Exterior wall pouring formwork erecting structure at joint of cast-in-place concrete shear wall

Abstract

The utility model discloses an outer wall pouring formwork erecting structure at the joint of a cast-in-place concrete shear wall. The problem that formwork expansion and slurry leakage phenomena are prone to occurring at the joint of the shear wall due to the fact that an outer side formwork is uneven in stress is solved. T-shaped embedded bolts (11) and conical thread sleeves (12) which are connected together are embedded in the lower-layer outer wall (1), overhanging screws (13) overhanging outwards are connected to the conical thread sleeves (12), the first distance (L1) between the T-shaped embedded bolts (11) and the top end face of the lower-layer floor plate (2) is 100-150 mm, the T-shaped embedded bolts (11) and the conical thread sleeves (12) are embedded in the lower-layer outer wall (1) in the horizontal longitudinal direction at equal intervals, and the overhanging screws (13) are connected to the conical thread sleeves (12). The distance between every two adjacent T-shaped embedded bolts is 500 mm. An outer side template (4) of the layer of pre-cast outer wall is arranged on the overhanging screw rod (13); and the probability of slurry leakage and slab staggering at interlayer stubbles of concrete pouring is greatly reduced.

Description

Technical Field

[0001] The utility model relates to a cast-in-place concrete shear wall casting template, in particular to a cast-in-place concrete shear wall joint external wall casting template supporting structure and a supporting method thereof. Background Art

[0002] In the concrete pouring construction of the main body of a shear wall high-rise building, the site generally adopts a layered integral pouring method; after the integral pouring of the concrete of the next floor is completed, the concrete pouring formwork of the current floor is set up on it, and the supporting method of the external wall formwork of the current floor is: first install the inner formwork of the external wall on the floor slab, and then connect and reinforce the outer formwork of the external wall with the inner formwork through tension bolts, square wood, steel pipe lead wire, etc.; because the outer formwork at the floor joint has no bottom support and is in a suspended state, the outer formwork is only supported by tension bolts The lateral tension is fixed, and the entire external wall casting template is unevenly stressed. The wooden slats outside the external template are deformed during the pulling process, which directly causes the bottom of the external template to rise. During the concrete pouring process, the bottom expands and leaks, causing the external wall surface to be misaligned, which not only affects the visual quality of the main structure, but also increases the secondary repair cost and plastering work volume in the later stage. In order to overcome the above defects, the prior art has measures to lengthen the external template of the shear wall external wall, that is, to extend the lower end of the external template of the shear wall external wall to the bottom of the lower floor slab that has been poured, so that the inner side of the lower end of the external template is close to the lower floor slab that has been poured. The outer surface of the shear wall of the lower floor that has been poured has been fitted, but the following problems exist during on-site operation: (1) Since the outer formwork is fixed with the inner formwork by transverse tension bolts, if the lower extension section of the outer formwork is too long, the lateral fastening force of the lower extension section formwork is insufficient, and the root expansion phenomenon of the extension section formwork is prone to occur during the subsequent concrete pouring. In addition, the excessively long lower extension section formwork also increases the cost of formwork materials; (2) If the lower extension section of the outer formwork is too small, the top of the poured floor slab is often uneven, and there is a possibility that the lower end of the outer formwork is uneven with the inner formwork. The outer wall surface of the shear wall that has been cast in the lower layer is not tightly connected, especially as the formwork is worn out, leakage is prone to occur at the joints. How to control the lower extension of the outer formwork to overcome the above two problems is the first problem that needs to be solved on site; the bottom of the outer formwork of the exterior wall in the prior art is not firmly reinforced, and the tension transmission of the tension bolts on the outer formwork is uneven, which is the main reason for the expansion of the formwork and leakage at the joints of the shear wall. How to change the existing force mode of the outer formwork so that the entire outer formwork is evenly stressed has become a topic that needs to be studied on site. Summary of the invention

[0003] The utility model provides a supporting structure for external wall casting formwork at the joint of a cast-in-place concrete shear wall, which solves the technical problem that uneven force on the external formwork easily leads to formwork expansion and slurry leakage at the joint of the shear wall.

[0004] The utility model solves the above technical problems through the following technical solutions:

[0005] A cast-in-place concrete shear wall joint external wall casting template support structure, comprising a cast lower external wall and a cast lower floor slab, an inner template of the precast external wall of this layer is arranged on the lower floor slab, a T-shaped embedded bolt and a conical screw sleeve connected together are pre-embedded in the lower external wall, an outer end elevation of the conical screw sleeve is arranged on the outer elevation of the lower external wall, a cantilevered screw rod cantilevered outward is connected to the conical screw sleeve, a first spacing L1 between the T-shaped embedded bolt and the top end surface of the lower floor slab is 100-150 mm, and on the lower external wall, along the horizontal and longitudinal directions T-shaped embedded bolts and conical screw sleeves are embedded at equal intervals, and the spacing between two adjacent T-shaped embedded bolts is 500 mm; the outer formwork of the precast exterior wall of this layer is arranged on the cantilever screw rod; outer vertical square timbers are arranged at intervals on the outer facade of the outer formwork, and the bottom ends of the outer vertical square timbers extend to the bottom of the cantilever screw rod, and the outer ends of the cantilever screw rods pass through the outer vertical square timbers, a pair of bottom longitudinal steel pipes and the bottom butterfly clips in sequence, and are screwed together with the bottom fixing nut, the bottom butterfly clips are connected to the pair of bottom longitudinal steel pipes, and the pair of bottom longitudinal steel pipes are abutted against the outer vertical square timbers.

[0006] The second spacing L2 between the bottom end of the outer vertical square timber and the cantilever screw is 50 mm; the inner vertical square timber is arranged on the outer facade of the inner formwork, the inner lower longitudinal steel pipe is arranged at the lower end of the outer side surface of the inner vertical square timber, the outer lower longitudinal steel pipe is arranged at the lower end of the outer side surface of the outer vertical square timber, an inner support rod is arranged between the inner formwork and the outer formwork, a lower tension bolt is arranged between the inner lower longitudinal steel pipe and the outer lower longitudinal steel pipe, and the third spacing L3 between the lower tension bolt and the cantilever screw is 400 mm; a sealing gasket is arranged between the lower inner surface of the outer formwork and the outer facade of the lower outer wall.

[0007] The utility model improves the verticality and flatness of the joints of the outer wall casting of the shear wall, greatly reduces the probability of leakage and misalignment at the joints between layers of concrete casting, and reduces the secondary repair costs and plastering work volume of the shear wall in the later stage. BRIEF DESCRIPTION OF THE DRAWINGS

[0008] Figure 1 It is a structural schematic diagram of the utility model. DETAILED DESCRIPTION

[0009] The utility model is described in detail below with reference to the accompanying drawings:

[0010] A cast-in-place concrete shear wall joint external wall casting template support structure, comprising a lower external wall 1 that has been cast and a lower floor slab 2 that has been cast. Since the cast-in-place concrete of a high-rise building is cast in layers as a whole, after the lower main structure is cast, the concrete casting template of this layer is set up, and the inner side template 3 of the precast external wall of this layer is set on the lower floor slab 2. A T-shaped embedded bolt 11 and a conical screw sleeve 12 connected together are pre-embedded in the lower external wall 1, and the outer end elevation of the conical screw sleeve 12 is set on the outer side of the lower external wall 1 On the facade, the T-shaped embedded bolts 11 and the conical screw sleeves 12 are embedded in the lower outer wall 1 when the lower main structure concrete is poured. The T-shaped embedded bolts 11 and the conical screw sleeves 12 are embedded in the horizontal direction, and the first spacing L1 between the T-shaped embedded bolts 11 and the top surface of the lower floor slab 2 is 100-150 mm. On the lower outer wall 1, along the horizontal longitudinal direction, T-shaped embedded bolts 11 and conical screw sleeves 12 are embedded at equal intervals, and the spacing between two adjacent T-shaped embedded bolts 11 is 500 mm; connect the cantilever screw 13 Into the pre-buried conical screw sleeve 12, a row of cantilever screws 13 is constructed on the lower outer wall 1, and the row of cantilever screws 13 constructs a support system for the outer formwork 4 of the precast outer wall of this layer, and the outer formwork 4 of the precast outer wall of this layer is arranged on the cantilever screw 13; outer vertical square timbers 7 are arranged at intervals on the outer facade of the outer formwork 4, and the bottom ends of the outer vertical square timbers 7 extend to the bottom of the cantilever screw 13, and the outer ends of the cantilever screws 13 pass through the outer vertical square timbers 7, a pair of bottom longitudinal steel pipes 16 and the bottom butterfly clamp 14 in sequence, and then The bottom fixing nut 15 is screwed together, and the bottom butterfly clip is connected to a pair of bottom longitudinal steel pipes 16. The pair of bottom longitudinal steel pipes 16 are abutted against the outer vertical square wood 7. By tightening the bottom fixing nut 15, the tightening force passes through the bottom butterfly clip 14, the pair of bottom longitudinal steel pipes 16 and the bottom end of the outer vertical square wood 7 in turn, and the outer formwork 4 is pressed against the outer facade of the lower outer wall 1, thereby providing sufficient tightening force for the outer formwork 4 to counteract the impact force of concrete poured in this layer later, and avoid leakage at the bottom end of the outer formwork 4.

[0011] The second spacing L2 between the bottom end of the outer vertical square wood 7 and the cantilever screw 13 is 50 mm to ensure the stability of the bottom end fastening force; the inner vertical square wood 5 is arranged on the outer facade of the inner formwork 3, the inner lower end longitudinal steel pipe 6 is arranged at the lower end of the outer side surface of the inner vertical square wood 5, the outer lower end longitudinal steel pipe 8 is arranged at the lower end of the outer side surface of the outer vertical square wood 7, the inner support rod 9 is arranged between the inner formwork 3 and the outer formwork 4, the lower end tension bolt 10 is arranged between the inner lower end longitudinal steel pipe 6 and the outer lower end longitudinal steel pipe 8, and the third spacing L3 between the lower end tension bolt 10 and the cantilever screw 13 is 400 mm; The fixing method of the formwork system of the precast exterior wall of this layer is the same as that of the conventional formwork system. The difference is that the spacing between the position of the lower end tension bolt 10 in the formwork fixing system and the cantilever screw 13 of the utility model is maintained at 400-500 mm, and the spacing between two adjacent T-shaped embedded bolts 11 is 500 mm, thereby constructing a uniform reinforcement force system for the casting formwork of this layer of exterior wall, so that each tension screw transmits force evenly and avoids deformation of the wall formwork; a sealing gasket 17 is arranged between the inner surface of the lower end of the outer formwork 4 and the outer facade of the lower exterior wall 1 to further enhance the sealing effect of the bottom of the formwork.

[0012] The support of the exterior wall formwork belongs to the edge operation, and the operating space provided by the external frame is relatively limited. Since the traditional exterior wall formwork has no support point at the bottom, it mainly relies on the cooperation of operators inside and outside the shear wall. The installation needs to bear a large self-weight of the formwork, which has the disadvantages of high labor intensity and many safety hazards. The utility model connects the cantilever bolts to the embedded bolts, which well solves the problem of no support at the bottom when the exterior wall formwork is installed. At the same time, the embedded and cantilever bolts also play a role in tightening the bottom end of the exterior formwork.

Claims

1. A structure for supporting an external wall casting formwork at a joint of a cast-in-place concrete shear wall, comprising a lower external wall (1) that has been cast and a lower floor slab (2) that has been cast, an inner formwork (3) of a precast external wall of the current layer being arranged on the lower floor slab (2), and characterized in that: A T-shaped embedded bolt (11) and a conical screw sleeve (12) connected together are embedded in the lower outer wall (1). The outer end elevation of the conical screw sleeve (12) is arranged on the outer elevation of the lower outer wall (1). A cantilevered screw rod (13) cantilevered outward is connected to the conical screw sleeve (12). The distance (L1) between the T-shaped embedded bolt (11) and the top surface of the lower floor slab (2) is 100-150 mm. In the lower outer wall (1), the T-shaped embedded bolts (11) and the conical screw sleeves (12) are embedded at equal intervals in the horizontal longitudinal direction. The spacing between two adjacent T-shaped embedded bolts (11) is 500 mm. millimeters; an outer formwork (4) of the precast outer wall of this layer is arranged on the cantilever screw (13); outer vertical square timbers (7) are arranged at intervals on the outer facade of the outer formwork (4), and the bottom ends of the outer vertical square timbers (7) extend to the bottom of the cantilever screw (13); the outer ends of the cantilever screw (13) pass through the outer vertical square timbers (7), a pair of bottom longitudinal steel pipes (16) and the bottom butterfly clamp (14) in sequence, and are screwed together with the bottom fixing nut (15), and the bottom butterfly clamp is buckled on the pair of bottom longitudinal steel pipes (16), and the pair of bottom longitudinal steel pipes (16) are abutted on the outer vertical square timber (7).

2. The external wall casting formwork support structure at the joint of a cast-in-place concrete shear wall according to claim 1, characterized in that: The second spacing (L2) between the bottom end of the outer vertical square timber (7) and the cantilever screw rod (13) is 50 mm; an inner vertical square timber (5) is arranged on the outer facade of the inner formwork (3); an inner lower longitudinal steel pipe (6) is arranged at the lower end of the outer side surface of the inner vertical square timber (5); an outer lower longitudinal steel pipe (8) is arranged at the lower end of the outer side surface of the outer vertical square timber (7); an inner support rod (9) is arranged between the inner formwork (3) and the outer formwork (4); a lower tension bolt (10) is arranged between the inner lower longitudinal steel pipe (6) and the outer lower longitudinal steel pipe (8); and a third spacing (L3) between the lower tension bolt (10) and the cantilever screw rod (13) is 400 mm; a sealing gasket (17) is arranged between the lower inner surface of the outer formwork (4) and the outer facade of the lower outer wall (1).

Images