CN114263349B - Construction method of wall-attached-free combined scaffold - Google Patents
Construction method of wall-attached-free combined scaffold Download PDFInfo
- Publication number
- CN114263349B CN114263349B CN202111614600.3A CN202111614600A CN114263349B CN 114263349 B CN114263349 B CN 114263349B CN 202111614600 A CN202111614600 A CN 202111614600A CN 114263349 B CN114263349 B CN 114263349B
- Authority
- CN
- China
- Prior art keywords
- steel
- scaffold
- steel pipe
- wall
- bearing platform
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Revetment (AREA)
Abstract
The invention provides a construction method of a wall-attached-free combined scaffold, which is characterized in that steel pipe upright posts are embedded in a pile foundation, the steel pipe upright posts are continuously lengthened above a bearing platform beam, the scaffold takes the bearing platform beam as the foundation, a scaffold body is fixedly connected with the lengthened steel pipe upright posts, and meanwhile, the top of the scaffold is connected with a composite shear wall through angle steel and embedded I16I-shaped steel in a pulling mode, so that the integral stability of the scaffold is effectively ensured, and the problems that the scaffold cannot be attached to the wall, cannot be provided with throwing and supporting cable wind ropes and other construction measures are ingeniously solved.
Description
Technical Field
The invention belongs to the technical field of building construction, and particularly relates to a construction method of a wall-attached-free combined scaffold.
Background
With the rapid development of building science and technology, the appearance design of buildings changes day by day, which brings great difficulty and challenge to building construction. In the construction process of building engineering, the external scaffold has a vital function, and the external surface of a building can be subjected to operations such as masonry or decoration construction through the external scaffold. However, in actual work, with the diversification of building structures, the difficulty in building external scaffolds is increased, so that a feasible special scaffold design scheme must be formulated for engineering characteristics before engineering works.
Traditional scaffold mainly includes floor type external scaffolding, hanging scaffold, chooses formula scaffold, hanging scaffold etc. these scaffolds need all consider the requirement of support body bearing capacity, anti deformability and antidumping ability without exception, therefore must set up in addition scaffold and link wall spare, throw and prop, cable wind rope isotructure, but when the construction space is comparatively narrow, scaffold links wall spare, throws and props, cable wind rope isotructure and can't install, this stability that just can't guarantee scaffold whole. Therefore, a novel scaffold is needed to be designed, so that the stability of the scaffold can be ensured without a wall connecting piece.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a construction method of a wall-attached-free combined scaffold, which is characterized in that steel pipe upright posts are embedded in a pile foundation, the scaffold takes a bearing platform beam as a foundation, a scaffold body is fixedly connected with the lengthened steel pipe upright posts, meanwhile, the top of the scaffold body is connected with a composite shear wall through angle steel and embedded I16I-shaped steel in a pulling mode, additional structures such as wall connecting pieces are not needed, and the integral stability of the scaffold can be ensured.
The present invention achieves the above-described object by the following means.
A construction method of a wall-attached-free combined scaffold comprises the following steps:
step 1: construction of a pre-buried section: determining the pre-embedding position of a square steel pipe upright post according to a scaffold arrangement design drawing and a pile foundation arrangement drawing, inserting the steel pipe upright post into a pile foundation through a bearing platform beam, and ensuring that the steel pipe upright post is inserted immediately before initial setting after the pouring of pile foundation concrete is finished;
and 2, step: welding a first steel plate at the top of the steel pipe stand column, wherein the elevation of the first steel plate is consistent with the elevation of the top surface of the bearing platform beam, a square hole is formed in the center of the first steel plate, and the periphery of the first steel plate is reinforced by stiffening ribs;
and step 3: lengthening the steel pipe upright, namely continuously welding a plurality of sections of steel pipe uprights on the first steel plate in sequence along the vertical direction;
and 4, step 4: erecting a scaffold by taking a bearing platform beam as a foundation, and connecting a steel pipe upright post and the scaffold into a whole by adopting a groined hoop and a fastener, wherein the groined hoop is welded with the outer wall of the steel pipe upright post, and the end part of the groined hoop is connected with the scaffold by the steel pipe fastener;
and 5: by utilizing the composite city wall, when a layer of outer wall of the reinforced concrete back wall is poured, a plurality of I16I-shaped steels are uniformly and vertically embedded at intervals on the top of the composite city wall, one end of a third angle steel is welded with the top of the I16I-shaped steel, the other end of the third angle steel is welded with the outer frame of the scaffold, and the scaffold is tied.
Furthermore, two first angle steels are welded on two sides of the embedded section of the steel pipe stand column, and the first angle steel cross arm is arranged on the steel casing and used for controlling the embedding depth of the steel pipe stand column.
Further, in step 3, the concrete method for lengthening the steel tube column is as follows: continuously welding a second section of steel pipe upright column on the first steel plate, reinforcing the periphery of the second section of steel pipe upright column by using stiffening ribs, then sequentially welding a plurality of sections of steel pipe upright columns on the top of the second section of steel pipe upright column along the vertical direction by adopting a groove welding mode, and welding and reinforcing the peripheries of the extension parts of the other upward steel pipe upright columns of the second section of steel pipe upright column by using second steel plates; in the lengthening process, the steel pipe upright above the bearing platform beam is filled with fine sand every time the steel pipe upright is lengthened, and a third steel plate is welded at the top of the steel pipe upright for plugging.
Further, during the construction of the bearing platform beam, before the concrete pouring of the bearing platform beam, the steel bars of a bottom plate and the steel bars of a top plate of the bearing platform beam are reinforced, 6 reinforcing steel bars are additionally arranged on each side, the specifications of the reinforcing steel bars are the same as those of the bearing platform steel bars and are HRB400 steel bars, the bearing platform steel bars and the reinforcing steel bars are disconnected at positions penetrating through the steel pipe columns, the two sides of the bearing platform steel bars and the two sides of the reinforcing steel bars extend to 1500mm lengths outside the engineering pile, and after the arrangement of the bearing platform steel bars and the reinforcing steel bars is finished, templates are arranged and concrete is poured to manufacture the bearing platform beam.
And further, after the strength of the bearing platform beam reaches 75%, arranging a template on the bearing platform beam, and pouring the upright post anti-collision concrete pier.
Furthermore, in the step 4, a second angle steel is adopted for downward pressing on the windward side and the leeward side of the groined hoop, and the second angle steel is welded and fixed with the steel pipe upright post.
Further, in the step 5, the I16I-shaped steel is sequentially welded and lengthened in the building process of the urban wall, the segmental building and the segmental drawknot of the urban wall are carried out, the third angle steel for the drawknot is removed when the I16I-shaped steel is built to the position of the drawknot, and the adjacent span drawknot is strictly forbidden to be removed at the same time.
Furthermore, the scaffold is a three-row floor type coil-buckled steel pipe scaffold, the step pitch is 1.5m, the vertical rod transverse pitch is 0.9m, the vertical rod longitudinal pitch is 1.5m, when the scaffold is erected, totally-enclosed blue steel plate nets are arranged on the outer vertical surfaces of the three rows of scaffolds, each steel plate net is connected with a scaffold body through 4 fasteners, a protective railing is arranged on the outer side of each step of the scaffold, and the protective railing is arranged at the position with the height of 0.9 m.
The invention has the following beneficial effects:
the scaffold constructed by the construction method is light in whole, can meet the construction progress requirement of the composite city wall, is simple and attractive in appearance, is adhered by arranging the steel pipe stand columns on the engineering pile foundation bearing platform and is fixedly connected with the scaffold body, and the composite shear wall is used for arranging the top pull node to pull the scaffold, so that the integral stability of the scaffold is effectively ensured, and the difficult problems that the scaffold cannot be adhered to the wall, cannot be provided with construction measures such as a throwing and supporting cable rope and the like are solved ingeniously.
Drawings
Fig. 1 is a schematic cross-sectional view of a modular scaffold without wall attachment according to the present invention;
fig. 2 is a schematic view of a standard vertical section of the wall-attached-free combined scaffold of the present invention;
FIG. 3 is a schematic view of the arrangement of the first angle steel according to the present invention;
FIG. 4 is a schematic view of the arrangement of the first steel plate according to the present invention;
FIG. 5 is a schematic view of reinforcement of bottom plate reinforcements and top plate reinforcements of the bearing platform beam according to the present invention;
FIG. 6 is a schematic drawing illustrating the extension of the steel tube column according to the present invention;
FIG. 7 is a schematic plan view of the scaffold of the present invention being fixed to a steel tube column;
fig. 8 is a schematic cross-sectional view of the scaffold and the steel tube column in the present invention.
In the figure: 1-engineering pile; 2-a cushion cap beam; 3-steel tube column; 4-first angle steel; 5-a steel casing; 6-a first steel plate; 7-a stiffening rib; 8-a second steel plate; 9-anti-collision concrete pier; 10-scaffolding; 11-a groined hoop; 12-second angle steel; 13-I16I-steel; 14-third angle steel.
Detailed Description
The invention will be further described with reference to the following figures and specific examples, but the scope of the invention is not limited thereto.
In the description of the present invention, it should be understood that the terms "upper", "lower", "front", "back", "top", "bottom", and the like indicate orientations or positional relationships based on orientations or positional relationships shown in the drawings, which are merely for convenience of description of the present invention and should not be construed as limiting the present invention; the terms "mounted," "connected," "fixed," and the like are to be construed broadly and may include, for example, fixed connections, detachable connections, or integral connections, direct connections, indirect connections through intervening media, and connections between two elements; the specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In this embodiment, the scheme is preferably described by using the city wall facing the wide field of the heaven at the intersection position of the Yangtze river in the middle area of Chongqing city as a construction object, as shown in fig. 1 and 2, the city wall structure is designed to be a stone and reinforced concrete composite city wall, the maximum is 23.0m, the minimum is 17.4m, and the total length is 211.726m. The urban wall foundation comprises grouped piles (namely engineering piles 1) and a bearing platform beam 2, wherein the grouped piles are rotary drilled piles with the diameter of 800mm, the pile spacing is 2.4m, the rotary drilled piles are uniformly arranged in double rows along the urban wall, and the concrete strength is C35P8; the thickness of the bearing platform beam 2 is 1m, the outer edge of the bearing platform beam is 2.2m wider than the front wall surface of the city wall, and the concrete strength is C35; the stone used for the urban wall is processed by adopting the antique process of the green sandstone, the weight of a single stone reaches 8T, all the manufacturing and processing are required to be completed at one time in a processing factory, and holes cannot be formed on the surface. The square of the upturned door is positioned at the intersection of two rivers, the normal water level of the river surface is 175m (the wind pressure is calculated to be high), the requirement of wind load on the anti-overturning performance of the scaffold is high, 180-platform roads are arranged on the outer side, the width of a field unique construction channel is only 5 to 6m, and safety construction measures such as scaffold diagonal bracing, a cable wind rope and the like cannot be set, so that the wall-attached-free combined scaffold needs to be set for city wall construction.
The invention relates to a construction method of a combined scaffold without an attached wall, which comprises the following steps:
step 1: construction of a pre-buried section:
as shown in fig. 1 and 2, determining the pre-buried position of the square steel tube upright 3 according to the scaffold arrangement design drawing and the pile foundation arrangement drawing, directly burying at the pile top, and when constructing a pile foundation, immediately inserting the steel tube upright 3 after the pouring of pile foundation concrete is finished, and ensuring that the steel tube upright 3 must be inserted in place before the initial setting of the pile foundation concrete; as shown in fig. 3, two first angle steels 4 with the cross section size of 50 × 50 × 5mm are welded on two sides of the embedded section of the steel tube upright 3, the first angle steels 4 are crossarm on the steel casing 5 and used for controlling the embedding depth of the steel tube upright 3, and the length of each first angle steel 4 is 1200mm; the depth of the steel tube upright post 3 embedded into the pile top is 1.5m, the deviation of the plane position is not more than 30mm, and the deviation of the verticality is not more than 1%;
then as shown in fig. 4, welding a first steel plate 6 with the size of 800 × 800 × 20mm on the top of the steel pipe column 3, reinforcing the periphery of the first steel plate 6 by adopting a plurality of stiffening ribs 7, wherein the thickness of the stiffening ribs 7 is 20mm;
then constructing a bearing platform beam 2, ensuring that the elevation of the first steel plate 6 is consistent with the elevation of the top surface of the bearing platform, and forming a square hole with the side length of 250mm in the center of the first steel plate 6, so as to conveniently and subsequently pour concrete in the steel pipe upright 3 of the bearing platform part; as shown in fig. 5, since the steel pipe column 3 is inserted into the pile foundation through the bearing platform beam 2, the reinforcing treatment needs to be performed on the bottom plate reinforcing steel bars and the top plate reinforcing steel bars of the bearing platform beam 2 around the engineering pile 1 in the pile foundation, 6 reinforcing steel bars are additionally arranged on each side, the reinforcing steel bars have the same specification as the bearing platform reinforcing steel bars and are all HRB400 reinforcing steel bars, the bearing platform reinforcing steel bars and the reinforcing steel bars are disconnected at the positions penetrating through the steel pipe column 3, the two sides of the bearing platform reinforcing steel bars and the reinforcing steel bars extend to the outer 1500mm of the engineering pile 1, and after the arrangement of the bearing platform reinforcing steel bars and the reinforcing steel bars is finished, the formwork is arranged and the bearing platform beam 2 is poured and manufactured.
Step 2: lengthening a steel pipe upright post 3:
as shown in fig. 1, 4 and 6, a second section of steel pipe column 3 is continuously welded on a first steel plate 6, the periphery of the second section of steel pipe column 3 is reinforced by a plurality of stiffening ribs 7, then a groove welding mode is adopted to sequentially weld a plurality of sections of steel pipe columns 3 required by actual construction on the top of the second section of steel pipe column 3 along the vertical direction, and the peripheries of the extension parts of the other steel pipe columns 3, upwards from the second section of steel pipe column 3, are welded and reinforced by second steel plates 8 with the size of 400 × 900 × 20mm;
in the process of lengthening the steel pipe upright 3, filling fine sand into the steel pipe upright 3 after the steel pipe upright 3 above the bearing platform beam 2 is lengthened once, and welding a third steel plate with the size of 500 multiplied by 20mm at the top of the steel pipe upright 3 for plugging; after the steel pipe upright post 3 is completely constructed, the parameters of the positioning axis, the elevation, the appearance size and the like are comprehensively rechecked, checked and accepted.
After the strength of the bearing platform beam 2 reaches 75%, a template is arranged on the bearing platform beam 2, and the upright post anti-collision concrete pier 9 is poured, wherein the size of the anti-collision concrete pier 9 is 600 multiplied by 600mm.
And step 3: the scaffold 10 is set up:
as shown in fig. 1 and 2, the scaffold 10 in this embodiment is a conventional three-row floor-type coil-buckled steel pipe scaffold 10, the step pitch is 1.5m, the vertical rod transverse pitch is 0.9m, and the vertical rod longitudinal pitch is 1.5m, the vertical rods in the scaffold 10 are steel pipes with an outer diameter of 60mm and a wall thickness of 3.2mm, the cross rods are steel pipes with an outer diameter of 48mm and a wall thickness of 2.75mm, and the diagonal rods are steel pipes with an outer diameter of 42mm and a wall thickness of 2.75 mm; the scaffold board adopts a matched hook treading steel plate with the size of 240 multiplied by 45 multiplied by 900mm, and each layer of hook treading steel plate is paved in a direction vertical to the longitudinal horizontal rod; the distance between the outer frame and the structural line of the wall is 30cm, and a horizontal pocket net is arranged on the operation layer away from the wall to prevent people from falling down; the height of the foot blocking plate is 300mm, the safety color is red and white, and the project outer frame is totally closed by a steel screen, so the foot blocking plate is only erected at the bottommost layer of the scaffold; the size of the ladder stand is 900 multiplied by 1500mm, and a zigzag ladder stand is erected by adopting three rows of scaffolds;
the scaffold boards, the horizontal pocket nets, the foot blocking boards and the ladder footpaths all meet the requirements of technical safety regulations for socket type disc buckle type steel pipe supports for building construction JGJ/T231-2021; the scaffold 10 in this embodiment uses the bearing platform beam 2 as a foundation, and does not need to perform additional treatment on the foundation;
when the scaffold 10 is erected, totally-enclosed blue steel plate nets are arranged on the outer vertical surfaces of the three-row frames, the size of each steel plate net is 1500 multiplied by 1000mm, the thickness of each net piece substrate is 0.5mm, the thickness of each net frame is 1.2mm, each steel plate net is connected with the scaffold body 10 through 4 fasteners, and the vertical surfaces of the steel plate nets are kept flat, straight, neat and beautiful; and a protective railing is arranged at the outer side of each step and is arranged at the position with the height of 0.9 m.
And 4, step 4: the scaffold 10 is fixedly connected with the steel pipe upright post 3:
as shown in fig. 7 and 8, the steel pipe upright 3 and the scaffold 10 are connected by a rigid rod capable of bearing tension and compression loads, in this embodiment, the steel pipe upright 3 and the scaffold 10 are preferably connected into a whole by a groined hoop 11 and a fastener, wherein the groined hoop 11 is welded to the outer wall of the steel pipe upright 3, and the end of the groined hoop 11 is connected with the scaffold 10 by the fastener; in order to prevent the scaffold body 10 from sliding upwards, a windward side and a leeward side of the groined hoop 11 are respectively pressed down by adopting a second angle steel 12 with the cross section dimension of 50 multiplied by 5mm, and the second angle steel 12 and the steel pipe upright post 3 are fixed by welding; the groined hoops 11 are vertical to the vertical face of the scaffold and the wall, the vertical distance between the groined hoops 11 is not larger than 2 steps, and the frame body is fully provided with horizontal inclined rods on the mounting layer of the groined hoops 11.
And 5: top tie of scaffold 10:
as shown in fig. 1 and 2, by using the composite city wall, when a layer of outer wall of a reinforced concrete back wall is poured, a plurality of I16 h-beams 13 are uniformly and vertically embedded at the top of the reinforced concrete back wall at intervals of 6m, the embedding depth is 3m, the tops of the I16 h-beams 13 are used as temporary pulling nodes of a scaffold 10, then a plurality of third angle beams 14 with the cross section size of 50 × 50 × 5mm are adopted for pulling, one ends of the third angle beams 14 are welded with the tops of the I16 h-beams 13, the other ends of the third angle beams are welded with an outer frame of the scaffold 10, the I16 h-beams 13 are sequentially welded and lengthened in the city wall building process, the city wall is built in sections and is built in sections, the third angle beams 14 for pulling are removed when green sandstone is built to the pulling position, and adjacent cross-pulling nodes are strictly prohibited to be removed at the same time.
The scaffold 10 is a coil buckle type scaffold 10 commonly used in the current construction project, and is in the prior art, so the detailed structure of the scaffold is not described any more; the construction of the steel casing 5 is a conventional construction method and is the prior art, so the concrete embedding process is not repeated. The present invention is not limited to the above-described embodiments, and any obvious improvements, substitutions or modifications can be made by those skilled in the art without departing from the spirit of the present invention.
Claims (5)
1. A construction method of a wall-attached-free combined scaffold is characterized by comprising the following steps:
step 1: construction of a pre-buried section: determining the pre-buried position of a square steel pipe upright (3) according to a scaffold arrangement design drawing and a pile foundation arrangement drawing, inserting the steel pipe upright (3) into a pile foundation through a bearing platform beam (2), and ensuring that the steel pipe upright (3) is inserted immediately before initial setting after the pouring of pile foundation concrete is finished;
step 2: welding a first steel plate (6) at the top of the steel pipe upright post (3), wherein the elevation of the first steel plate (6) is consistent with the elevation of the top surface of the bearing platform beam (2), a square hole is formed in the center of the first steel plate (6), and the periphery of the first steel plate (6) is reinforced by stiffening ribs (7);
and 3, step 3: lengthening the steel pipe upright (3), namely sequentially welding a plurality of sections of steel pipe uprights (3) on the first steel plate (6) along the vertical direction;
and 4, step 4: the scaffold (10) is erected by taking the bearing platform beam (2) as a foundation, the steel pipe upright post (3) and the scaffold (10) are connected into a whole by adopting the groined hoops (11) and the steel pipe fasteners, wherein the groined hoops (11) are welded with the outer wall of the steel pipe upright post (3), and the end part of the groined hoops (11) is connected with the scaffold (10) through the steel pipe fasteners;
and 5: by utilizing the composite city wall, when a layer of outer wall of the reinforced concrete back wall is poured, a plurality of I16I-shaped steels (13) are uniformly and vertically embedded at intervals at the top of the composite city wall, third angle steels (14) are welded at the tops of the I16I-shaped steels (13), the other ends of the third angle steels (14) are welded with an outer frame of a scaffold (10), and the scaffold (10) is subjected to drawknot;
in the step 3, the concrete method for lengthening the steel tube upright post (3) comprises the following steps: continuously welding a second section of steel pipe upright post (3) on the first steel plate (6), reinforcing the periphery of the second section of steel pipe upright post (3) by using stiffening ribs (7), then sequentially welding a plurality of sections of steel pipe upright posts (3) on the top of the second section of steel pipe upright post (3) along the vertical direction by adopting a groove welding mode, and welding and reinforcing the peripheries of the extending parts of the other upward steel pipe upright posts (3) of the second section of steel pipe upright post (3) by using second steel plates (8); in the lengthening process, the steel pipe upright (3) above the bearing platform beam (2) is filled with fine sand every time the steel pipe upright (3) is lengthened, and a third steel plate is welded at the top of the steel pipe upright (3) for plugging;
in the step 4, the windward side and the leeward side of the groined hoop (11) are respectively pressed down by a second angle steel (12), and the second angle steel (12) is fixedly welded with the steel pipe upright post (3);
in the step 5, I16I-shaped steel (13) is sequentially welded and lengthened in the building process of the urban wall, the urban wall is built in sections and is tied in sections, the third angle steel (14) for tying is removed when the urban wall is built to the position of the tie, and the adjacent cross tie is strictly forbidden to be removed at the same time.
2. The wall-attachment-free combined scaffold construction method according to claim 1, wherein two first angle steels (4) are welded on two sides of an embedded section of the steel pipe upright (3), and the first angle steels (4) are crossarms on the steel pile casing (5) and used for controlling the embedding depth of the steel pipe upright (3).
3. The construction method of the wall-attached-free combined scaffold according to claim 1, wherein when the bearing platform beam (2) is constructed, before the concrete of the bearing platform beam (2) is poured, the bottom plate steel bars and the top plate steel bars of the bearing platform beam (2) are reinforced, 6 reinforcing steel bars are additionally arranged on each side, the reinforcing steel bars are HRB400 steel bars with the same specification as the bearing platform steel bars, the bearing platform steel bars and the reinforcing steel bars are disconnected at the positions passing through the steel pipe columns (3), the two sides of the bearing platform steel bars and the reinforcing steel bars extend to the length of 1500mm outside the engineering pile (1), and after the bearing platform steel bars and the reinforcing steel bars are arranged, templates are arranged, and concrete is poured to manufacture the bearing platform beam (2).
4. The construction method of the wall-attached-free combined scaffold as claimed in claim 2, wherein after the strength of the bearing platform beam (2) reaches 75%, a formwork is arranged on the bearing platform beam (2), and a stand column anti-collision concrete pier (9) is poured.
5. The construction method of the wall-attached-free combined scaffold according to claim 1, wherein the scaffold (10) is three rows of floor-type coil-buckled steel pipe scaffolds (10), the step pitch is 1.5m, the vertical rod transverse pitch is 0.9m, and the vertical rod longitudinal pitch is 1.5m, when the scaffold (10) is erected, totally-closed blue steel plate nets are arranged on the outer vertical surfaces of the three rows of scaffolds, each steel plate net is connected with the scaffold body of the scaffold (10) through 4 fasteners, a protective railing is arranged on the outer side of each step of the scaffold (10), and the protective railing is arranged at the position with the height of 0.9 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111614600.3A CN114263349B (en) | 2021-12-27 | 2021-12-27 | Construction method of wall-attached-free combined scaffold |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111614600.3A CN114263349B (en) | 2021-12-27 | 2021-12-27 | Construction method of wall-attached-free combined scaffold |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114263349A CN114263349A (en) | 2022-04-01 |
| CN114263349B true CN114263349B (en) | 2022-10-28 |
Family
ID=80830567
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111614600.3A Active CN114263349B (en) | 2021-12-27 | 2021-12-27 | Construction method of wall-attached-free combined scaffold |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114263349B (en) |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5623399Y2 (en) * | 1977-06-01 | 1981-06-02 | ||
| CN105239725A (en) * | 2015-11-17 | 2016-01-13 | 中建二局第三建筑工程有限公司 | Construction method and construction template for ultrahigh oblique concrete column |
| CN109441093A (en) * | 2018-12-17 | 2019-03-08 | 江苏省华建建设股份有限公司 | Casing wall-through pull rod formula connects wall fixed Combination device and its construction method of installation |
| CN210946528U (en) * | 2019-10-08 | 2020-07-07 | 中建八局第三建设有限公司 | Movable prefabricated hanging flower basket of assembling |
| CN113431313A (en) * | 2021-06-30 | 2021-09-24 | 中国建筑第八工程局有限公司 | External frame structure and construction method thereof |
-
2021
- 2021-12-27 CN CN202111614600.3A patent/CN114263349B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN114263349A (en) | 2022-04-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US9016025B2 (en) | Constructing method for concrete cylinder of construction steel bar of high-rise steel structure | |
| CN111535197B (en) | Pier column construction method | |
| CN111779248A (en) | High formwork system and construction method thereof | |
| CN105908960A (en) | Construction rack for construction of high and large space | |
| CN102400470B (en) | Construction method for multi-platform deep foundation of hillside high-rise building | |
| CN112854813A (en) | Profile steel tray structure for ancient building translation and underpinning method | |
| CN207160629U (en) | A kind of spliced workmen's running gear | |
| CN106065668B (en) | A kind of construction techniques | |
| CN212507296U (en) | High formwork system | |
| CN112160587B (en) | Slip form construction equipment and construction method for building outer wall and floor slab | |
| CN110318559B (en) | Rescue reinforcement device and method for cultural relics and buildings | |
| CN109577206B (en) | Hollow high pier formwork system and construction method | |
| CN112431407A (en) | Construction method for formwork of building main body cantilever structure | |
| CN210140771U (en) | Construction work platform hoisting frame of high mound of bridge | |
| CN114263349B (en) | Construction method of wall-attached-free combined scaffold | |
| CN111424967A (en) | Construction method of high-altitude ring beam cantilever structure | |
| CN214363487U (en) | Device for binding reinforcement cage at orifice | |
| CN114059658B (en) | Construction method of overweight big wood structure vertical frame in historic building reconstruction and restoration | |
| CN114439202A (en) | Thin-wall ultrahigh wall body double-side template operation platform and adjustable fixing system | |
| CN115627912A (en) | Construction method of assembled externally-mounted flower basket type overhanging scaffold | |
| CN114775979A (en) | Assembly operation frame device for safety production training | |
| CN213572930U (en) | Self-locking hinged elevator shaft construction platform device | |
| CN113338537A (en) | Construction method of ultrahigh large-section concrete frame column | |
| CN113356882A (en) | Large-section tunnel wall support and construction method | |
| CN112627543A (en) | Shaft inner lifting frame for mounting steel beams of core tube elevator shaft and steel beam construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |