CN114232805B - Construction method of ultrahigh-height large-span steel concrete beam hanging structure - Google Patents

Construction method of ultrahigh-height large-span steel concrete beam hanging structure Download PDF

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CN114232805B
CN114232805B CN202210065454.1A CN202210065454A CN114232805B CN 114232805 B CN114232805 B CN 114232805B CN 202210065454 A CN202210065454 A CN 202210065454A CN 114232805 B CN114232805 B CN 114232805B
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steel
concrete
hanging
column
frame
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CN114232805A (en
Inventor
黄磊磊
李敏
王永刚
袁星
王海波
杨蒋文
魏钰
丛震
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China Construction Second Engineering Bureau Co Ltd
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China Construction Second Engineering Bureau Co Ltd
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    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/342Structures covering a large free area, whether open-sided or not, e.g. hangars, halls
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04CSTRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00Structural elongated elements designed for load-supporting
    • E04C3/02Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/29Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
    • E04C3/293Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04GSCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/14Conveying or assembling building elements
    • E04G21/16Tools or apparatus
    • E04G21/162Handles to carry construction blocks
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04GSCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/32Safety or protective measures for persons during the construction of buildings
    • E04G21/3261Safety-nets; Safety mattresses; Arrangements on buildings for connecting safety-lines
    • E04G21/3266Safety nets

Abstract

The invention discloses a construction method of an ultra-high large-span steel concrete beam hanging structure, wherein the ultra-high large-span steel concrete beam hanging structure comprises steel structure columns arranged at intervals, steel concrete beams vertically connected between the steel structure columns and floor layers connected between the steel concrete beams; the steel structure columns, the steel concrete beams and the floor layers form a large-span high-rise building body, and a atrium is arranged on the building body; the full length of the top of the atrium is connected with a steel concrete beam. According to the invention, through the arrangement of the steel concrete beam, the large-span connection of the steel concrete beam in high altitude can be ensured through the self bearing capacity; the butt joint of the steel concrete beam and the steel column is facilitated through the arrangement of the hanging frame, and an installation space is provided for the supporting template through the hanging frame; the setting of the upward-rising overhanging bearing plate through the floor layer provides an installation space for the support frame, and the upward-downward simultaneous construction in the reverse construction method construction process is facilitated, so that the construction efficiency is improved.

Description

Construction method of ultrahigh-height large-span steel concrete beam hanging structure
Technical Field
The invention belongs to the technical field of building construction, and particularly relates to a construction method of an ultrahigh-height large-span steel concrete beam hanging structure.
Background
With the rapid development of the construction industry, more and more ultrahigh and large-volume construction projects are continuously generated, and the section steel concrete composite structure is widely applied to high-altitude large-span building structures. However, the member has large span and self weight and is positioned at high altitude, which brings unprecedented challenges to the construction of concrete structures. Aiming design is needed to solve the problems of high construction difficulty, high construction cost, difficult safety protection and the like of the high-altitude large-span steel reinforced concrete girder template.
Disclosure of Invention
The invention provides a construction method of an ultrahigh-degree large-span steel concrete beam hanging structure, which is used for solving the technical problems of installation of an assembled building steel structure column, hoisting, supporting and protecting of a large-span and heavy steel beam of a building atrium and the like.
In order to achieve the purpose, the invention adopts the following technical scheme:
a construction method of an ultrahigh-degree large-span steel concrete beam hanging structure comprises the steps that the ultrahigh-degree large-span steel concrete beam hanging structure comprises steel structure columns arranged at intervals, steel concrete beams vertically connected between the steel structure columns and floor layers connected between the steel concrete beams;
the steel structure columns, the steel concrete beams and the floor layers form a large-span high-rise building body, and a atrium is arranged on the building body; the length of the atrium is larger than the distance between two designed columns, and the atrium is higher than the atrium with three floors; the full length of the top of the atrium is connected with a steel concrete beam, and the steel concrete beam comprises an internal steel beam and external concrete; the steel beam is detachably connected with a hanging fence and a supporting frame;
the construction method of the ultrahigh large-span steel concrete beam hanging structure comprises the following specific steps:
step one, utilizing three-dimensional software to model, assembling steel structure columns, floor layers and steel concrete beams in a building body,
after the integral model is established, assembling each node, and considering a field assembling and installing scheme and civil engineering conditions by combining factory manufacturing conditions and transportation conditions; selecting an assembly scheme by adopting software commands of interactive node assembly and full-automatic node assembly;
step two, according to a determined scheme, firstly, mounting a steel structure column, butting a first section of the steel structure column with a column base, performing temporary bracing through a support before the steel structure column is hoisted, welding a ladder stand, a connecting end and an operation platform, and drawing an alignment central line by using red ink; after the steel structure columns are initially butted, temporarily fixing the steel structure columns through a butting component; firstly, observing whether the central line of the periphery of the first section of steel structure column is aligned with the periphery of a column base, then rechecking the verticality and elevation of the steel structure column by adopting a theodolite through another base point, arranging temporary wind catching on the first section of steel structure column, and adjusting the verticality through the temporary wind catching;
thirdly, adopting a construction technology of correction without cable wind for the steel structure column above the second section, welding a crawling ladder and an operation fence before the steel structure column is hoisted, drawing an alignment center line by using red ink, and slowly performing the hoisting process of the steel structure column; after preliminary butt joint between steel structure columns, temporarily fixing the steel structure columns through a butt joint assembly; firstly, observing whether the central line of the periphery of the upper section column is aligned with the lower section column, then rechecking the verticality and elevation of the steel structure column by adopting a theodolite through another base point, wherein the butt joint assembly comprises a jacking piece, a jack and a butt joint plate, fine adjustment and alignment are carried out by adjusting the jack, and the upper and lower section steel structure columns are connected and fixed through the butt joint plate;
step four, when the steel structure column is hung 200mm above the in-place position, the machine is stopped stably, and the steel structure column slowly falls down after being aligned with the section of the lower steel structure column, so that the center lines of four edges of the steel structure column are basically aligned with the center line of the lower steel structure column; fine adjustment of the steel structure column is carried out through the jacking piece and the jack, so that the center lines of the four sides are aligned; adjusting the bracket elevation and the perpendicularity of the steel structure column by the basement component and the first-layer column beam through datum points arranged on the periphery of the foundation pit by using a theodolite;
fifthly, mounting the steel beams at the lower part except the atrium after the mounting retest of each layer of steel structure column is qualified; erecting a template to pour concrete after the steel beam is installed, thereby forming a steel concrete beam; after the positioning and maintenance of the steel concrete beam are qualified, the floor slab is installed to form a floor slab layer, and then an inter-floor wall body is installed to form a frame system;
step six, arranging an atrium among the frame systems of the stairs, wherein the atrium is formed by at least two floor slabs which are high and run through in height; the horizontal full length of the top of the atrium is connected with a steel concrete beam, and the steel concrete beam comprises a main beam and a secondary beam and is connected into a beam frame system at the top of the atrium;
seventhly, mounting a support frame on a first floor layer below a beam and a second floor layer below the beam, wherein a floor cantilever support plate is mounted on the second floor layer below the beam, the support frame is mounted on the floor cantilever support plate, and a hanging frame is supported at the top of the support frame;
step eight, when the steel beam is manufactured, the connecting hanging frame is manufactured together, after the steel beam is hung in place, the hanging frame is connected with the connecting end of the top of the steel structure column through the connecting end, and the installation of the main beam is firstly carried out and then the installation of the secondary beam is carried out; after the hanging frame is installed, the beam steel bars and the template can be installed after the hanging frame is qualified through inspection and acceptance; beam reinforcing steel bars are wound around the steel ribs, short ribs with corresponding diameters are additionally arranged between the beam upper ribs and the steel beam upper flanges, so that the steel bar framework is hung on the steel beams, and the beam lower ribs have required protective layers; the middle hanging frame at the top of the atrium is connected with the connecting end on the steel structure column;
step nine, pouring concrete of the steel reinforced concrete composite beam in the pouring hanging frame, wherein the concrete is poured from one end of the hanging frame to the other end in a mode of hanging the concrete by a tower crane; when the installation of the steel concrete secondary beam and the simultaneous pouring of the primary and secondary beams and the floor concrete are combined, the span-center deflection of the section steel concrete main beam is large, the construction is carried out in a superposed beam mode, and the section steel concrete main beam is poured to the bottom of a floor bearing plate firstly;
and (3) pouring steel beam surface layer concrete and floor bearing plate concrete, after the strength grade of the main beam concrete reaches 100%, installing the profile steel secondary beam and the floor bearing plate, and finally pouring the profile steel concrete beam laminated layer and the self-supporting floor plate concrete.
Further, in the second step, the support comprises a stand column and a cross beam, the cross beam is provided with an arc-shaped groove corresponding to the steel structure column, and the height of the stand column is higher than half of the height of the operation platform when the operation platform is laterally placed; before hoisting, the crawling ladder is arranged above a steel structure column when the crawling ladder is laterally placed, and an assembled operation platform is welded and fixed at a position 1.2 meters below a connecting position of the column and a steel beam; the top of the steel structure column extends out of the operation platform, a lifting point is arranged at the extending end, and the steel structure column is lifted by a lifting appliance through the lifting point.
Furthermore, the butt joint assembly comprises jacking pieces connected to the upper side and the lower side of the joint of the steel structure column, jacks connected between the jacking pieces and butt joint plates connected to the joint of the steel structure column; the top pieces are arranged at intervals in the circumferential direction, are wedge-shaped and have bottom surfaces or top surfaces in the horizontal plane; the butt joint plate is a v 21274and is also provided with a displacement sensor and a strain sensor; the jack is a vertical jack, and the jack, the displacement sensor and the strain sensor are automatically controlled and monitored through the remote control end respectively.
Furthermore, the support frame comprises a vertical frame and an oblique frame, and the vertical frame is formed by connecting vertical frame columns and transverse frame beams; the bottom of the vertical frame column is detachably connected with the floor cantilever bearing plate, and the cross frame beam is connected with the embedded part in the wall body; the building cantilever bearing plate is at least provided with temporary oblique pulling pieces at the extending end part, and the temporary oblique pulling pieces are arranged at intervals at the extending end part of the building cantilever bearing plate; the protruding end height of slant frame and top are connected with the protection network.
Furthermore, the hanging frame comprises a top hanging unit, side hanging units, bottom hanging units, vertical connecting pieces, beam lower units, steel bearing plates, cushion rods, upper bases and lower bases, wherein the side hanging units are connected to two sides of the top hanging unit and are positioned on two sides of the steel beam; the lower base is provided with a stress sensor and a displacement sensor, and the stress sensor and the displacement sensor are jointly controlled through a remote control end; the top hanging unit, the side hanging unit, the bottom hanging unit and the under-beam unit are all in a grid frame shape through vertical connecting rods.
Further, a template is installed on the beam lower unit, and a back edge and a split bolt are connected to the outer side of the template in the height direction; still be provided with the perforation of side direction muscle on the installation template, between side direction muscle is connected and girder steel and the side direction unit, side direction muscle length adapts to the concrete protective layer thickness of reinforcing bar in the girder steel.
Furthermore, before the steel beam is hoisted, vertical frame columns are welded at two ends of the steel beam, safety ropes are pulled between the vertical frame columns, and the safety ropes are steel wire ropes; after the steel beam is in place, the middle loose hook of the steel beam is removed, the safety rope is used as a construction root point for constructors in the process, the safety rope is pulled to be in a tight state, and a turn buckle is generally arranged in the middle of the safety rope and used for tensioning the steel wire rope.
Furthermore, in the process of hoisting the steel beam in place, the steel beam is easy to rotate in the air, the attitude of the steel beam in the air is adjusted, two positioning ropes are bound at two ends of the steel beam before hoisting the steel beam, the length of each positioning rope is about 1 meter of the elevation of the floor below the steel beam or the ground, and a constructor on the floor or the ground adjusts the attitude of the steel beam in the air through the positioning ropes, so that the steel beam is ensured to be smoothly in place.
Furthermore, embedding the steel beam in concrete, arranging the sheared connecting plates to be embedded, installing and positioning the plates, placing the concrete, and welding in a positioning manner; firstly, measuring and positioning, and measuring an axis control network and an elevation control point of the whole building according to a datum point; the civil engineering and steel structure construction use a uniformly arranged control net, and the steel structure controls the installation position of the embedded part according to the axis of a detail measured by the control net; before binding the reinforcing steel bars, measuring a control axis and an elevation of the plane position of the embedded connecting piece to the next floor; secondly, the embedded part plate is initially in place and accurately corrected, the embedded connecting part is initially in place before the reinforcing steel bars of the wall body are bound according to the embedded part axis and the elevation control line on the next floor, accurate correction is carried out on the embedded connecting part by utilizing a climbing formwork after the reinforcing steel bars are basically bound, and the position of the vertical or horizontal reinforcing steel bar is timely adjusted if the embedded connecting part is blocked by the vertical or horizontal reinforcing steel bar during installation; and after the embedded connecting piece is installed in place and fixed, measuring and rechecking, and pouring concrete after the examination and acceptance are qualified.
Further, in the seventh step, concrete is poured at the positions where the steel structure column and the ring beam are connected to the support of the poured steel concrete beam and the beam column is connected to the bracket, and concrete is fully filled at the positions where the beam column joint and the lower part of the beam-shaped steel flange are filled, and the concrete is carefully poured and tamped; treat that steel construction post and roof beam concrete intensity carry out the hoist and mount of hanging the frame after reaching 100%, the girder steel is connected with steel construction post beaded finish bracket: the webs are butted through high-strength bolts and cover plates, and the flanges are fixed through welding.
The invention has the beneficial effects that:
1) according to the invention, through the arrangement of the steel concrete beam, the large-span connection of the steel concrete beam in high altitude can be ensured through the self bearing capacity;
2) according to the invention, the butt joint of the steel concrete beam and the steel column is facilitated through the arrangement of the hanging frame, the mounting space is provided for supporting the template through the hanging frame, the bottom of the hanging frame is supported through the support frame and is connected with the protective net, and the safety of atrium construction is ensured;
3) the invention provides installation space for the support frame through the arrangement of the overhanging bearing plate on the floor layer, avoids the arrangement of full framing scaffold, saves space on the basis of ensuring bearing force, is beneficial to the simultaneous construction of the upper and lower parts in the reverse construction method, and improves construction efficiency.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention; the primary objects and other advantages of the invention may be realized and attained by the instrumentalities particularly pointed out in the specification.
Drawings
FIG. 1 is a schematic view of a steel structure column side-laying connection structure;
FIG. 2 is a schematic view of the connection structure of the steel structure column in vertical arrangement;
FIG. 3 is a schematic view of the butt joint of two steel structural columns;
FIG. 4 is a schematic view of the structural connection at atrium;
FIG. 5 is a partial schematic view of the structural connection at atrium; (ii) a
FIG. 6 is a top view of a steel beam and its connection structure;
FIG. 7 is an elevation view of a steel beam and its connection structure;
figure 8 is a side view of a steel beam and its connection structure.
Reference numerals: 1-steel structure column, 2-bracket, 3-ladder stand, 4-operation platform, 5-connection end, 6-sling, 7-butt joint component, 71-top piece, 72-jack, 73-butt joint plate, 8-floor layer, 81-beam next floor layer, 82-beam next floor layer, 9-atrium, 10-support frame, 10-vertical frame, 102-oblique frame, 11-temporary oblique pull piece, 12-floor cantilever bearing plate, 13-steel beam, 14-hanging frame, 141-top hanging unit, 142-side hanging unit, 143-bottom hanging unit, 144-vertical connection piece, 145-beam lower unit, 146-steel bearing plate, 147-cushion rod, 148-upper base, 149-lower base, 15-split bolt, 16-template, 17-back edge and 18-concrete.
Detailed Description
Taking a certain project as an example, the total building area is about 60000 more square meters, wherein 7 floors on the ground, the height of the building structure is 32.5m, 3 floors on the ground, the standard elevation of the underground bottom layer is-15.50 meters, and the main structure is a reinforced concrete frame structure. The engineering ground steel structure mainly comprises a steel pipe concrete column and a stiff steel structure column beam, wherein the total tonnage of the construction of the ground steel structure is about 800 tons, the tonnage of the steel pipe column is about 680 tons, and the tonnage of the steel beam is about 120 tons. The atrium 9 area is 40 meters high, has six floors in height, has large span of 17.4 meters, and has a single steel reinforced concrete beam with the weight of about 36 tons. Therefore, the construction needs to be carried out through the ultrahigh large-span steel concrete beam hanging structure.
As shown in fig. 1 to 8, the ultra-high large-span steel reinforced concrete beam hanging structure comprises steel structural columns 1 arranged at intervals, steel reinforced concrete beams vertically connected between the steel structural columns 1, and floor layers 8 connected between the steel reinforced concrete beams. The steel structure columns 1, the steel concrete beams and the floor layer 8 form a large-span high-rise building body, and a atrium 9 is arranged on the building body; the atrium 9 has three design column distances in length and six floor heights in height; the top of the atrium 9 is connected with a steel concrete beam in a through length mode, and the steel concrete beam comprises an internal steel beam 13 and external concrete 18; the steel beam 13 is detachably connected with a hanging frame 14 and a supporting frame 10. When the hanging method is adopted for construction, each steel rib beam is respectively provided with a hanging frame, and in order to ensure the integral stability of the two steel rib beams 18 in the atrium 9 during pouring, two temporary supporting beams are respectively arranged on two sides of each hanging frame and between the two hanging frames.
With reference to fig. 1 to 8, a construction method of an ultra-high large-span steel reinforced concrete beam hanging structure is further described, which specifically comprises the following steps:
developing a special software system for drawing a steel structure processing detailed diagram on an AutoCAD three-dimensional graphic platform, utilizing three-dimensional software for modeling, assembling a steel structure column 1, a floor layer 8 and a steel concrete beam in a building body, assembling each node after an integral model is established, and considering field assembling, installation schemes and civil engineering conditions in combination with factory manufacturing conditions and transportation conditions; and selecting an assembly scheme by adopting software commands of interactive node assembly and full-automatic node assembly.
In this embodiment, the "interactive node assembly" and "full-automatic node assembly" commands are used, and the difference between the two commands is that the "interactive node assembly" command only forms a coherent connection with a component that has been selected by a user. It is convenient that the user can form the connection node with different connection parameters by selecting a part of the members. The volume and the weight of the selected solid component or node are directly weighed by software, and direct and reliable weight statistical data are provided for the deepened design.
In the embodiment, after the nodes are assembled, the members and the nodes are numbered according to the numbering principle in the design construction drawing; according to the control parameters of all the components of the input component, a list of all the components of the component can be automatically generated, and the list comprises the statistical information of the quantity, the unit weight, the total weight, the surface area and the like of the component. Counting the steel consumption of the selected member, and outputting the statistical information of the number, the single weight, the total weight, the surface area and the like of the member; meanwhile, the statistical information in the table can be written into a text file so as to be convenient for making various material statistical reports.
In the embodiment, the suspension part is a large-span and ultra-high steel reinforced concrete beam combined structure, the steel reinforced concrete beam is subjected to load checking calculation, and the construction load of the air connecting body part is proved to be borne by the steel beam 13, so that after the steel structure is installed and is checked to be qualified, a template 16 of the steel reinforced concrete beam is erected in a 'hanging mode', and through a hanging frame 14 supported on the steel beam 13, the construction load of the beam slab template 16 and the poured concrete 18 is borne by the steel beam 13 uniformly through the hanging frame and is transmitted to the steel structural columns 1 on two sides; the construction method replaces the traditional high formwork system erection, and is simple in construction process, safe, reliable and strong in practicability. The self-weight of the upper template 16 of the platform, the upper structure, the construction load and the like are fully considered in the design calculation. The hanging frame 14 is designed by adopting 3d3s steel structure design software, and PKPM is adopted for analysis and recheck to obtain a calculation diagram and integral deformation.
Step two, firstly, installing the steel structure column 1 according to a determined scheme, butting the first section of the steel structure column 1 with a column base, performing temporary support through a bracket 2 before the steel structure column 1 is lifted, welding a ladder stand 3, a connecting end 5 and an operating platform 4, and drawing an alignment central line by red ink; after the steel structure column 1 is initially butted, the steel structure column is temporarily fixed through a butting component 7; firstly, observing whether the central line around the first section of steel structure column 1 is aligned with the periphery of a column base, then rechecking the verticality and elevation of the steel structure column 1 by adopting a theodolite through another base point, arranging temporary wind catching on the first section of steel structure column 1, and adjusting the verticality through temporary wind catching.
In the second step, the support 2 comprises a stand column and a cross beam, the cross beam is provided with an arc-shaped groove corresponding to the steel structure column 1, and the height of the stand column is higher than half of the height of the operation platform 4 when the operation platform is laterally placed; before hoisting, the crawling ladder 3 is arranged above the steel structure column 1 when being placed on the side, and meanwhile, the assembled operation platform 4 is fixedly welded at a position 1.2 meters below the connecting position of the column and the steel beam 13; the top of the steel structure column 1 extends out of the operating platform 4, a lifting point is arranged at the extending end, and the steel structure column is lifted by a lifting appliance 6 through the lifting point.
Thirdly, the steel structure column 1 above the second section adopts a construction technology of correction without cable wind, before the steel structure column 1 is hoisted, the ladder 3 and the operation fence are welded, the alignment central line is drawn by red ink, and the hoisting process of the steel structure column 1 is slowly carried out; after the steel structure columns 1 are preliminarily butted, the steel structure columns are temporarily fixed through a butting component 7; whether the central lines on the periphery of the upper section column are aligned with the lower section column or not is observed firstly, then the steel structure column 1 is rechecked for verticality and elevation through another base point by adopting a theodolite, the butt joint assembly 7 comprises a top piece 71, a jack 72 and a butt joint plate 73, fine adjustment and alignment are carried out through adjusting the jack 72, and the steel structure column 1 of the upper section and the lower section is connected and fixed through the butt joint plate 73.
In this embodiment, the docking assembly 7 includes top members 71 connected to the upper and lower sides of the joint of the steel structural column 1, jacks 72 connected between the top members 71, and docking plates 73 connected to the joint of the steel structural column 1; the top pieces 71 are arranged at intervals in the annular direction, the top pieces 71 are wedge-shaped, and the horizontal plane is a bottom surface or a top surface; the butt joint plate 73 is an Contraband-shaped plate, and a displacement sensor and a strain sensor are further arranged on the butt joint plate 73; the jack 72 is a vertical jack 72, and the jack 72, the displacement sensor and the strain sensor are respectively controlled and monitored automatically through a remote control end.
Step four, when the steel structure column 1 is hung 200mm above the in-place position, the machine is stopped stably, and the steel structure column 1 slowly falls down after aligning the section of the lower steel structure column 1, so that the center lines of the four sides of the steel structure column 1 are basically aligned with the lower steel structure column 1; fine adjustment of the steel structure column 1 is carried out through the jacking piece 71 and the jack 72, so that the center lines of four sides are aligned; adjusting the bracket elevation of the steel structure column 1 and the perpendicularity of the steel structure column 1 by using a theodolite through a reference point arranged on the periphery of the foundation pit for the basement component and the first-layer column beam;
fifthly, after each layer of steel structure column 1 is installed and retested to be qualified, the lower steel beam 13 except the atrium 9 is installed; erecting a template 16 after the steel beam 13 is installed, and pouring concrete 18 to form a steel concrete beam; after the positioning and maintenance of the steel concrete beam are qualified, the floor slab is installed to form a floor slab layer 8, and then an inter-floor wall body is installed to form a frame system;
sixthly, arranging an atrium 9 between the frame systems of the stairs, wherein the atrium 9 is at least two floor layers 8 high and is arranged in a penetrating way in height; the horizontal full length at the top of atrium 9 is connected with a steel concrete beam, and the steel concrete beam comprises a main beam and a secondary beam and is connected into a beam frame system at the top of atrium 9.
In the embodiment, before the steel beam 13 is hoisted, the vertical frame columns are welded at the two ends of the steel beam 13, the safety rope is pulled between the vertical frame columns, and the safety rope is a steel wire rope; after the steel beam 13 is in place, the loose hook in the middle of the steel beam 13 is removed, the safety rope is used as a construction root point for constructors in the process, the safety rope is pulled to be in a tight state, and a turn buckle is generally arranged in the middle of the safety rope and used for tensioning the steel wire rope.
In the embodiment, in the process of hoisting the steel beam 13 in place, the steel beam is easy to rotate in the air, the attitude of the steel beam 13 in the air is adjusted, two positioning ropes are bound at two ends of the steel beam 13 before hoisting the steel beam 13, the length of each positioning rope is about 1 m of the elevation below the steel beam 13 or above the ground, and a constructor on the floor or above the ground adjusts the attitude of the steel beam 13 in the air through the positioning ropes, so that the steel beam 13 is ensured to be smoothly in place.
In the embodiment, the steel beam 13 is embedded in the concrete 18, and after the plates of the parts to be embedded are installed and positioned by the sheared connecting plates and the concrete 18 is poured, the connecting plates are placed in a pay-off line and positioned for welding; firstly, measuring and positioning, and measuring an axis control network and an elevation control point of the whole building according to a datum point; the civil engineering and steel structure construction use a uniformly arranged control net, and the steel structure controls the installation position of the embedded part according to the axis of a detail measured by the control net; before binding the reinforcing steel bars, measuring a control axis and an elevation of the plane position of the embedded connecting piece to the next floor; secondly, the embedded part plate is initially in place and accurately corrected, the embedded connecting part is initially in place before the reinforcing steel bars of the wall body are bound according to the embedded part axis and the elevation control line on the next floor, accurate correction is carried out on the embedded connecting part by utilizing a climbing formwork after the reinforcing steel bars are basically bound, and the position of the vertical or horizontal reinforcing steel bar is timely adjusted if the embedded connecting part is blocked by the vertical or horizontal reinforcing steel bar during installation; and after the embedded connecting piece is installed in place and fixed, measuring and rechecking, and pouring concrete after the examination and acceptance are qualified. Pre-buried 250X 6mm thick piece of burying in shaped steel concrete beam side buries a piece and L75X 6 angle steel welding, makes profiled sheet floor support plate and shaped steel concrete beam effective connection in the stair through the angle steel, and profiled sheet floor support plate can the combined action with shaped steel concrete beam, guarantees structural safety.
Seventhly, mounting the support frame 10 on a first floor layer 81 below the atrium 9 and a second floor layer 82 below the atrium 9, wherein the second floor layer 82 below the atrium 9 is provided with a floor cantilever support plate 12, the support frame 10 is mounted on the floor cantilever support plate 12, and the top of the support frame 10 supports the hanging frame 14.
In this embodiment, the supporting frame 10 includes a vertical frame 101 and an oblique frame 102, and the vertical frame 101 is formed by connecting vertical frame columns and horizontal frame beams; the bottom of the vertical frame column is detachably connected with the floor cantilever bearing plate 12, and the cross frame beam is connected with the embedded part in the wall body; the building cantilever support plate 12 is at least provided with temporary inclined pulling pieces 11 at the overhanging end parts, and the temporary inclined pulling pieces 11 are arranged at intervals at the overhanging end parts of the building cantilever support plate 12; the extending end of the oblique frame 102 is high and the top is connected with a protective net.
In the seventh step, concrete 18 is poured at the positions where the steel structure column 1 is connected with the support of the poured steel reinforced concrete beam, the ring beam and the beam column connecting bracket are connected, and concrete 18 is fully filled at the beam column joint, the lower part of the beam steel flange and the like, and carefully poured and compacted; treat that steel structure column 1 and 18 intensity of roof beam concrete carry out the hoist and mount of hanging frame 14 after reaching 100%, girder steel 13 and the connection of 1 reinforcing ring bracket of steel structure column: the webs are butted through high-strength bolts and cover plates, and the flanges are fixed through welding.
Step eight, when the steel beam 13 is manufactured, the connecting hanging frame 14 is manufactured together, after the steel beam is hoisted in place, the hanging frame 14 is connected with the connecting end 5 at the top of the steel structure column 1 through the connecting end 5, and the installation of the main beam is firstly carried out and then the installation of the secondary beam is carried out; after the hanging frame 14 is installed, the beam steel bars and the template 16 can be installed after the hanging frame is qualified through inspection and acceptance; the beam steel bars surround the steel ribs, short bars with corresponding diameters are additionally arranged between the upper beam steel bars and the upper flange of the steel beam 13, so that the steel bar framework is hung on the steel beam 13, and the lower beam steel bars have required protective layers; the hanging frame 14 at the top of the atrium 9 is connected with the connecting end 5 on the steel structure column 1.
In this embodiment, the hanging rack 14 weighs about 6.0 tons, and is hoisted by using a K40/21 type tower crane, the hoisting radius R =35M, and the hoisting amount is 7.42T. Before the hanging frame 14 is hung and constructed, a horizontal safety pocket net is hung above the floor of 5 floors, and the turnover of the safety pocket net must ensure that the safety pocket net is fully paved at the lower part during the construction of the upper floor to prevent the falling of high altitude. To setting up steel pipe support during the position operation construction of encorbelmenting and hanging double-deck safe pocket net, prevent that the high altitude from falling.
In this embodiment, the hanging rack 14 includes a top hanging unit 141, side hanging units 142 connected to both sides of the top hanging unit 141 and located on both sides of the steel beam 13, a bottom hanging unit 143 connected to the bottom of the side hanging unit 142, a vertical connecting member 144 connected to the cross section of the steel beam 13, a beam lower unit 145 connected below the steel beam 13 and located above the bottom hanging unit 143, steel bearing plates 146 connected to the top of the top hanging unit 141 and the bottom of the bottom hanging unit 143, a cushion bar 147 and an upper base 148 connected between the top hanging unit 141 and the top of the steel beam 13, and a lower base 149 connected between the bottom hanging unit 143 and the bottom of the steel beam 13; the lower base 149 is provided with a stress sensor and a displacement sensor which are jointly controlled by a remote control end; the top hanging unit 141, the side hanging unit 142, the bottom hanging unit 143 and the beam lower unit 145 are all in a grid frame shape through vertical connecting rods.
In this embodiment, the top hanging unit 141, the side hanging unit 142, the bottom hanging unit 143, and the under beam unit 145 of the hanging rack 14 respectively correspond to the top bearing carrying pole, the lateral periphery protection system, and the bottom # -shaped steel reinforcement system: the top hanging unit 141 is made of beam top carrying poles, the beam top carrying poles are made of 20a type I-shaped steel, the distance between the beam top carrying poles is 1000, and the distance between the beam top carrying poles is 1000. The upper support and the lower support are made of 20 a-type I steel with the height of 250 mm; the bottom hanging unit 143 and the under-beam unit 145 are # -shaped steel reinforcing systems, reinforced and manufactured by adopting a steel pipe space 500 of 16a channel steel space 1000mm + phi 48 multiplied by 2.8mm, and double steel pipes are pulled and connected by adopting phi 14mm split bolts 15; the side hanging unit 142 is a peripheral protection system and is manufactured by processing L80 × 8 angle steel and a dense mesh net.
In this embodiment, the template 16 is installed on the beam lower unit 145, and the back edge 17 and the split bolt 15 are connected to the outer side of the template 16 in the height direction; the installation template 16 is also provided with a through hole of a lateral rib, the lateral rib is connected with the steel beam 13 and the lateral unit, and the length of the lateral rib is adapted to the thickness of a concrete 18 protective layer of a steel bar in the steel beam 13.
In the embodiment, the beam side formwork panel adopts a plywood formwork 16 with the thickness of 16 mm; the inner edge is arranged in the direction of the cross section of the vertical beam at the interval of 300mm by 60mm square timber, the back edge 17 is arranged in the direction of the cross section of the vertical beam at the interval of 1000mm + 48 x 2.8mm steel pipes by 16a channel steel, the diameter of a screw rod is 14mm, and the screw rod is arranged at the position of 250mm and 750mm of the beam at the interval of 500 mm; the beam bottom adopts 4 square wood inner ridges with the thickness of 60mm multiplied by 80mm, the beam bottom back ridges 17 adopt steel tube spaces 500 of 16a channel steel spaces 1000mm + phi 48 multiplied by 2.8mm, and the steel tube spaces are arranged perpendicular to the beams.
Step nine, pouring concrete of the steel reinforced concrete composite beam in the pouring hanging frame 14, wherein the concrete 18 is poured from one end of the hanging frame 14 to the other end in a mode of hanging the concrete by a tower crane; when the installation of the steel concrete secondary beam and the simultaneous pouring of the primary and secondary beams and the floor concrete are combined, the span deflection of the main beam of the section steel concrete 18 is large, the construction is carried out in a superposed beam mode, and the construction is firstly poured to the bottom of a floor bearing plate.
In this embodiment, carry out 13 surface course concretings of girder steel and building bearing plate concrete, treat that girder beam concrete strength grade reaches 100% back, carry out the installation of shaped steel secondary beam and building bearing plate, pour shaped steel concrete beam laminated layer and self-supporting floor concrete at last.
Finally, the hanger bracket 14 is removed. The method comprises the following steps of dismantling a main keel of a hanging rack 14, wherein the main keel of the hanging rack 14 is heavy, dismantling in a backward type subsection mode is carried out, firstly, a framework is divided into 10 sections with the length of 1.5 m/section, each section is 1.0 ton in weight, dismantling of a scaffold board at the bottom of the hanging rack is carried out after the subsection is completed, the dismantling is carried out by a tower crane, and dismantling is carried out by adopting a subsection dragging-out and gas cutting mode for I-steel which cannot be dragged out by a whole root.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that may be made by those skilled in the art within the technical scope of the present invention will be covered by the scope of the present invention.

Claims (10)

1. A construction method of an ultrahigh-degree large-span steel concrete beam hanging structure is characterized in that the ultrahigh-degree large-span steel concrete beam hanging structure comprises steel structure columns (1) arranged at intervals, steel concrete beams vertically connected among the steel structure columns (1) and floor layers (8) connected among the steel concrete beams;
the steel structure columns (1), the steel concrete beams and the floor layer (8) form a large-span high-rise building body, and an atrium (9) is arranged on the building body; the length of the atrium (9) is larger than two designed column distances, and the height of the atrium (9) is higher than the height of three floors; the top of the atrium (9) is connected with a steel concrete beam in a through length mode, and the steel concrete beam comprises an inner steel beam (13) and outer concrete (18); the steel beam (13) is detachably connected with a hanging frame (14) and a support frame (10);
the hanging frame (14) comprises a top hanging unit (141), side hanging units (142) which are connected to two sides of the top hanging unit (141) and located on two sides of a steel beam (13), bottom hanging units (143) which are connected to the bottoms of the side hanging units (142), vertical connecting pieces (144) which are connected to the cross section of the steel beam (13), a beam lower unit (145) which is connected to the lower portion of the steel beam (13) and located on the upper portion of the bottom hanging unit (143), steel bearing plates (146) which are connected to the tops of the top hanging units (141) and the bottoms of the bottom hanging units (143), a cushion rod (147) and an upper base (148) which are connected between the top hanging unit (141) and the tops of the steel beams (13), and a lower base (149) which is connected between the bottom hanging units (143) and the bottoms of the steel beams (13);
the supporting frame (10) comprises a vertical frame (101) and an oblique frame (102), and the vertical frame (101) is formed by connecting vertical frame columns and transverse frame beams; the bottom of the vertical frame column is detachably connected with a floor cantilever bearing plate (12), and the cross frame beam is connected with an embedded part in a wall body; the building cantilever bearing plate (12) is at least provided with temporary inclined pulling pieces (11) at the extending end parts, and the temporary inclined pulling pieces (11) are arranged at intervals at the extending end parts of the building cantilever bearing plate (12);
the construction method of the ultrahigh large-span steel concrete beam hanging structure comprises the following specific steps:
step one, utilizing three-dimensional software to model, assembling steel structure columns (1), floor layers (8) and steel concrete beams in a building body,
after the integral model is established, assembling each node, and considering a field assembling and installing scheme and civil engineering conditions by combining factory manufacturing conditions and transportation conditions; selecting an assembly scheme by adopting software commands of interactive node assembly and full-automatic node assembly;
step two, firstly installing the steel structure column (1) according to the determined scheme, butting the first section of the steel structure column (1) with a column base, abutting and supporting the steel structure column (1) through a support (2) before the steel structure column is hoisted, welding a crawling ladder (3), a connecting end (5) and an operation platform (4), and drawing an alignment center line by using red ink; after the steel structure columns (1) are initially butted, the steel structure columns are temporarily fixed through a butting component (7); firstly, observing whether the central line of the periphery of the first section of steel structure column (1) is aligned with the periphery of a column base, then rechecking the verticality and elevation of the steel structure column (1) by adopting a theodolite through another base point, arranging temporary wind catching on the first section of steel structure column (1), and adjusting the verticality through temporary wind catching;
thirdly, the steel structure column (1) above the second section adopts a construction technology of correction without cable wind, before the steel structure column (1) is hoisted, a ladder (3) and an operation fence are welded, an alignment central line is drawn by red ink, and the hoisting process of the steel structure column (1) is slowly carried out; after the steel structure columns (1) are preliminarily butted, the steel structure columns are temporarily fixed through a butting component (7); whether the central line of the periphery of the upper section column is aligned with the lower section column or not is observed, then the verticality and elevation of the steel structure column (1) are rechecked by adopting a theodolite through another base point, the butt joint assembly (7) comprises a top piece (71), a jack (72) and a butt joint plate (73), fine adjustment and alignment are carried out by adjusting the jack (72), and the steel structure columns (1) of the upper section and the lower section are connected and fixed through the butt joint plate (73);
step four, when the steel structure column (1) is hung 200mm above the in-place position, the machine is stopped stably, and the steel structure column slowly falls down after being aligned with the section of the lower steel structure column (1), so that the center lines of the four sides of the steel structure column (1) are basically aligned with the lower steel structure column (1); fine adjustment of the steel structure column (1) is carried out through the jacking piece (71) and the jack (72), so that the center lines of four sides are aligned; adjusting the bracket elevation of the steel structure column (1) and the perpendicularity of the steel structure column (1) by using a theodolite through a reference point arranged on the periphery of the foundation pit for the basement component and the first-layer column beam;
fifthly, after each layer of steel structure column (1) is installed and retested to be qualified, the steel beam (13) at the lower part except the atrium (9) is installed; after the steel beam (13) is installed, a template (16) is arranged to pour concrete (18), so that a steel concrete beam is formed; after the positioning and maintenance of the steel concrete beam are qualified, the floor slab is installed to form a floor slab layer (8), and then an inter-floor wall body is installed to form a frame system;
sixthly, an atrium (9) is arranged between the frame systems of the stairs, and the atrium (9) is at least two floor layers (8) which are high and run through in height; the top of the atrium (9) is horizontally and completely connected with a steel concrete beam, and the steel concrete beam comprises a main beam and a secondary beam which are connected into a beam frame system at the top of the atrium (9);
seventhly, mounting a support frame (10) on a first floor layer (81) below a beam and a second floor layer (82) below the beam below the atrium (9), wherein a floor cantilever bearing plate (12) is mounted on the second floor layer (82) below the beam, the support frame (10) is mounted on the floor cantilever bearing plate (12), and a hanging frame (14) is supported at the top of the support frame (10);
step eight, the steel beam (13) is manufactured together with the hanging frame (14) when being manufactured, after the hanging frame (14) is hoisted in place, the hanging frame (14) is connected with the connecting end (5) at the top of the steel structure column (1) through the connecting end (5), and the installation of the main beam and the installation of the secondary beam are carried out firstly; after the hanging frame (14) is installed, the beam steel bars and the template (16) can be installed after the hanging frame is qualified through inspection and acceptance; the beam steel bars surround the steel ribs, short bars with corresponding diameters are additionally arranged between the upper beam steel bars and the upper flange of the steel beam (13), so that the steel bar framework is hung on the steel beam (13), and the lower beam steel bars have required protective layers; a hanging rack (14) in the top of the atrium (9) is connected with the connecting end (5) on the steel structure column (1);
step nine, pouring the steel reinforced concrete composite beam concrete in the pouring hanging frame (14), wherein the concrete (18) is poured from one end of the hanging frame (14) to the other end in a mode of hanging the concrete by a tower crane; when the installation of the steel concrete secondary beam and the simultaneous pouring of the primary and secondary beams and the floor concrete are combined, the span-center deflection of the section steel concrete main beam is large, the construction is carried out in a superposed beam mode, and the section steel concrete main beam is poured to the bottom of a floor bearing plate firstly;
and (3) pouring steel beam (13) surface layer concrete and floor bearing plate concrete, installing the profile steel secondary beam and the floor bearing plate after the strength grade of the main beam concrete reaches 100%, and finally pouring the profile steel concrete beam laminated layer and the self-supporting floor plate concrete.
2. The construction method of the ultra-high large-span steel-concrete beam hanging structure according to claim 1, wherein in the second step, the support (2) comprises a support column and a cross beam, the cross beam is provided with an arc-shaped groove corresponding to the steel-structure column (1), and the height of the support column is higher than half of the height of the operation platform (4) when the support column is laterally placed; before hoisting, the crawling ladder (3) is arranged above the steel structure column (1) in the lateral placing process, and meanwhile, an assembly type operation platform (4) is welded and fixed 1.2 meters below the connecting position of the column and the steel beam (13); the top of the steel structure column (1) extends out of the operation platform (4), a lifting point is arranged at the extending end, and the steel structure column is lifted by a lifting appliance (6) through the lifting point.
3. The construction method of the ultra-high large-span steel-concrete beam hanging structure according to claim 1, wherein the docking assembly (7) comprises top members (71) connected to the upper and lower sides of the joint of the steel structural columns (1), jacks (72) connected between the top members (71), and docking plates (73) connected to the joint of the steel structural columns (1); the top pieces (71) are arranged at intervals in the circumferential direction, the top pieces (71) are wedge-shaped, and the horizontal plane of each top piece is a bottom surface or a top surface; the butt joint plate (73) is an Contraband-shaped plate, and a displacement sensor and a strain sensor are further arranged on the butt joint plate (73); the jack (72) is a vertical jack (72), and the jack (72), the displacement sensor and the strain sensor are respectively controlled and monitored automatically through a remote control end.
4. The construction method of the ultra-high large-span steel reinforced concrete beam hanging structure according to claim 1, characterized in that the extending end of the oblique frame (102) is high and the top is connected with a protective net.
5. The construction method of the ultra-high large-span steel-concrete beam hanging structure according to claim 1, wherein a stress sensor and a displacement sensor are mounted on the lower base (149), and the stress sensor and the displacement sensor are jointly controlled through a remote control end; the top hanging unit (141), the side hanging unit (142), the bottom hanging unit (143) and the beam lower unit (145) are all in a grid frame shape through vertical connecting rods.
6. The construction method of the ultra-high large-span steel-concrete beam hanging structure according to claim 1, characterized in that a formwork (16) is installed on the beam lower unit (145), and a back ridge (17) and a split bolt (15) are connected to the outer side of the formwork (16) in the height direction; still be provided with the perforation of side direction muscle on the erection template (16), between side direction muscle is connected and girder steel (13) and the side direction unit, side direction muscle length adaptation girder steel (13) in the concrete protective layer thickness of reinforcing bar.
7. The construction method of the ultrahigh-height large-span steel-concrete beam hanging structure according to claim 1, characterized in that before the steel beam (13) is hung, vertical frame columns are welded at two ends of the steel beam (13), a safety rope is pulled between the vertical frame columns, and the safety rope is a steel wire rope; after the steel beam (13) is in place, the middle loose hook of the steel beam (13) is removed, the safety rope is used as a construction rooting point for constructors in the process, the safety rope is pulled to be in a tightened state, and a turn buckle is generally arranged in the middle of the safety rope and used for tightening the steel wire rope.
8. The construction method of the ultra-high large-span steel-concrete beam hanging structure according to claim 1, characterized in that the steel beam (13) is easy to rotate in the air in the process of hanging in place, the attitude of the steel beam (13) in the air is adjusted, two positioning ropes are bound at two ends of the steel beam (13) before the steel beam (13) is hung, the length of the positioning ropes is about 1 meter of the elevation below the steel beam (13) or on the ground, and a constructor on the floor or the ground adjusts the attitude of the steel beam (13) in the air through the positioning ropes, so that the steel beam (13) is ensured to be smoothly located in place.
9. The construction method of the ultra-high large-span steel concrete beam hanging structure according to claim 1, characterized in that the steel beam (13) is embedded in the concrete (18) by embedding connecting pieces, the sheared connecting plates are connected to be installed and positioned, and the concrete (18) is poured, and then the steel beam is laid out and positioned and welded; firstly, measuring and positioning, and measuring an axis control network and an elevation control point of the whole building according to a datum point; the civil engineering and steel structure construction use a uniformly arranged control net, and the steel structure controls the installation position of the embedded part according to the axis of a detail measured by the control net; before binding the reinforcing steel bars, measuring a control axis and an elevation of the plane position of the embedded connecting piece to the next floor; secondly, the embedded part plate is initially in place and accurately corrected, the embedded connecting part is initially in place before the reinforcing steel bars of the wall body are bound according to the embedded part axis and the elevation control line on the next floor, accurate correction is carried out on the embedded connecting part by utilizing a climbing formwork after the reinforcing steel bars are basically bound, and the position of the vertical or horizontal reinforcing steel bar is timely adjusted if the embedded connecting part is blocked by the vertical or horizontal reinforcing steel bar during installation; after the embedded connecting piece is installed in place and fixed, the concrete (18) can be poured after measurement and recheck and acceptance check.
10. The construction method of the ultrahigh-height large-span steel concrete beam hanging structure according to claim 1, characterized in that in the seventh step, concrete (18) is poured at the positions of the supports for pouring the steel reinforced concrete beam, the steel structure column (1), the ring beam and the bracket for connecting the beam column, and concrete (18) is fully filled at the positions of the joints of the beam column, the lower part of the flange of the beam section steel and the like, and the concrete is carefully poured and tamped; treat that steel structure post (1) and roof beam concrete intensity reach 100% after carry out the hoist and mount of hanging frame (14), girder steel (13) and steel structure post (1) beaded finish bracket's being connected: the webs are butted through high-strength bolts and cover plates, and flanges are fixed through welding.
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CN102444203B (en) * 2011-09-15 2013-06-19 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
CN202380732U (en) * 2011-12-29 2012-08-15 中建七局第三建筑有限公司 Self-load bearing template support device utilizing steel reinforced concrete beam
CN105971110A (en) * 2016-05-30 2016-09-28 中冶东北建设(沈阳)工程技术有限公司 Construction method for fire control corridor steel structure supporting system
CN108104463A (en) * 2017-12-15 2018-06-01 山东金城建设有限公司 Girder with rolled steel section en cased in concrete form bracing system construction technology
CN108374555A (en) * 2018-05-04 2018-08-07 舜杰建设(集团)有限公司 Girder with rolled steel section en cased in concrete, which pours, to be smash without support hung formwork structure and method

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