CN217053024U

CN217053024U - Hanger method anticollision wall template

Info

Publication number: CN217053024U
Application number: CN202121463777.3U
Authority: CN
Inventors: 潘淡浓; 俞海波; 庄国强; 傅珺; 鲍廉梵; 蔡晓瑛
Original assignee: Hongrun Construction Group Co Ltd
Current assignee: Hongrun Construction Group Co Ltd
Priority date: 2021-06-30
Filing date: 2021-06-30
Publication date: 2022-07-26
Anticipated expiration: 2031-06-30

Abstract

The utility model provides a gallows method anticollision wall template, utilizes the bearing structure of case roof beam flange board as the anticollision wall concrete, reserves the hole on the flange board, and the bolt passes preformed hole fixed platform support, adopts doublet 80mm channel-section steel and additional strengthening as the platform support, founds the anticollision wall external mold on the platform support, adopts mobilizable basket dolly of hanging as manual operation platform, and mounting platform support and founding the external mold adopt conventional method to found the anticollision wall centre form, pour the concrete between the internal and external molds.

Description

Hanger method anticollision wall template

Technical Field

The utility model relates to a bridge overpass anticollision wall template.

Background

When a common viaduct anti-collision wall formwork is used for erecting a formwork, a steel pipe scaffold and a concrete bearing support need to be erected below the formwork, so that the labor for erecting and disassembling the steel pipe scaffold and the bearing support is needed, a considerable amount of steel pipes need to be leased, and when a river, a road or other obstacles exist below an anti-collision wall, the steel pipe scaffold and the concrete bearing support cannot be erected.

Disclosure of Invention

The technical problem to be solved by the invention is as follows: the special anti-collision wall template is designed, so that the weight of poured concrete is completely born by a box girder flange plate, meanwhile, the movable hanging basket is adopted, workers operate the vertical outer template in the hanging basket, profile steel is welded on the tops of the inner and outer templates, split bolts are adopted for split, the template self system is adopted to support the inner and outer templates at the bottom of the template, then concrete is poured in the template, and the concrete pouring of the anti-collision wall without the bearing frame is realized.

The technical scheme adopted by the invention for solving the technical problems is as follows: the method comprises the steps of utilizing a box girder flange plate as a bearing structure of anti-collision wall concrete, reserving holes on the flange plate, enabling bolts to penetrate through reserved holes to fix a platform support, adopting a double-spliced 80mm channel steel and a reinforcing structure as the platform support, erecting an anti-collision wall external mold on the platform support, adopting a movable hanging basket trolley as a manual operation platform, installing the platform support and erecting the external mold, erecting an anti-collision wall internal mold by adopting a conventional method, and pouring concrete between the internal mold and the external mold.

Compared with the prior art, the invention has the advantages that: the weight when pouring concrete is all born by box girder flange board, adopts portable string basket simultaneously, and the workman operates the vertical template in hanging the basket, consequently need not set up the bearing support of steel pipe scaffold frame and concrete, practices thrift artifical and the lease expense of steel pipe, has practiced thrift the cost.

Drawings

FIG. 1 is a schematic view of the present invention of a platform support mounted using a mobile pannier.

FIG. 2 is a schematic diagram of the mobile cradle car of the present invention.

Fig. 3 is a schematic cross-sectional view of the hanger method impact wall form of the present invention.

Fig. 4-1 is a bottom view of the platform bracket of the present invention.

Fig. 4-2 are side views of the platform support of the present invention.

FIG. 5 is a detailed view of the bolt node of the present invention.

Fig. 6-1 is a top view of a platform support reinforcing structure of the present invention.

Fig. 6-2 are side views of the platform support reinforcing structure of the present invention.

Fig. 6-3 are cross-sectional views of the platform support reinforcing structure of the present invention.

Detailed Description

The present invention is described in further detail below with reference to the drawings.

FIG. 1 is a schematic view of a mounting platform bracket utilizing a movable hanging basket according to the present invention. The outer frame (1) of the movable hanging basket is made of phi 20 round steel, welding rods with 4-shaped heads are used for welding between the round steel, and the rest are made of phi 16 round steel (2). The top of the hanging basket adopts a steel pipe (3) with the diameter of 48 multiplied by 3.0mm and a channel steel (12) with the diameter of 80mm as an overhanging bracket, and the movable hanging basket is directly hung on the overhanging bracket of the movable trolley. The hanging basket is 1200mm in height and 700mm in width. The trolley is 1200mm wide and 1000mm high, and a solid tyre (5) with the diameter of 650mm is adopted. The total length of the trolley beam (12) is 3000mm, and the length of the cantilever is 1800 mm. 750kg of balance weight (6) is arranged on one side of the trolley to prevent the trolley from overturning during hoisting. The platform support (7) is manually installed by adopting a movable hanging basket, the platform support (7) is fixed on a flange plate (11) of a box girder (10) by bolts (8) and (9), and a reinforcing structure of the platform support is arranged between the platform support (7) and the flange plate (11) of the box girder.

FIG. 2 is a schematic diagram of the mobile cradle car of the invention. The movable cradle trolley frame (13) is formed by welding 80mm channel steel, and the top trolley beam (12) is also formed by welding 80mm channel steel and is connected with the trolley frame (13) in a welding mode. The distance between the two trolley beams (12) is 600mm, the trolleys adopt solid tires (5) with the diameter of 650mm, and the center distance is 900 mm. The weight of the trolley is 750 kg.

Fig. 3 is a schematic cross-sectional view of the hanger method impact wall form of the present invention. Crashproof wall template panel (13) adopt thickness to be 6 mm's steel sheet, and the welding has vertical strengthening rib (14) and the channel-section steel strengthening rib (15) of 100mm that width is 80mm thickness 10mm in the outside of panel, and the horizontal interval of vertical strengthening rib (14) that the width is 80mm thickness 10mm is 250mm, and the horizontal interval of the channel-section steel strengthening rib (15) of 100mm is 750 mm. The outer side of the panel is welded with a transverse reinforcing rib (16) with the width of 80mm and the thickness of 6mm, and the vertical interval is about 325 mm. 80mm channel steel (17) and phi 48 multiplied by 3.0mm steel pipes (18) are welded on the inner and outer templates at the top of the anti-collision wall template, a split bolt (19) is used between the 80mm channel steel (17) at the top of the inner and outer templates to control the distance between the inner and outer templates, and an outer nut (20) of the split bolt is used for preventing the inner and outer templates from moving outwards, so that the size of the concrete structure of the anti-collision wall is prevented from being increased; the internal nut of split bolt is used for preventing inside side shift of interior outer template, avoids crashproof wall concrete structure size to diminish. When concrete is paved on the top of a box girder, reinforcing steel bars (55) with the diameter of 16mm are pre-buried in the concrete, steel pipes (25) with the diameter of 48 multiplied by 3.0mm and the reinforcing steel bars (55) with the diameter of 16mm are welded and connected along the bridge direction, the upper ends of steel pipe inclined struts (24) with the diameter of 48 multiplied by 3.0mm are connected with steel pipes (18) with the diameter of 48 multiplied by 3.0mm on the top of an inner template through fasteners, the lower ends of the steel pipe inclined struts (24) with the diameter of 48 multiplied by 3.0mm are connected with the steel pipes (55) with the diameter of 48 multiplied by 3.0mm on the paved concrete through fasteners, the top of the template is prevented from integrally moving, and the distance between the steel pipe inclined struts (24) with the diameter of 48 multiplied by 3.0mm is 500 mm. The bottom of the inner template is also reinforced by steel pipes (23) with the diameter of 48 multiplied by 3.0mm and a jacking (26), one end of the steel pipe is connected with the steel pipe (55) with the diameter of 48 multiplied by 3.0mm on the paved concrete by a fastener, and the other end of the steel pipe props against the bottom of the inner template by the jacking (26) to prevent the whole bottom of the template from moving. A support (27) is used to support the outer form and the platform (30) for controlling the elevation of the form. After the installation of anticollision wall exterior sheathing, between exterior sheathing and case roof beam flange board (11), 5mm steel plate (28) are welded in the bottom of exterior sheathing for leak when preventing to pour concrete and guarantee that anticollision wall overall dimension satisfies the designing requirement. The platform support (30) is connected with the box girder flange plates (11) through bolts (8) and (9), the bolts penetrate through the flange plates (11) of the box girder, and the flange plates and the platform support are fixed through a reinforcing structure (29). The outer bolt is made of phi 25 round steel (8), and the inner bolt is made of phi 16 round steel (9). The platform support (30) adopts 80mm channel steel, and the distance between the split bolts (8) and (9) and the platform support (30) along the bridge direction is 900 mm. The platform support outside is railing (31), and the pull rod height is 1300mm, sets up two railing (31) in the high scope, and the railing all adopts 48 x 3.0 mm's of phi steel pipe, and the vertical interval of horizontal railing is 600 mm. The outer side of the platform support is provided with a sidewalk platform (32), square timber (33) is paved between the platform supports (30), and a wood board (32) is paved on the square timber (33) to be used as the sidewalk platform (32). And 80mm channel steel (34) is welded on the support platform (30) on the inner side of the sidewalk platform (32), and a supporting pad (35) is filled between the 80mm channel steel (34) and the outer template of the anti-collision wall, so that the bottom of the outer template is prevented from outwards displacing when concrete is poured. Nuts at two ends of the bolts phi 25 round steel (8) and phi 16 round steel (9) must be screwed, so that enough friction force is generated between the platform support (30) and the box girder flange plate concrete (11) to prevent the outer template of the anti-collision wall from moving when the concrete is poured.

Fig. 4-1 is a bottom view of the platform bracket of the present invention. The platform support adopts a double-spliced 80mm channel steel (41). The inner side of the sidewalk platform is welded with a channel steel (42) of 80mm, the length of a platform support is 1650mm, and the distance between an inner bolt and an outer bolt is 375 mm. The clear distance between two 80mm channel steel of the platform support is 35mm, a bolt backing plate (45) is welded below the support, the size is 150mm multiplied by 150 multiplied by 15mm, and a long circular hole is formed in the upper surface. The bolt hole of phi 25 round steel is a long circular hole (43) of 40 multiplied by 35mm, and the bolt hole of phi 16 round steel is a long circular hole (44) of 100 multiplied by 18 mm.

Fig. 4-2 is a side view of the platform support of the present invention. The platform support adopts a double-spliced 80mm channel steel (41). And a channel steel (42) with the thickness of 80mm is welded on the inner side of the sidewalk platform. The clear distance between two 80mm channel steel of the platform support is 35mm, a bolt backing plate (45) is welded below the support, the size is 150mm multiplied by 150 multiplied by 15mm, and a long circular hole is formed in the upper surface. The hole of the bolt (8) of the phi 25 round steel is a circular hole (43) with the length of 40 mm multiplied by 35mm, and the hole of the bolt (9) of the phi 16 round steel is a circular hole (44) with the length of 100mm multiplied by 18 mm.

Fig. 5 is a detailed view of the bolt node of the present invention. Nuts (35) and backing plates (37) are arranged at the tops of the bolts (8) and (9), and PVC pipes (39) with the diameter larger than that of the bolts are pre-buried in concrete when the box girder flange plate concrete (40) is poured.

Fig. 6-1 is a top view of a platform support reinforcing structure of the present invention. Platform support additional strengthening adopts monolithic 80mm channel-section steel, and top channel-section steel (48) face sets up downwards, and the bottom of case roof beam flange board is hugged closely at the back. And the middle part of a web plate of the top channel steel is provided with oblong holes (51) and (52) with the size and the size intervals same as those of the oblong holes on the bolt backing plate below the platform bracket. The reinforcing structure is welded with the platform.

Fig. 6-2 is a side view of a platform support reinforcing structure of the present invention. Platform support additional strengthening adopts the monolithic 80mm channel-section steel, and top channel-section steel (48) face sets up downwards, and the bottom of case roof beam flange board is hugged closely at the top, welded connection between bottom and the platform.

Fig. 6-3 are cross-sectional views of the reinforcing structure of the platform support of the present invention. The platform support adopts double-spliced 80mm channel steel (41), a bolt backing plate (45) is welded below the support, the size is 150mm multiplied by 15mm, and a long circular hole is formed in the upper surface. The hole of the bolt (8) of phi 25 round steel is a long circular hole (43) of 40 multiplied by 35mm, and the hole of the bolt (9) of phi 16 round steel is a long circular hole (44) of 100 multiplied by 18 mm. Platform support additional strengthening adopts the monolithic 80mm channel-section steel, and top channel-section steel (48) face sets up downwards, and the bottom of case roof beam flange board is hugged closely at the back. And the middle part of a web plate of the top channel steel is provided with oblong holes (51) and (52), and the size spacing of the oblong holes are the same as those of oblong holes (43) and (44) on bolt backing plates below the platform support.

Claims

1. The utility model provides a gallows method anticollision wall template which characterized in that: the anti-collision wall formwork panel is made of a steel plate with the thickness of 6 mm;

vertical reinforcing ribs with the width of 80mm and the thickness of 10mm and channel steel reinforcing ribs with the thickness of 100mm are welded on the outer side of the panel, the transverse spacing between the vertical reinforcing ribs with the width of 80mm and the thickness of 10mm is 250mm, and the transverse spacing between the channel steel reinforcing ribs with the thickness of 100mm is 750 mm;

transverse reinforcing ribs with the width of 80mm and the thickness of 6mm are welded on the outer side of the panel, and the vertical distance is 325 mm; channel steel and steel pipes are welded on the inner template and the outer template at the top of the anti-collision wall template, and the distance between the inner template and the outer template is controlled by split bolts between the channel steel;

the movable cradle trolley is used as a manual operation platform, a platform support and an outer vertical mold are installed, an inner anti-collision wall mold is erected by adopting a conventional method, and concrete is poured between the inner mold and the outer mold.

2. The hanger method impact wall form as claimed in claim 1, wherein: the platform support is connected with the box girder flange plate through bolts, the bolts penetrate through the flange plate of the box girder, and the flange plate and the platform support are fixed through a reinforcing structure;

the platform support adopts 80mm channel steel, and the distance between the split bolt and the platform support along the bridge direction is 900 mm;

the platform support outside is the railing, and the pull rod height is 1300mm, sets up two railings in the high scope, and the railing all adopts 48 x 3.0 mm's of phi steel pipe, and horizontal railing vertical interval is 600 mm.

3. The hanger method impact wall form as claimed in claim 1, wherein: the outer frame of the movable hanging basket is made of phi 20 round steel, the round steel is welded by using a 4-shaped welding rod, and the rest are made of phi 16 round steel;

the top of the hanging basket adopts a steel pipe with the diameter of 48 mm multiplied by 3.0mm and a channel steel with the diameter of 80mm as an overhanging bracket, and the movable hanging basket is directly hung on the overhanging bracket of the movable trolley.

4. The hanger method impact wall form as claimed in claim 1, wherein: the width of the trolley is 1200mm, the height is 1000mm, and a solid tire with the diameter of 650mm is adopted; the total length of a cross beam of the trolley is 3000mm, and the length of a cantilever is 1800 mm; the weight of the trolley is 750kg on one side.