CN213953079U

CN213953079U - Defect shear force wall bilateral support underpins structure

Info

Publication number: CN213953079U
Application number: CN202022253946.2U
Authority: CN
Inventors: 不公告发明人
Original assignee: Hangzhou Angchuang Technology Co ltd
Current assignee: Hangzhou Angchuang Technology Co ltd
Priority date: 2020-10-12
Filing date: 2020-10-12
Publication date: 2021-08-13
Anticipated expiration: 2030-10-12

Abstract

The utility model relates to a double-side supporting underpinning structure of a defect shear wall, which consists of a shoulder pole steel beam, a stress piece on a beam, a steel column support and a steel reinforcement framework; the shoulder pole steel beam consists of detachable sections at two sides and a section reserved in the opening; the stress pieces on the beam are symmetrically arranged on two sides of the concrete beam through split bolts; the steel column support consists of a vertical steel column support, a horizontal steel column support, a cross connecting joint and a moving joint; the vertical steel column supports are uniformly arranged along the length direction of the shear wall at intervals, and cross-shaped connecting joints are arranged at the connecting parts of the vertical steel column supports and the horizontal steel column supports. Holes are formed below the defective layer beam and on the floor slab, the shoulder pole steel beam is placed in the hole, and then steel column support subsection installation and concrete subsection demolition are carried out, so that the construction safety of concrete demolition can be ensured; the end parts of the vertical steel column support, the horizontal steel column support and the cross-shaped connecting joint are provided with the flange plates and connected through bolts, the support mounting and dismounting efficiency is high, and the construction period is shortened.

Description

Defect shear force wall bilateral support underpins structure

Technical Field

The utility model relates to a bearing structure is consolidated in segmentation replacement of defect reinforced concrete shear wall structure, concretely relates to two side support of defect shear wall underpins structure.

Background

In the concrete pouring process, because the high-rise shear wall is large in construction scale and long in construction period, concrete needs to be conveyed for multiple times, occasionally, the strength detection of an indwelling concrete test piece is qualified, but the strength detection in the entity detection does not meet the design requirement, and for the condition that the strength difference of the middle-layer vertical shear wall of a building is large, the traditional solution method comprises four methods of dismantling and rebuilding, increasing the section, pasting a steel plate or carbon fiber cloth, or replacing inferior concrete in sections.

For a high-rise building structure, the complete dismantling causes great waste and seriously affects the construction period; the method for reinforcing the cross section is increased, so that the cross section size of the original component is increased, the use space of the structure is reduced, and the self weight is increased, so that the use function is influenced; concrete strength is difficult to quantify after the steel plate or the carbon fiber cloth are pasted for reinforcement, ductility of the reinforced member during earthquake resistance is not matched, and certain potential safety hazards exist. The method for replacing the inferior concrete in sections does not change the size, the layout and the stress mode of the shear wall, and has advanced technology, so the method becomes a preferred scheme for reinforcing the shear wall, but the inferior concrete replacement in sections needs to be carried out and underpinned in a local unloading way, the current common underpinning system comprises two types of vertical supports arranged in the shear wall, and the two types of integral underpinning systems are arranged on a defective shear wall layer and an upper layer and a lower layer which are adjacent to the defective shear wall layer, and the vertical supports arranged in the shear wall need to be reserved in the reinforced shear wall, so the construction cost is high; the integral underpinning systems arranged on the defective shear wall layer and the upper and lower adjacent layers need to cut and damage the floor slab and the beam to a certain degree, so that the construction steps are multiple, the influence on the existing structure is large, the subsequent repair operation is multiple, and the construction period is long; therefore, it is necessary to provide a new construction structure and method for replacing inferior concrete in sections, which solves the problems of high cost of replacement operation, multiple construction steps, great influence on the existing structure, and the like.

SUMMERY OF THE UTILITY MODEL

The utility model discloses an aim at replaces to current defect shear force wall segmentation and consolidates the problem that exists in the support construction, has proposed the two side support underpinnings of defect shear force wall and has traded the structure, adopts following technical scheme.

The support and replacement structure for the two sides of the defect shear wall consists of a shoulder pole steel beam, a stress piece on the beam, a steel column support and a steel reinforcement framework; the shear wall is characterized in that the shoulder pole steel beams are arranged in an upper hole below a floor beam of the defect shear wall and a lower hole above the top of the floor slab; the shoulder pole steel beam consists of detachable sections at two sides and a hole inner remaining section, and the detachable sections and the remaining section are provided with connecting end plates at the splicing surface ends and are connected with each other through bolt holes in the connecting end plates and connecting bolts; the upper stress parts of the beam are symmetrically arranged on two sides of the concrete beam through split bolts and consist of an upper end plate, a lower end plate, a near beam plate and a stiffening plate, the upper end plates of the upper stress parts of the beam side beams are in contact with the bottom of a floor slab of a floor of a defective shear wall, the near beam plate is in contact with the outer surface of the beam, the lower end plate is in contact with a shoulder pole steel beam, and a trapezoidal stiffening plate is arranged between the upper end plate and the lower end plate; the steel column support consists of a vertical steel column support, a horizontal steel column support, a cross connecting joint and a moving joint; the vertical steel column supports are uniformly arranged along the length direction of the shear wall at intervals, the joints of the upper and lower end parts of the vertical steel column supports and the shoulder pole steel beams are provided with flexible joints, and the joints of the vertical steel column supports and the horizontal steel column supports are provided with cross-shaped connecting joints; the steel bar framework is composed of original shear wall steel bars, repair steel bars and mechanical sleeves, the original shear wall steel bars are cut off at the hole, and after the concrete of the defective shear wall is removed, the mechanical sleeves and the repair steel bars are arranged at the cut-off steel bars for lengthening and repairing.

Preferably, the hole comprises an upper hole and a lower hole in the same vertical direction, and the cross section of the hole is 5-15 cm larger than that of the shoulder pole steel beam and serves as an operation space.

Preferably, the shoulder pole steel beam comprises an upper opening shoulder pole steel beam and a lower opening shoulder pole steel beam, the top of the upper opening shoulder pole steel beam is connected with a lower end plate of the upper stress member of the beam, and the bottom of the upper opening shoulder pole steel beam is connected with the adjustable head; and an expansion bolt is arranged between the bottom of the shoulder pole steel beam at the lower opening and the floor slab, and the top of the shoulder pole steel beam is connected with the movable head.

Preferably, the thicknesses of the shoulder pole steel beam indwelling section and the shear wall are the same, two ends of the shoulder pole steel beam indwelling section are respectively provided with a connecting end plate, and the replacement shear wall is placed in the replacement shear wall after micro-expansion concrete is poured.

Preferably, the height of the stress part on the beam is the height of the beam minus the height of the floor slab, and the width of the stress part on the beam is the same as the length of the flange of the shoulder pole steel beam.

Preferably, a plurality of counter-pull bolt holes are formed in the beam upper stress piece near the beam plate, and the beam upper counter-pull bolt holes are plugged by mortar after the beam upper stress piece is detached.

Preferably, the supporting interval length of the vertical steel column and the supporting length of the horizontal steel column are the same as the length of the sectional replacement defect shear wall.

Preferably, the vertical steel column supports, the horizontal steel column supports and the cross-shaped connecting joints are provided with flange plates at connecting end parts, the flange plates are evenly provided with bolt holes, and stiffening ribs are arranged between adjacent bolt holes and the steel column support column body.

Preferably, the two ends of the adjustable head are divided into a large head end and a small head end, the large head end is provided with a bolt hole connected with the shoulder pole steel beam, and the small head end is provided with a bolt hole connected with the steel column support flange.

The utility model relates to a technical scheme, the beneficial effect who compares with the conventional art is:

1. before the shear wall is dismantled, holes are formed in corresponding positions of the shear wall under the defective layer beam and the shear wall on the floor slab, the shoulder pole steel beams are placed in the hole, steel column supports are symmetrically arranged between the upper shoulder pole steel beam and the lower shoulder pole steel beam and on two sides of the shear wall, then steel column support subsection installation and concrete subsection dismantling are carried out, force can be effectively transmitted, and the construction safety of concrete dismantling can be ensured.

2. The shoulder pole girder steel includes that the section of keeping somewhere of shear wall thickness and both sides can dismantle the section, keeps somewhere the section later stage and shear wall steel bar connection and becomes whole to combine with little inflation concrete, the section can be dismantled in both sides and carry out recycle, reduces the material loss of shaped steel component, reduces construction cost.

3. The steel column supports mainly comprises vertical steel column support, horizontal steel column support, cross attach fitting and the head of living, and the steel column support height can finely tune according to the floor height, and application scope is wide, and the stability that the steel column supported has been guaranteed in the setting of assorted horizontal steel column support and cross attach fitting.

4. Vertical steel column supports, horizontal steel column supports and cross connection joint tip sets up the ring flange to connect through the bolt, the steel column supports the installation fast, supports the installation and demolishs efficiently, reduces construction cycle by a wide margin.

5. The concrete of the defective shear wall is removed in sections, and the concrete with the strength one grade higher than the original design strength is poured again after the wall is completely chiseled, so that the construction is simple, economic and reasonable, and the strength and the application requirements of the replacement shear wall can be ensured.

Drawings

FIG. 1 is a cross-sectional view of a structure of a defected shear wall double-side support underpinning structure;

FIG. 2 is a side view of a structure of a defected shear wall double-side support underpinning structure;

FIG. 3 is a schematic view of the structure of a force-bearing member on a defective shear wall mounting beam;

FIG. 4 is a schematic view of the structure of the force-bearing member on the beam;

FIG. 5 is a schematic view of the connection structure of the stressed member on the beam and the shoulder pole steel beam;

FIG. 6 is a schematic illustration of a shoulder pole steel beam splice;

FIG. 7 is a schematic view of a shoulder pole steel beam indwelling section;

FIG. 8 is a schematic view of detachable sections on both sides of a shoulder pole steel beam;

FIG. 9 is a schematic illustration of a steel column support structure;

FIG. 10 is a schematic plan view of a cruciform attachment joint;

FIG. 11 is a three-dimensional schematic view of a cruciform attachment joint;

FIG. 12 is a schematic view of a vertical steel column support structure;

FIG. 13 is a schematic view of the flexible head structure (with the small end up);

FIG. 14 is a schematic view of the loose head construction (big head end up);

FIG. 15 is a schematic view of the connection of the steel column supports to the shoulder pole steel beams;

FIG. 16 is a schematic view of the connection of steel column supports, shoulder pole steel beams, and load bearing members on the beams;

FIG. 17 is a schematic view of a shear wall opening in an embodiment;

FIG. 18 is a schematic view showing the cut-off of reinforcing bars in the opening of the shear wall in the embodiment;

FIG. 19 is a schematic view of the load bearing members of the mounting beams in the shear wall opening of the embodiment;

FIG. 20 is a schematic illustration of the underpinning of the double-sided bracing after the concrete of the defective shear wall is broken away in the example;

FIG. 21 is a schematic view of the reinforced shear wall of the embodiment with the double-sided bracing removed.

The figure is marked with: 1-floor slab, 2-beam, 3-shear wall, 31-defect shear wall, 32-replacement shear wall, 33-normal shear wall, 4-steel reinforcement skeleton, 41-original shear wall steel reinforcement, 42-beam steel reinforcement, 43-repair steel reinforcement, 5-mechanical sleeve, 6-opening, 61-upper opening, 62-lower opening, 7-shoulder beam steel reinforcement, 71-detachable section, 72-retention section, 73-connecting end plate, 8-bolt hole, 9-stress member on beam, 91-upper end plate, 92-lower end plate, 93-stiffened plate, 94-near beam plate, 95-pair bolt hole, 10-pair bolt, 11-steel column support, 111-vertical steel column support, 112-horizontal steel column support, 113-cross connecting joint, 114-flexible head, 115-flange plate, 116-stiffening rib, 12-connecting bolt, 13-micro expansion concrete, 14-mortar plugging and 15-expansion bolt.

Detailed Description

In order to deepen understanding of the present invention, the embodiments of the present invention will be described in detail below with reference to fig. 1 to 21, and the following embodiments are implemented on the premise of the technical solution of the present invention, and detailed embodiments are given, but the scope of protection of the present invention is not limited to the following embodiments.

In this embodiment, the story height is 2.8m, the strength of the normal shear wall 33 is C30, the strength of the concrete of the defective shear wall 31 does not meet the requirement, the strength grade of the concrete of the replacement shear wall 32 is C40, the upper end plate 91 and the lower end plate 92 of the connecting end plate 73 and the stress piece 9 on the beam are 10 thick steel plates, the steel column support 11 is an a30 × 2.5 steel pipe, the stiffening rib 116 is a 5 thick steel plate, the vertical support 11 comprises two sections of 1.0m vertical steel column supports 111 and one section of 0.5m cross-shaped connecting joint 113, and the size of the opening 6 is 20 × 20 cm.

With reference to fig. 1 and 2, the supporting and replacing structure for the two sides of the defective shear wall is composed of a shoulder pole steel beam 7, a stress piece 9 on the beam, a steel column support 11 and a steel reinforcement framework 4; the shoulder pole steel beam 7 is arranged in the lower upper hole 61 of the floor beam 2 and the lower hole 62 at the top of the floor slab 1 of the defect shear wall 31; the upper end plates 91 of the stress elements 9 on the two side beams of the beam 2 are in contact with the bottom of the floor slab 1 of the defected shear wall 31, the near beam plates 94 are in contact with the outer surface of the beam 2, the lower end plates 92 are in contact with the shoulder pole steel beams 7, and trapezoidal stiffening plates 93 are arranged between the upper end plates 91 and the lower end plates 92.

As shown in fig. 2, the interval length of the vertical steel column supports 111 and the length of the horizontal steel column supports 112 are the same as the length of the segmental replacement defect shear wall 31.

With reference to fig. 17 and 18, the opening 6 includes an upper opening 61 and a lower opening 62 in the same vertical direction, and the size of the cross section of the opening 6 is 5-15 cm larger than that of the shoulder pole steel beam 7 as an operation space.

With reference to fig. 6 to 8, the shoulder pole steel beam 7 is composed of detachable sections 71 on both sides and an indwelling section 72 in the opening 6, the detachable section 71 and the indwelling section 72 are provided with a connecting end plate 73 at the end of the splicing surface and are connected with each other through a bolt hole 8 on the connecting end plate 73 and a connecting bolt 12; the remaining section 72 of the shoulder pole steel beam 7 has the same thickness as the shear wall 3, two ends of the remaining section are respectively provided with a connecting end plate 73, and the replacement shear wall 32 is left in the replacement shear wall 32 after the micro-expansion concrete 13 of the replacement shear wall 32 is poured.

With reference to fig. 3, 15 and 16, the shoulder pole steel beam 7 includes an upper opening 61 shoulder pole steel beam 7 and a lower opening 62 shoulder pole steel beam 7, the top of the upper opening 61 shoulder pole steel beam 7 is connected with the lower end plate 92 of the upper stress member 9, and the bottom is connected with the loose head 114; expansion bolts 15 are arranged between the bottom of the shoulder pole steel beam 7 of the lower hole 62 and the floor slab 1, and the top is connected with the movable head 114.

Referring to fig. 4 and 5, the upper beam stress parts 9 are symmetrically arranged on two sides of the concrete beam 2 through split bolts 10 and are composed of an upper end plate 91, a lower end plate 92, a beam approaching plate 94 and a stiffening plate 93, the height of the upper beam stress part 9 is the height of the beam 2 minus the height of the floor slab 1, and the width is the same as the length of the flange of the shoulder pole steel beam 7; referring to fig. 21, a plurality of counter-pull bolt holes 95 are formed in the stress member 9 near the beam plate 94, and the counter-pull bolt holes 95 in the beam 2 are plugged with mortar 14 after the stress member 9 is removed.

As shown in fig. 9 to 12, the steel column support 11 is composed of a vertical steel column support 111, a horizontal steel column support 112, a cross connection joint 113, and a flexible joint 114; the vertical steel column supports 111 are uniformly arranged along the length direction of the shear wall 3 at intervals, the contact positions of the upper end portion and the lower end portion of the vertical steel column supports 111 and the shoulder pole steel beam 7 are provided with movable joints 114, and the joint of the vertical steel column supports 111 and the horizontal steel column supports 112 is provided with a cross connecting joint 113.

Referring to fig. 13 and 14, two ends of the movable head 114 are divided into a large end and a small end, the large end is provided with a bolt hole 8 connected with the shoulder pole steel beam 7, and the small end is provided with a bolt hole 8 connected with the steel column support 11 flange plate 115.

Referring to fig. 20 and 21, the steel reinforcement framework 4 is composed of original shear wall steel reinforcements 41, repair steel reinforcements 43 and mechanical sleeves 5, the original shear wall steel reinforcements 41 are cut off at the opening 6, and after the concrete of the defective shear wall 31 is removed, the mechanical sleeves 5 and the repair steel reinforcements 43 are arranged at the cut-off steel reinforcements for lengthening and repairing.

Referring to fig. 9 to 12, the vertical steel column supports 111, the horizontal steel column supports 112, and the cross joints 113 are provided with flanges 115 at the connecting ends, the flanges 115 are uniformly provided with bolt holes 8, and a stiffening rib 116 is provided between adjacent bolt holes 8 and the column body of the steel column support 11.

In order to achieve the structure, the construction is carried out by adopting the following construction steps: firstly, respectively opening holes 6 on a defective shear wall 31, wherein the holes comprise a lower upper hole 61 of a concrete beam 2 and a lower hole 62 at the top of a floor slab 1, a carrying pole steel beam 7 is respectively arranged in the upper hole 61 and the lower hole 62, an upper stress member 9 is arranged at the top of the carrying pole steel beam 7 at the upper hole 61 and is fixed with the carrying pole steel beam 7 through a connecting bolt 12, and the carrying pole steel beam 7 at the lower hole 62 is fixed with the floor slab 1 through an expansion bolt 15; steel column supports 11 are arranged between the upper carrying pole steel beam 7 and the lower carrying pole steel beam 7, and horizontal steel column supports 112 are arranged between the vertical steel column supports 111 at the positions of cross-shaped connecting joints 113, so that a double-side supporting underpinning system of the defect shear wall 31 is formed; and then, the defective shear wall 31 is broken in sections, the repair steel bars 43 and the mechanical sleeves 5 are adopted at the opening 6 for steel bar restoration, the shear wall 3 is erected for pouring a template and high-grade micro-expansion concrete 13 is poured, replacement of the defective shear wall 31 is completed in sections, finally, the vertical steel column supports 11, the stress members 9 on the beam and the detachable sections 71 on two sides of the shoulder pole steel beam 7 are removed, and the split bolt holes 95 on the beam 2 are plugged 14 by adopting mortar.

The above embodiments are only used for explaining the technical idea of the present invention, not for the limitation of the protection of the right of the present invention, and all the modifications that are insubstantial to the present invention are carried out by using this idea, all fall into the protection scope of the present invention.

Claims

1. The supporting and replacing structure for the two sides of the defect shear wall comprises a carrying pole steel beam (7), a stress piece (9) on the beam, a steel column support (11) and a steel reinforcement framework (4); the steel beam with the carrying poles (7) is arranged in a lower upper hole (61) of a floor concrete beam (2) of a defect shear wall (31) and a lower hole (62) at the top of a floor slab (1); the shoulder pole steel beam (7) consists of detachable sections (71) on two sides and an internal remaining section (72) of the opening (6), wherein the detachable sections (71) and the remaining section (72) are provided with connecting end plates (73) at the splicing surface ends and are connected with connecting bolts (12) through bolt holes (8) in the connecting end plates (73); the upper stress parts (9) of the beam are symmetrically arranged on two sides of the concrete beam (2) through split bolts (10) and consist of an upper end plate (91), a lower end plate (92), a near beam plate (94) and a stiffening plate (93), the upper end plates (91) of the stress parts (9) on two side beams of the beam (2) are contacted with the bottom of a floor slab (1) of a defective shear wall (31), the near beam plate (94) is contacted with the outer surface of the beam (2), the lower end plate (92) is contacted with a shoulder pole steel beam (7), and a trapezoidal stiffening plate (93) is arranged between the upper end plate (91) and the lower end plate (92); the steel column support (11) consists of a vertical steel column support (111), a horizontal steel column support (112), a cross connecting joint (113) and a movable joint (114); the vertical steel column supports (111) are uniformly arranged along the length direction of the shear wall (3) at intervals, the joints of the upper and lower end parts of the vertical steel column supports (111) and the shoulder pole steel beams (7) are provided with flexible joints (114), and the joints of the vertical steel column supports (111) and the horizontal steel column supports (112) are provided with cross connecting joints (113); the steel bar framework (4) is composed of original shear wall steel bars (41), repair steel bars (43) and mechanical sleeves (5), the original shear wall steel bars (41) are cut off at the opening (6), and after the concrete of the defect shear wall (31) is removed, the mechanical sleeves (5) and the repair steel bars (43) are arranged at the cut-off steel bars for lengthening and repairing.

2. The double-side supporting underpinning structure for the defected shear wall according to claim 1, wherein the hole (6) comprises an upper hole (61) and a lower hole (62) in the same vertical direction, and the cross section size of the hole (6) is 5-15 cm larger than that of the shoulder pole steel beam (7) to serve as an operation space.

3. The double-side supporting underpinning structure of the defected shear wall according to claim 1, wherein the shoulder pole steel beam (7) comprises an upper opening (61), a shoulder pole steel beam (7) and a lower opening (62), the top of the upper opening (61), the shoulder pole steel beam (7) is connected with a lower end plate (92) of an upper stress member (9) of the beam, and the bottom of the upper opening is connected with a swivel head (114); an expansion bolt (15) is arranged between the bottom of the shoulder pole steel beam (7) of the lower opening (62) and the floor slab (1), and the top of the expansion bolt is connected with the flexible joint (114).

4. The double-side supporting underpinning structure for the defected shear wall as claimed in claim 1, wherein the remaining section (72) of the shoulder pole steel beam (7) has the same thickness as that of the shear wall (3), two ends of the remaining section are respectively provided with a connecting end plate (73), and the replacement shear wall (32) is left in the replacement shear wall (32) after the micro-expansion concrete (13) of the replacement shear wall (32) is poured.

5. The double-side supporting underpinning structure of the defected shear wall according to claim 1, wherein the height of the stress part (9) on the beam is the height of the beam (2) minus the height of the floor (1), and the width of the stress part is the same as the length of the flange of the shoulder pole steel beam (7).

6. The double-side supporting underpinning structure for the defected shear wall according to claim 1, wherein a plurality of counter-pulling bolt holes (95) are formed in the stress element (9) on the beam near the beam plate (94), and the counter-pulling bolt holes (95) on the beam (2) are sealed (14) by mortar after the stress element (9) on the beam is removed.

7. The double-side support underpinning structure for the defected shear wall as claimed in claim 1, wherein the vertical steel column supports (111) have the same interval length and the horizontal steel column supports (112) have the same length as that of the segmental replacement defected shear wall (31).

8. The double-side supporting underpinning structure for the defected shear wall as claimed in claim 1, wherein the vertical steel column supports (111), the horizontal steel column supports (112) and the cross-shaped connecting joints (113) are provided with flanges (115) at the connecting ends, the flanges (115) are uniformly provided with bolt holes (8), and stiffening ribs (116) are arranged between adjacent bolt holes (8) and the column body of the steel column support (11).

9. The double-side supporting and underpinning structure for the defected shear wall as claimed in claim 1, wherein the two ends of the movable head (114) are divided into a large end and a small end, the large end is provided with a bolt hole (8) connected with the shoulder pole steel beam (7), and the small end is provided with a bolt hole (8) connected with a flange plate (115) of the steel column support (11).