CN111962850A - Construction method of overhanging scaffold - Google Patents
Construction method of overhanging scaffold Download PDFInfo
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- CN111962850A CN111962850A CN202010503308.3A CN202010503308A CN111962850A CN 111962850 A CN111962850 A CN 111962850A CN 202010503308 A CN202010503308 A CN 202010503308A CN 111962850 A CN111962850 A CN 111962850A
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- Prior art keywords
- steel
- scaffold
- cantilever
- construction method
- floor slab
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G3/00—Scaffolds essentially supported by building constructions, e.g. adjustable in height
- E04G3/18—Scaffolds essentially supported by building constructions, e.g. adjustable in height supported by cantilevers or other provisions mounted in openings in the building, e.g. window openings
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G5/00—Component parts or accessories for scaffolds
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G5/00—Component parts or accessories for scaffolds
- E04G5/001—Safety or protective measures against falling down relating to scaffoldings
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G5/00—Component parts or accessories for scaffolds
- E04G5/04—Means for fastening, supporting, or bracing scaffolds on or against building constructions
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a construction method of an overhanging scaffold, which comprises the following steps: s1, positioning the spring wire of the profile steel cantilever beam; s2, embedding round steel pull rings in the floor slab; s3, pouring a floor slab; s4, mounting the section steel cantilever beam; s5, erecting a scaffold; s6, paving a scaffold board; s7, hanging a safety net; and S8, layered acceptance. Compared with the prior art, the construction method can safely and conveniently realize the construction of the section steel cantilever scaffold, and ensures the smooth completion of the construction of the section steel cantilever scaffold.
Description
Technical Field
The invention relates to the technical field of scaffolds, in particular to a construction method of an overhanging scaffold.
Background
The scaffold is a working platform which is erected for ensuring that each construction process is smoothly carried out, and is divided into an outer scaffold and an inner scaffold according to the erected position, and the scaffold can be divided into a wood scaffold, a bamboo scaffold and a steel pipe scaffold according to different materials; the scaffold is divided into a vertical rod type scaffold, a bridge type scaffold, a door type scaffold, a suspension type scaffold, a hanging type scaffold, a lifting type scaffold and a climbing type scaffold according to the structural form.
The overhanging scaffold is a common scaffold, wherein a section steel overhanging scaffold is a double-row scaffold, and a vertical rod adopts a single vertical pipe, as shown in fig. 1. Setting size: the standard longitudinal distance of the vertical rods is 1.30m, the transverse distance of the vertical rods is 0.85m, and the step distance of the vertical rods is 1.80 m. The distance between the inner bent frame and the structural edge is 0.3 m. The type of steel pipe used is
The wall connecting pieces are connected by adopting double fasteners, and 2 steps and 2 spans are detailed in a node diagram. The overhanging horizontal steel beam adopts 18I-shaped steel, wherein the length of an overhanging section outside the standard overhanging type steel building is 1.25m, and the length of an anchoring section inside the building is 3.25m, 14a #, 12.6# channel steel are arranged below the section steel at the balcony and the shear wall, and when the length of the inclined strut is more than 4 m, 2 horizontal steel pipes are arranged in the middle of the inclined strut channel steel for connection. And 14 # channel steel is arranged at the upper part of the local 18 # I-steel at the corner of the wall body. The horizontal steel beam and the floor slab are tied by psi 18 round steel anchor rings. And hanging a safety net on the outer vertical surface of the outer frame for totally-enclosed construction. The side edges of the scaffold boards of the outer frame of the operation layer and the inclined chute are provided with foot blocking boards with the through length of 200 mm. All add the guardrail railing twice between two big horizontal poles of each layer outer scaffold, high 1200mm, the interval is according to the setting of 600 mm. In order to ensure the overall stability and the operation of resisting the lateral force of the external scaffold, the outer side surface is fully provided with the cross braces, the intersection angle of the diagonal bars of the cross braces and the horizontal plane is preferably 45-60 degrees, the horizontal projection width is not less than 4 spans or 6m, and the diagonal bars are reliably connected with the basic framework rod pieces of the scaffold. And longitudinal and transverse floor sweeping rods are uniformly arranged 200mm above the bottom end of the vertical rod of the scaffold and are firmly connected with the vertical rod. The butt lap joint should comply with the following regulations:
the butt fasteners on the upright posts are arranged in a staggered way, joints of two adjacent upright posts are not required to be arranged in synchronization, two separated joints of one upright post are separated in synchronization, the staggered distance in the height direction is not required to be less than 500mm, and the distance from the center of each joint to the main node is not required to be more than 1/3 of the step distance; the lap length is not less than 1m, the end part is fixed by at least 2 rotary fasteners, and the distance from the edge of the fastener cover plate to the rod end is not less than 100 mm; the wall connecting piece must adopt a structure capable of bearing tension and pressure; the scaffold must be erected in coordination with the construction progress, and the height of one-time erection should not exceed two steps above the adjacent wall connecting piece. The cross diagonal bracing of the shear brace is erected synchronously along with the vertical rod, the longitudinal horizontal rod and the transverse horizontal rod; the anchor ring of the horizontal steel beam and the floor slab pressure point must be pressed below the lower layer steel bar of the floor slab, and the lap joint length of the two sides is ensured to be more than 30 cm. How to meet the above construction requirements is a technical problem to be faced in the construction of the scaffold.
Disclosure of Invention
The invention aims to provide a construction method of an overhanging scaffold, which aims to overcome the defects of the existing construction method.
The technical scheme of the invention is as follows:
a construction method of a cantilever scaffold comprises the following steps: s1, positioning the spring wire of the profile steel cantilever beam; s2, embedding round steel pull rings in the floor slab; s3, pouring a floor slab; s4, mounting the section steel cantilever beam; s5, erecting a scaffold; s6, paving a scaffold board; s7, hanging a safety net; and S8, layered acceptance.
The installation of the profile steel cantilever beam comprises the following steps: before concrete is poured on the lower layer of the overhanging layer, embedding the embedded plate according to the attached drawing and the overhanging form of the corresponding position; before binding bottom layer plate ribs on the overhanging layer floor slab, a position line is released on the template, and a phi 18 round steel pull ring is embedded; after the floor slab reinforcing steel bars are bound, the pull ring is subjected to spot welding, so that the verticality and the direction of the pull ring are ensured, and the section steel is convenient to mount; after the concrete is poured, the strength of the concrete reaches 1.2 Mpa; mounting a cantilever steel beam; after the horizontal steel beam is placed, a triangular steel plate or channel steel is used for wedging a gap between the round steel pull ring and the cantilever beam, and the round steel pull ring and the cantilever beam are welded and fixed.
Furthermore, the welding requires double-sided full welding, and the height of the welding seam is larger than 6 mm. For the cantilever frame with the inclined support, an operation platform needs to be erected before steel beam construction. The length of the inclined support is measured on site, and the inclined support is welded between the horizontal steel beam and the embedded plate after being positioned; the welding requires full welding, and the height of the welding seam is not less than 6 mm. After the section steel cantilever beam is arranged, a positioning steel bar with the length of 100mm is vertically welded at the upright stanchion of the scaffold.
Compared with the prior art, the construction method can safely and conveniently realize the construction of the section steel cantilever scaffold, and ensures the smooth completion of the construction of the section steel cantilever scaffold.
Drawings
Fig. 1 is a schematic structural view of the overhanging scaffold of the present invention;
FIG. 2 is a small cross bar calculation diagram;
FIG. 3 is a simplified maximum deflection calculation;
FIG. 4 is a simplified bending strength and deformation calculation;
FIG. 5 is a graph of bending moment;
in the figure: 1. a large cross bar; 2. erecting a rod; 3. bamboo string piece scaffold boards; 4. a small transverse plate; 5. a fastener.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The overhanging scaffold shown in figure 1 comprises two large transverse rods 1, small transverse plates 4 which are uniformly distributed are arranged at the tops of the large transverse rods 1, vertical rods 2 are arranged on the left sides of the joints between the large transverse rods 1 and the small transverse plates 4, bamboo string piece scaffold plates 3 are arranged at the tops of the small transverse plates 4, the large transverse rods 1 are used for supporting the small transverse plates 4, the small transverse plates 4 are used for supporting the bamboo string piece scaffold plates 3, fasteners 5 are arranged for realizing the connection between the large transverse rods 1 and the small transverse plates 4 and the vertical rods 2, the vertical rods 2 are used for supporting the large transverse rods 1, the large transverse rods 1 and the small transverse plates 4 are fixedly connected with the large transverse rods 1 and the vertical rods 2 through the fasteners 5, the fasteners 5 are arranged for improving the structural stability between the large transverse rods 1 and the small transverse plates 4 and the vertical rods 2, so as to improve the overall strength and ensure the safety of workers, parallel distribution between the big horizontal pole 1, pole setting 2 is for the crisscross installation of little diaphragm 4, through setting big horizontal pole 1 to relative parallel, thereby realize little diaphragm 4 parallel, thereby make bamboo cluster piece scaffold board 3 parallel, increase the stability of workman when the walking, distance between the big horizontal pole 1 is 850 millimeters, distance between the little diaphragm 4 is 650 millimeters, distance between the pole setting 2 is 1300 millimeters, be used for reasonable design big horizontal pole 1 through setting up the interval, atress between little diaphragm 4 and the pole setting 2, thereby guarantee save material's use under the safe condition.
The force is calculated as follows:
calculation of the small cross bar 4:
the small cross rod 4 is used for calculating the strength and the deflection according to the simple beam, and the small cross rod 4 is arranged on the large cross rod 1. And calculating the maximum bending moment and deformation of the large cross rod 1 by taking the scaffold board and the live load on the small cross rod 4 as uniformly distributed loads.
1. Calculation of equipartition load value
The dead weight standard value P1 of the small cross bar 4 is 0.038kN/m
The standard value P2 of the load of the scaffold board is 0.35 multiplied by 1.3/2 is 0.2225kN/m
Live load standard value Q is 1 × 3.000 × 1.3/2 is 1.95kN/m
2. Bending strength calculation q ═ 1.2 × 0.038+1.2 × 0.2225+1.4 × 1.95 ═ 3.05kN/m
The small cross bar 4 is calculated according to a simple beam, and the calculation diagram is shown in figure 2.
Maximum bending moment:
M＝0.125ql2＝0.125×3.05×0.852＝0.275kN.m
σ＝0.275×106/4121＝66.8N/mm2
maximum seating force V0.5 ql 0.5 × 3.05 × 0.85 1.296KN
The calculated strength of the large cross bar 1 is less than 205.0N/mm2And the requirements are met.
And (3) deflection calculation: q 0.038+0.2225+1.95 2.338kN/m
The maximum deflection is considered to be the deflection of the simply supported beam under the action of uniform load, the calculation sketch is shown in figure 3, and the calculation formula is that v is 5ql4/384EI
v＝5×2.338×8504×/384×206000×98910＝0.78mm
The maximum deflection of the small cross bar 4 is less than 850/150 and 10mm, and the requirement is met.
Calculation of the large cross bar 1:
the large cross bar 1 is used for calculating the strength and the deflection according to the three-span continuous beam, and the small cross bar 4 is arranged on the large cross bar 1. And calculating the maximum bending moment and deformation of the small cross rod 4 under the condition of the least load arrangement by using the maximum counter force calculation value of the small cross rod 4 support.
And (3) load value calculation:
the dead weight standard value P1 of the big cross bar 1 is 0.038KN/m,
then the design value of the dead weight load of the big cross bar 1 is 1.2 × 0.038 is 0.046KN/m and the transmission force P of the small cross bar 4 is 1.296KN, and the bending strength and deformation calculation is shown in fig. 4; fig. 5 shows a bending moment diagram obtained by a structural mechanics solver.
M＝0.35kN.m
σ becomes 0.35 × 106/4121＝84.9N/mm2
The calculated strength of the large cross bar 1 is less than 205.0N/mm2And the requirements are met. Then v is 1.81mm
The maximum deflection of the large cross bar 1 is less than 1300.0/150 mm and 10mm, and the requirements are met.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (6)
1. A construction method of a cantilever scaffold is characterized by comprising the following steps:
s1, positioning the spring wire of the profile steel cantilever beam; s2, embedding round steel pull rings in the floor slab; s3, pouring a floor slab; s4, mounting the section steel cantilever beam; s5, erecting a scaffold; s6, paving a scaffold board; s7, hanging a safety net; and S8, layered acceptance.
2. The construction method of the cantilever scaffold according to claim 1, wherein: the installation of the profile steel cantilever beam comprises the following steps: before concrete is poured on the lower layer of the overhanging layer, embedding the embedded plate according to the attached drawing and the overhanging form of the corresponding position; before binding bottom layer plate ribs on the overhanging layer floor slab, a position line is released on the template, and a phi 18 round steel pull ring is embedded; after the floor slab reinforcing steel bars are bound, the pull ring is subjected to spot welding, so that the verticality and the direction of the pull ring are ensured, and the section steel is convenient to mount; after the concrete is poured, the strength of the concrete reaches 1.2 Mpa; mounting a cantilever steel beam; after the horizontal steel beam is placed, a triangular steel plate or channel steel is used for wedging a gap between the round steel pull ring and the cantilever beam, and the round steel pull ring and the cantilever beam are welded and fixed.
3. The construction method of the cantilever scaffold according to claim 2, wherein: the welding requires double-sided full welding, and the height of the welding seam is larger than 6 mm.
4. The construction method of the cantilever scaffold according to claim 2, wherein: for the cantilever frame with the inclined support, an operation platform needs to be erected before steel beam construction.
5. The construction method of the cantilever scaffold according to claim 4, wherein: the length of the inclined support is measured on site, and the inclined support is welded between the horizontal steel beam and the embedded plate after being positioned; the welding requires full welding, and the height of the welding seam is not less than 6 mm.
6. The construction method of the cantilever scaffold according to claim 2, wherein: after the section steel cantilever beam is arranged, a positioning steel bar with the length of 100mm is vertically welded at the upright stanchion of the scaffold.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010503308.3A CN111962850A (en) | 2020-06-05 | 2020-06-05 | Construction method of overhanging scaffold |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010503308.3A CN111962850A (en) | 2020-06-05 | 2020-06-05 | Construction method of overhanging scaffold |
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| CN111962850A true CN111962850A (en) | 2020-11-20 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202010503308.3A Pending CN111962850A (en) | 2020-06-05 | 2020-06-05 | Construction method of overhanging scaffold |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114541723A (en) * | 2022-02-18 | 2022-05-27 | 北京建工集团有限责任公司 | Overhanging type scaffold support structure |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20010012661A (en) * | 1997-05-16 | 2001-02-26 | 존 클레멘트 프레스톤 | Partly retractable construction platform |
| CN202596143U (en) * | 2012-05-29 | 2012-12-12 | 北京城建建设工程有限公司 | Overhanging double-pole scaffold |
| CN206319597U (en) * | 2016-12-16 | 2017-07-11 | 中建五局华东建设有限公司 | A kind of cantilever steel girder erecting device |
| CN107489265A (en) * | 2016-06-13 | 2017-12-19 | 宜兴市周铁镇生力钻探机械厂 | A kind of construction method of overhanging scaffold |
-
2020
- 2020-06-05 CN CN202010503308.3A patent/CN111962850A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20010012661A (en) * | 1997-05-16 | 2001-02-26 | 존 클레멘트 프레스톤 | Partly retractable construction platform |
| CN202596143U (en) * | 2012-05-29 | 2012-12-12 | 北京城建建设工程有限公司 | Overhanging double-pole scaffold |
| CN107489265A (en) * | 2016-06-13 | 2017-12-19 | 宜兴市周铁镇生力钻探机械厂 | A kind of construction method of overhanging scaffold |
| CN206319597U (en) * | 2016-12-16 | 2017-07-11 | 中建五局华东建设有限公司 | A kind of cantilever steel girder erecting device |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114541723A (en) * | 2022-02-18 | 2022-05-27 | 北京建工集团有限责任公司 | Overhanging type scaffold support structure |
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Application publication date: 20201120 |