CN114575590A - High-altitude connecting beam cast-in-place construction method - Google Patents
High-altitude connecting beam cast-in-place construction method Download PDFInfo
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- CN114575590A CN114575590A CN202210264437.0A CN202210264437A CN114575590A CN 114575590 A CN114575590 A CN 114575590A CN 202210264437 A CN202210264437 A CN 202210264437A CN 114575590 A CN114575590 A CN 114575590A
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- 238000010276 construction Methods 0.000 title claims abstract description 42
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 38
- 239000010959 steel Substances 0.000 claims abstract description 38
- 238000009415 formwork Methods 0.000 claims abstract description 32
- 230000005540 biological transmission Effects 0.000 claims abstract description 21
- 238000009434 installation Methods 0.000 claims abstract description 15
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 11
- 238000003466 welding Methods 0.000 claims abstract description 11
- 238000005266 casting Methods 0.000 claims abstract description 8
- 238000011065 in-situ storage Methods 0.000 claims abstract description 5
- 230000008878 coupling Effects 0.000 claims description 11
- 238000010168 coupling process Methods 0.000 claims description 11
- 238000005859 coupling reaction Methods 0.000 claims description 11
- 238000004873 anchoring Methods 0.000 claims description 7
- 230000005484 gravity Effects 0.000 claims description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 4
- 238000004088 simulation Methods 0.000 claims description 2
- 230000000712 assembly Effects 0.000 claims 1
- 238000000429 assembly Methods 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 18
- 230000008569 process Effects 0.000 abstract description 11
- 230000002787 reinforcement Effects 0.000 abstract description 8
- 239000000463 material Substances 0.000 abstract description 4
- 238000012544 monitoring process Methods 0.000 abstract description 2
- 238000013461 design Methods 0.000 description 4
- 238000004364 calculation method Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 229910000746 Structural steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
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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
- E04G13/00—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills
- E04G13/04—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills for lintels, beams, or transoms to be encased separately; Special tying or clamping means therefor
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/20—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members
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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
- E04G17/00—Connecting or other auxiliary members for forms, falsework structures, or shutterings
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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
- E04G17/00—Connecting or other auxiliary members for forms, falsework structures, or shutterings
- E04G17/002—Workplatforms, railings; Arrangements for pouring concrete, attached to the form
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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
- E04G17/00—Connecting or other auxiliary members for forms, falsework structures, or shutterings
- E04G17/16—Members, e.g. consoles, for attachment to the wall to support girders, beams, or the like carrying forms or moulds for floors, lintels, or transoms
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- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention discloses a high-altitude connecting beam cast-in-place construction method, which comprises the following steps: calculating the load bearing required by the formwork supporting system; when the building main body is constructed, a mounting opening and a pre-buried force transmission assembly are reserved on the side wall below the connecting beam; erecting a formwork system from an installation opening of a building main body, erecting an operation platform, erecting a stress beam, additionally arranging a support reinforcing component between the stress beam and a wall body, erecting a support and installing a template; casting a connecting beam in situ; and (5) removing the formwork system. The invention adopts the common supporting formwork to replace a floor type high supporting formwork, thereby avoiding the great investment of the steel pipe scaffold, reducing the labor intensity, occupying small space and being convenient for the three-dimensional crossing operation; meanwhile, the self bearing capacity of the building structure is fully utilized, foundation reinforcement is not needed, the process is simplified, and materials are saved; and the node process adopts pre-embedding and welding modes, so that the monitoring management is convenient, and the method is safe and reliable.
Description
Technical Field
The invention belongs to the technical field of high-altitude connecting beam construction, and particularly relates to a high-altitude connecting beam cast-in-place construction method.
Background
Along with the development of society, high-rise buildings are more and more, and the design of the high-rise buildings plays an important role in building urban environment and creating urban image while meeting the housing requirements of urban residents. Various novel designs emerge endlessly, and designers design the vertical surface of the high-rise building on the premise of ensuring the stable and safe structure of the high-rise building, and adopt a high-altitude large-cantilever method to form a unique style. The construction of the high formwork of the high-altitude large cantilever structure generally belongs to the fields of large span, high height and high construction difficulty, and adopts the traditional floor type scaffold, so that the construction quantity is large, the cost is high, the force transmission path is complex, the construction period is too long, and a great safety risk exists in the operation process.
Disclosure of Invention
The invention aims to provide a high-altitude connecting beam cast-in-place construction method which is beneficial to reducing construction cost and shortening construction period.
The invention provides a high-altitude connecting beam cast-in-place construction method, which comprises the following steps:
s.1, calculating the load bearing required by the formwork supporting system;
s.2, reserving an installation opening and embedding a force transmission assembly on the side wall below the connecting beam during construction of the building main body;
s.3, building a formwork system from the installation opening of the building main body,
s.3.1, setting up an operation platform,
s.3.2, erecting a stress beam,
s.3.3, additionally arranging a supporting and reinforcing component between the stressed beam and the wall body,
s.3.4, setting up a bracket,
s.3.5, installing a template,
s.4, casting a connecting beam in situ;
s.5, removing the formwork system.
And in the S.1, the gravity sum of the coupling beam and the formwork system is calculated through simulation analysis, and the bearing load is 1.5 times larger than the gravity sum.
The mounting ports comprise a lower mounting port and an upper mounting port, the lower mounting port is positioned at the position of the second-layer side wall below the connecting beam, and the upper mounting port is positioned at the position of the first layer below the connecting beam; the force transmission assembly comprises a force transmission plate and an anchoring rib, and the force transmission plate is embedded in the side wall and is connected with the reinforcing steel bars of the side wall body through the anchoring rib.
The operation platform comprises a support beam, a limiting assembly and a platform plate; two ends of the supporting beam are respectively inserted into the lower mounting port and locked through the limiting assembly, and the platform plate is fixedly connected onto the supporting beam.
The limiting assembly comprises a foundation plate, a rotating rod, a movable seat and a limiting rod; the foundation plate is provided with a bearing and is fixed with the building main body; the clamping seat is arranged outside the rotating rod, and the inner end of the rotating rod is connected in the bearing; the movable seat is connected outside the rotating rod and slides along the axial direction of the rotating rod, and the limiting rod is hinged outside the movable seat.
The stress beam is I-shaped steel, and two ends of the stress beam are respectively inserted into the upper mounting port and locked through the limiting assembly.
The support reinforcing assembly comprises a plurality of inclined strut groups, and each inclined strut group comprises a pair of inclined struts which are symmetrically arranged about the span center of the coupling beam; the high end of the diagonal brace is welded on the bottom surface of the stress beam, the low end of the diagonal brace is welded with the dowel plate, and a horizontal rod is arranged below a welding line of the diagonal brace and the dowel plate to prevent the welding line from being pulled apart.
The inclined strut comprises angle steel and an adjusting plate group; the adjusting plate group comprises a fixed plate, a nut, a screw rod and a movable plate, wherein the fixed plate is provided with a through hole, the nut is fixedly connected outside the fixed plate and is coaxially arranged with the through hole, one end of the screw rod is in threaded connection with the nut, the other end of the screw rod is connected with the movable plate, and the other end of the movable plate is hinged with the fixed plate; the adjusting plate group is welded at the outer end of the angle steel through the fixed plate.
The bracket comprises a cross beam, a vertical rod, a top support and an additional rod; the cross beam is arranged perpendicular to the span direction of the connecting beam and connected to the stressed beam; the vertical rods are welded on the cross beam; the top support is connected to the vertical rod and ascends and descends along the axial direction of the vertical rod; the additional rod is arranged along the span direction of the connecting beam and connected with the vertical rod.
And S.4, in the step S.4, the cast-in-place coupling beam is cast in layers, the casting height of each layer is not more than 50cm, and the casting of the lower layer of concrete is completed before the initial setting of each layer of concrete.
During actual construction, the method calculates the load bearing capacity required by the formwork supporting system, reserves an installation opening and pre-embeds a force transmission component on the side wall below the connecting beam in the building main body construction process according to the determined load, sequentially sets up an operation platform and a stress beam, additionally sets a support reinforcing component between the stress beam and the wall, sets up a support and an installation template, completes the setting of the formwork supporting system, and finally, carries out cast-in-place connection beam and finally removes the formwork supporting system. The common supporting formwork is adopted to replace a floor type high supporting formwork, so that a large amount of investment of the steel pipe scaffold is avoided, the labor intensity is reduced, the occupied space is small, and the vertical crossing operation is facilitated; meanwhile, the self bearing capacity of the building structure is fully utilized, foundation reinforcement is not needed, the process is simplified, and materials are saved; and the node process adopts pre-embedding and welding modes, so that the monitoring and management are convenient, and the method is safe and reliable.
Drawings
FIG. 1 is a block diagram of a construction process according to a preferred embodiment of the present invention.
Figure 2 is a schematic view of the arrangement of the force transfer assembly in the preferred embodiment.
Fig. 3 is a schematic layout of the formwork system in the preferred embodiment.
Fig. 4 is a schematic view of the working state of the limiting assembly in the preferred embodiment.
Fig. 5 is a front enlarged view of the position limiting assembly in the preferred embodiment.
Fig. 6 is an enlarged schematic view of the structure of the diagonal brace in the preferred embodiment.
Fig. 7 is an enlarged view of the reinforcement of the side mold in the preferred embodiment.
Fig. 8 is an enlarged schematic elevation view of the formwork system in the preferred embodiment.
Reference numerals
1-force transmission component, 11-force transmission plate, 12-anchoring rib;
2-a mould supporting system is adopted,
21-operation platform, 211-supporting beam, 212-limiting component, 213-platform plate,
a-foundation plate, B-rotating rod, C-movable seat, D-limiting rod, E-bearing,
22-a stress beam, the stress beam,
23-supporting reinforcement component, 231-inclined strut,
a-angle steel, a 1-main angle steel, a 2-auxiliary angle steel,
b-adjusting plate group, b 1-fixed plate, b 2-positioning nut, b 3-adjusting nut, b 4-screw, b 5-movable plate,
24-bracket, 241-beam, 242-upright post, 243-top support,
25-template, 251-bottom die, 252-side die, 253-opposite-pulling screw rod and 254-back edge.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and it should be understood that the described embodiments are some, but not all embodiments of the present invention. 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.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
As shown in fig. 1, in the high-altitude cast-in-place construction method for the connecting beam, firstly, the load bearing capacity required by the formwork supporting system is calculated, secondly, in the construction process of the building main body according to the determined load, an installation opening and a pre-embedded force transmission assembly are reserved on the side wall below the connecting beam, then, an operation platform and a stress beam are sequentially erected, a support reinforcing assembly, a support and an installation template are additionally arranged between the stress beam and the wall, the erection of the formwork supporting system is completed, then, the connecting beam is cast in place, and finally, the formwork supporting system is removed. The method specifically comprises the following steps.
The method comprises the following steps of firstly, checking and processing the structure, calculating the load of a connecting beam and a formwork system which need to be borne on a supporting platform, and transmitting the load to concrete structure beams on two sides and shear walls through a subsequently arranged structure. The load bearing capacity is 1.5 times larger than the sum of gravity.
And step two, determining the model of each beam according to the result of load calculation, and determining the size of the reserved mounting opening and the model of the force transmission assembly. And when the building main body is constructed, a mounting opening and a force transmission assembly 1 are pre-buried on the side wall below the connecting beam according to the calculation result.
The installing port is divided into an upper installing port and a lower installing port, the lower installing port is located at the position of the two layers of side walls below the connecting beam, and the upper installing port is located at the position of one layer below the connecting beam.
As shown in fig. 2, the force transmission assembly 1 includes a force transmission plate 11 and an anchoring rib 12, wherein the force transmission plate 11 is embedded in the side wall and connected with the reinforcing steel bars of the side wall through the anchoring rib 12. The force transmission plate 11 is a steel plate with the thickness of 200mm by 10 mm.
And step three, erecting a formwork supporting system 2 from the installation opening of the building main body.
As shown in fig. 3, the formwork system 2 includes an operation platform 21, a force-bearing beam 22, a support reinforcement assembly 23, a bracket 24 and a formwork 25. When the construction is carried out, firstly, the operation platform 21 is erected, then the stress beam 22 is arranged, then the support reinforcing component 23 is erected, then the support 24 is erected, and finally the template 25 is laid.
Wherein the operation platform 21 comprises a support beam 211, a limiting assembly 212 and a platform plate 213.
The support beam 211 is made of i-steel.
As shown in fig. 4 and 5, the limiting assembly 212 includes a base plate a, a rotating rod B, a movable seat C and a limiting rod D; a bearing E is arranged on the foundation plate A, and the foundation plate A is fixed with the building main body; the rotating rod B is a screw rod, a clamping seat F is arranged outside the rotating rod B, and the inner end of the rotating rod B is connected into the bearing E; the movable seat C is a nut seat and is connected outside the rotating rod B and slides along the axial direction of the rotating rod B; because supporting beam 211 position I-steel, so be equipped with flat board or L template in the outer end of gag lever post D, set up flat gag lever post D be used for with the inner wall of installing port support, set up the gag lever post D of L template and be used for supporting a tight supporting beam 211, the inner of gag lever post D articulates outside sliding seat C. When the L template is connected to the outer end of gag lever post D, be the conical surface with gag lever post D's top processing to the better assembly of L template improves the tight effect in top.
The flat plate 213 is a patterned steel plate.
During construction, the support beam 211 is inserted into the lower mounting port, the limiting component 212 is inserted between the support beam 211 and the lower mounting port, the rotating rod B rotates, the movable seat C slides axially, the limiting rod D rotates, the length between the limiting rod D and each part is changed, the support beam 211 is tightly propped against the support beam 211, the support beam 211 is prevented from shifting, and the platform plate 213 is spot-welded on the support beam 211.
The stress beam 22 is made of i-steel, when the stress beam 22 is installed, two ends of the stress beam 22 are respectively inserted into the upper installation openings, and then the limiting assembly 212 is inserted between the stress beam 22 and the upper installation openings to prevent the stress beam 22 from shifting.
The support reinforcement assembly 23 includes a plurality of sprag groups including a pair of sprags 231 arranged symmetrically about the center of the coupling span. As shown in fig. 6, the inclined strut 231 includes an angle iron a and an adjusting plate group b; the angle steel a comprises a main angle steel a1 and an auxiliary angle steel a2, positioning holes are formed in two ends of the main angle steel a1 along the axial direction, a row of hole groups are formed in the end portion of the auxiliary angle steel a2, and a pair of auxiliary angle steel a2 are locked with the main angle steel a1 through corresponding fasteners respectively so that the length of the whole inclined strut 231 can be adjusted. The adjusting plate group b comprises a fixed plate b1, a positioning nut b2, an adjusting nut b3, a screw b4 and a movable plate b5, a through hole is formed in the fixed plate b1, the positioning nut b2 is fixedly connected below the fixed plate b1, the adjusting nut b3 is arranged on the fixed plate b1 and is coaxially arranged with the through hole, one end of the screw b4 is in threaded connection with the positioning nut b2 and the adjusting nut b3, the other end of the screw b4 is connected with the movable plate b5, and the other end of the movable plate b5 is hinged with the fixed plate b 1; the adjusting plate group b is welded at the outer end of the auxiliary angle steel a2 through a fixed plate b 1. When the support reinforcing component 23 is arranged, the inclined strut groups are arranged in parallel, and two inclined struts 231 in the same group are supported in a splayed shape. When the inclined strut 231 is installed, the length of the angle steel a is adjusted according to different working conditions and installation positions, then the adjusting nut b3 is rotated according to the included angle, the screw b4 is lifted along the axial direction of the screw, the movable plate b5 is driven to rotate around the hinged shaft, so that under different angles, the movable plate b5 can be attached to the stress beam 22 and the force transmission plate 11, and the welding effect is guaranteed. After the supporting and reinforcing component 23 is installed, a horizontal rod 26 is arranged below the welding seam of the inclined strut and the dowel plate to prevent the welding seam from being pulled apart.
As shown in fig. 7 and 8, the bracket 24 includes a cross beam 241, a vertical rod 242, a top support 243 and an additional rod; the cross beam 241 is arranged perpendicular to the span direction of the connecting beam and connected to the stressed beam 22; the upright posts 242 are welded to the cross beam 241; the top support 243 is connected to the upright rod 242 and ascends and descends along the axial direction of the upright rod 242; the additional rod is arranged along the span direction of the connecting beam and connected with the vertical rod.
The template 25 comprises a bottom template 251, side templates 252, a counter-pulling screw 253 and a back edge 254, during installation, the elevation of the position of the coupling beam is determined according to measurement, the support 24 is erected to the bottom of the coupling beam, the template is assembled according to the design size of the coupling beam, the bottom template 251 is assembled firstly, then the side template 252 on one side is assembled, the binding of reinforcing steel bars of the coupling beam is completed, then the side template 252 on the other side is assembled, the counter-pulling screw 253 and the back edge 254 are adopted for reinforcement, and the size of the template is tested. In order to prevent quality problems of uneven beam body, uneven beam bottom and downwarping, beam side mold expansion and the like in the installation of the template 25, the blanking size is shortened by 10-20mm when the template 25 is prefabricated.
And step four, casting the connecting beam in situ.
And (3) during pouring, layered pouring is adopted, the pouring height of each layer is not more than 50cm, and the lower-layer concrete pouring is completed before the initial setting of each layer of concrete.
And fifthly, removing the formwork system.
The construction of the connecting beam is completed, the concrete is dismantled after the strength of the concrete meets the requirement of the form removal strength, the dismantling is carried out after the first support is adopted, and the dismantling is carried out after the second support is adopted; and (4) removing the template according to the steps of removing the side mold firstly and then removing the bottom mold. The formwork is completely dismantled and then the support is dismantled from top to bottom, the supporting and reinforcing assembly is dismantled again, the operation platform is dismantled, and finally the stress beam and the supporting beam are taken out from the mounting hole, and the frame body is dismantled and is completed. And plugging the reserved mounting port by adopting micro-expansion concrete of a first grade.
The scheme has the following advantages:
1. the construction speed is high, the construction period can be shortened, the quantity of support erection work can be reduced, and the construction period can be shortened.
2. Practice thrift cost, material cyclic utilization, compare with traditional full hall support, can make full use of building structure self bearing capacity, practiced thrift foundation reinforcement material and scaffold frame quantity. The section steel recycling rate of the support and I-steel platform is high, and the support and I-steel platform is economical and reasonable.
3. All parts are stressed clearly, stressed nodes can be known clearly through software calculation and are reinforced, most of the node processes are pre-embedding and welding, and the method is simple in process, easy to check and manage, safe and reliable.
4. Construction convenience, reserve the installing port through the wall body and pre-buried dowel steel as the atress support system, I-steel even roof beam simple to operate adopts the angle steel as "eight" word bracing, and the welding is convenient quick, effectively transmits upper portion support system atress to major structure, and the high formwork of supporting steel platformization console mode is ordinary formwork, has avoided steel pipe scaffold's a large amount of drops into, has alleviateed intensity of labour, and it is little to occupy the place moreover, the three-dimensional cross operation of being convenient for.
Take the construction of the outer vertical surface connecting beam in a certain shed improvement project as an example. After the embodiment is put into practical use, the embodiment is compared with the traditional process to find that the required construction period of the full-hall bracket is 175 days, and the required cost items, namely the steel pipe frame and the fastener lease cost are about: 332955 yuan; the cost of the cushion concrete is 21840 yuan; the cost of the green network is 6550 yuan. The required expense items of the embodiment comprise an I-steel (lease) amount of 5250; the sum of the angle steel is 125000; the sum of the steel plates is 5460 yuan; the steel wire rope is 1560 yuan. Therefore, the cost is effectively saved by 224075 yuan, the construction period can be saved by 15-20 days, the site civilized construction is neat, and the safe construction is ensured.
The present invention is not limited to the above preferred embodiments, and any modification, equivalent replacement or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A high-altitude connecting beam cast-in-place construction method is characterized by comprising the following steps:
s.1, calculating the load bearing required by the formwork supporting system;
s.2, reserving an installation opening and embedding a force transmission assembly on the side wall below the connecting beam during construction of the building main body;
s.3, building a formwork system from the installation opening of the building main body,
s.3.1, setting up an operation platform,
s.3.2, erecting a stress beam,
s.3.3, additionally arranging a supporting and reinforcing component between the stressed beam and the wall body,
s.3.4, setting up a bracket,
s.3.5, installing a template,
s.4, casting a connecting beam in situ;
s.5, removing the formwork system.
2. The high-altitude connecting beam cast-in-place construction method as claimed in claim 1, characterized in that: and in the S.1, the gravity sum of the coupling beam and the formwork system is calculated through simulation analysis, and the bearing load is 1.5 times larger than the gravity sum.
3. The overhead connecting beam cast-in-situ construction method as claimed in claim 1, wherein: the mounting ports comprise a lower mounting port and an upper mounting port, the lower mounting port is positioned at the position of the second-layer side wall below the connecting beam, and the upper mounting port is positioned at the position of the first layer below the connecting beam; the force transmission assembly comprises a force transmission plate and an anchoring rib, and the force transmission plate is embedded in the wall body and is connected with the reinforcing steel bar of the wall body through the anchoring rib.
4. The high-altitude connecting beam cast-in-place construction method as claimed in claim 3, characterized in that: the operation platform comprises a support beam, a limiting assembly and a platform plate; two ends of the supporting beam are respectively inserted into the lower mounting port and locked through the limiting assembly, and the platform plate is fixedly connected onto the supporting beam.
5. The high-altitude connecting beam cast-in-place construction method as claimed in claim 4, characterized in that: the limiting assembly comprises a foundation plate, a rotating rod, a movable seat and a limiting rod; the foundation plate is provided with a bearing and is fixed with the building main body; the clamping seat is arranged outside the rotating rod, and the inner end of the rotating rod is connected in the bearing; the movable seat is connected outside the rotating rod and slides along the axial direction of the rotating rod, and the limiting rod is hinged outside the movable seat.
6. The high-altitude connecting beam cast-in-place construction method as claimed in claim 5, characterized in that: the stress beam is I-shaped steel, and two ends of the stress beam are inserted into the upper mounting port respectively and are locked through the limiting assemblies.
7. The high-altitude connecting beam cast-in-place construction method as claimed in claim 6, characterized in that: the support reinforcing assembly comprises a plurality of inclined strut groups, and each inclined strut group comprises a pair of inclined struts which are symmetrically arranged about the span center of the coupling beam; the high end of the diagonal brace is welded on the bottom surface of the stress beam, the low end of the diagonal brace is welded with the dowel plate, and a horizontal rod is arranged below a welding line of the diagonal brace and the dowel plate to prevent the welding line from being pulled apart.
8. The high-altitude connecting beam cast-in-place construction method as claimed in claim 7, characterized in that: the inclined strut comprises angle steel and an adjusting plate group; the adjusting plate group comprises a fixed plate, a nut, a screw rod and a movable plate, wherein the fixed plate is provided with a through hole, the nut is fixedly connected outside the fixed plate and is coaxially arranged with the through hole, one end of the screw rod is in threaded connection with the nut, the other end of the screw rod is connected with the movable plate, and the other end of the movable plate is hinged with the fixed plate; the adjusting plate group is welded at the outer end of the angle steel through the fixed plate.
9. The high-altitude connecting beam cast-in-place construction method as claimed in claim 6, characterized in that: the bracket comprises a cross beam, a vertical rod, a top support and an additional rod; the cross beam is arranged perpendicular to the span direction of the connecting beam and connected to the stressed beam; the vertical rods are welded on the cross beam; the top support is connected to the vertical rod and ascends and descends along the axial direction of the vertical rod; the additional rod is arranged along the span direction of the connecting beam and connected with the vertical rod.
10. The high-altitude connecting beam cast-in-place construction method as claimed in claim 1, characterized in that: and S.4, in the step S.4, the cast-in-place coupling beam is cast in layers, the casting height of each layer is not more than 50cm, and the casting of the lower layer of concrete is completed before the initial setting of each layer of concrete.
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| CN202210264437.0A CN114575590A (en) | 2022-03-17 | 2022-03-17 | High-altitude connecting beam cast-in-place construction method |
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| CN202210264437.0A CN114575590A (en) | 2022-03-17 | 2022-03-17 | High-altitude connecting beam cast-in-place construction method |
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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| CN112647597A (en) * | 2020-12-25 | 2021-04-13 | 大连九洲建设集团有限公司 | Construction method of high-altitude large-cantilever concrete beam plate structure |
| CN214144858U (en) * | 2020-11-08 | 2021-09-07 | 青岛莱邦德重工有限公司 | Steel structure support with reinforcing mechanism for building |
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| CN102444203A (en) * | 2011-09-15 | 2012-05-09 | 浙江城建建设集团有限公司 | High-altitude long-span overhanging corridor type reinforced concrete structure and construction method |
| CN109838094A (en) * | 2017-11-25 | 2019-06-04 | 闫翔 | A kind of building traffic cable energy conservation welding node and its installation method |
| CN211548786U (en) * | 2019-11-21 | 2020-09-22 | 天津亿金鑫金属制品有限公司 | Inclined support top convenient to installation |
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| CN214144858U (en) * | 2020-11-08 | 2021-09-07 | 青岛莱邦德重工有限公司 | Steel structure support with reinforcing mechanism for building |
| CN112647597A (en) * | 2020-12-25 | 2021-04-13 | 大连九洲建设集团有限公司 | Construction method of high-altitude large-cantilever concrete beam plate structure |
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