6) are uniformly formed in the reinforcement-through shear key hole plate (13), and reinforcement-through shear keys (14) are arranged in the reinforcement-through holes (6).

10. The steel-concrete composite structure frame-cast-in-place concrete shear wall structure system of claim 9, wherein the section steel end posts are H-shaped steel, and when the strong axis of the H-shaped steel faces the shear wall body (1), a plurality of straight tie bars (12) or L-shaped tie bars (7) are uniformly arranged in the cavities at two sides of the web plate (4) at intervals;

when the straight-line-shaped tie bars (12) are arranged, the straight-line-shaped tie bars (12) are welded between two flanges (5), two rows of L-shaped beard ribs (11) are arranged on one side flange (5) close to the shear wall body (1), and the L-shaped beard ribs (11) are respectively in one-to-one lap joint with the horizontal distribution ribs (2); the bar-penetrating shear key hole-opening plate (13) is arranged on the flange (5) between the two rows of L-shaped beard bars (11), and the bar-penetrating shear key (14) is perpendicular to the L-shaped beard bars (11) and does not interfere with each other;

-when the L-shaped lashing bars (7) are arranged, the L-shaped lashing bars (7) pass through the lashing holes (6) in the flange (5) on one side, and the bent sections thereof are welded to the inner side wall of the flange (5) on the other side; the bar-penetrating shear key hole-opening plate (13) is arranged between two rows of bar-penetrating holes (6), and the bar-penetrating shear keys (14) are perpendicular to the L-shaped beard bars (11) and do not interfere with each other.