CN114351926A - Anti-floating construction method for metal square box cast-in-place concrete hollow floor slab - Google Patents
Anti-floating construction method for metal square box cast-in-place concrete hollow floor slab Download PDFInfo
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- CN114351926A CN114351926A CN202210274838.4A CN202210274838A CN114351926A CN 114351926 A CN114351926 A CN 114351926A CN 202210274838 A CN202210274838 A CN 202210274838A CN 114351926 A CN114351926 A CN 114351926A
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Abstract
The invention relates to the field of buildings, in particular to an anti-floating construction method for a metal square box cast-in-place concrete hollow floor slab, which comprises the following steps of S1, lofting according to a construction drawing; step S2, binding rib beam steel bars and bottom plate steel bars, and embedding pipelines in advance; step S3, pouring the bottom plate, compacting and leveling the concrete of the bottom plate through vibration, performing surface folding treatment after pouring, and performing chiseling treatment on the upper surface of the bottom plate; step S4, placing the square box into a grid formed by each rib beam, binding surface layer steel bars and plate end supporting negative bars, and carrying out circumferential limit on the square box through the plate end supporting negative bars; and step S5, performing concrete pouring on the floor slab, and pouring the floor slab to a preset elevation. The bottom plate concrete pours the shaping earlier and carries out the anti floating of square chest after fixed, then pours to preset elevation for traditional iron wire passes the mode of metal box or template is replaced to the mode of upper strata pouring, and the metal box need not to punch, reduces material cost, obviously improves labor efficiency, reduces the recruitment, reduces the cost of labor.
Description
Technical Field
The invention belongs to the field of buildings, and particularly relates to an anti-floating construction method for a metal square box cast-in-place concrete hollow floor slab.
Background
The metal square boxes are regularly embedded in the cast-in-place concrete hollow floor slab, so that the metal square boxes are embedded in the cast-in-place concrete hollow floor slab according to the design, and the cast-in-place concrete hollow floor slab has great advantages in the aspects of reducing the self weight of the floor slab structure, insulating heat, insulating sound, reducing energy consumption, increasing the effective utilization space of a room, enhancing the fireproof performance and the anti-seismic performance and the like. However, the anti-floating measure is crucial to the construction process of the metal square box, the traditional anti-floating measure is a mode of drilling holes in a support template of a cast-in-place floor and binding the metal square box and a template support system together by using iron wires, and the construction mode is inconvenient to operate and low in construction efficiency.
Therefore, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides an anti-floating construction method for a metal square box cast-in-place concrete hollow floor slab.
In order to achieve the above purpose, the invention provides the following technical scheme:
an anti-floating construction method for a metal square box cast-in-place concrete hollow floor slab comprises the following steps:
step S1, lofting according to the construction drawing, and erecting a scaffold and a supporting template;
step S2, binding rib beam steel bars and bottom plate steel bars, and embedding pipelines in advance;
step S3, pouring the bottom plate, compacting and leveling the concrete of the bottom plate through vibration, performing surface folding treatment after pouring, and performing chiseling treatment on the upper surface of the bottom plate;
step S4, placing the square box into a grid formed by each rib beam, binding surface layer steel bars and plate end supporting negative bars, and carrying out circumferential limit on the square box through the plate end supporting negative bars;
and step S5, performing concrete pouring on the floor slab, and pouring the floor slab to a preset elevation.
Preferably, the surface layer steel bars which are staggered in a square grid pass through the square box from the upper part of the square box and are bundled with the rib beam steel bars through steel wires.
Preferably, the surface layer reinforcing steel bars penetrate through the lower part of the upper reinforcing steel bars of the rib beams so as to be limited by the square boxes longitudinally corresponding to the bottom plate.
Preferably, the negative muscle ligature is supported on the rib beam reinforcing bar to the board end, and its both ends are stretched out respectively the both sides of rib beam reinforcing bar to contradict the outer wall of two corresponding square boxs respectively, it is same the circumference of square boxs has a plurality ofly the negative muscle is supported to the board end.
Preferably, the length of the plate end supporting negative rib is matched with the distance between two adjacent square boxes, and the two ends of the plate end supporting negative rib are provided with bending parts which are abutted against the square boxes.
Preferably, in step S5, layered casting is performed from the rib beam, and the next casting is completed before the concrete of the previous casting is initially set.
Preferably, the pre-burying work of the pipeline is performed after the rib beam steel bars and the bottom plate steel bars are bound and before the square box is installed;
the pipelines comprise vertical pipelines and horizontal pipelines, wherein the horizontal pipelines extend along the rib beams, and the vertical pipelines correspondingly penetrate through the embedded steel pipe sleeves of the floor slabs.
Preferably, the width of the rib is one third of the distance between any two ribs.
Preferably, in step S2, according to the lofting identifier, the rib beam reinforcing bars are firstly bound, then the bottom plate reinforcing bars are bound, and the short span reinforcing bars are bound, then the long span reinforcing bars are bound, and the protective layer cushion blocks corresponding to the rib beam reinforcing bars or the bottom plate reinforcing bars are arranged.
Preferably, the square box is located at the center of the square formed by the rib beam, and when the pipeline or the wire box exists in the square formed by the rib beam, the square box with the size of one half is adopted or the square is subjected to solid pouring treatment.
Has the advantages that: the bottom plate concrete pours the shaping earlier and carries out the anti floating of square chest after fixed, then pours to predetermineeing the elevation for traditional iron wire passes the mode of metal box or template is replaced to the mode of upper strata pouring, and the metal box need not to punch, and it is convenient to dismantle, and the template damages fewly, reduces material cost, obviously improves labor efficiency, reduces the recruitment, reduces the cost of labor.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. Wherein:
FIG. 1 is a flow chart of the pouring of a floor slab according to an embodiment of the present invention;
FIG. 2 is a schematic plan view of a floor slab in accordance with an embodiment of the present invention;
figure 3 is a schematic cross-sectional view of a floor slab in accordance with an embodiment of the present invention.
In the figure: 1. a square box; 2. surface layer reinforcing steel bars; 3. a rib beam; 4. the plate end supports the negative rib; 5. a bottom plate steel bar; 6. template, 7, bottom plate concrete; 8. rib beam reinforcing steel bars; 9. and (5) surface layer concrete.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely below, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments that can be derived by one of ordinary skill in the art from the embodiments given herein are intended to be within the scope of the present invention.
In the description of the present invention, the terms "longitudinal", "lateral", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are for convenience of description of the present invention only and do not require that the present invention must be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention. The terms "connected" and "connected" used herein should be interpreted broadly, and may include, for example, a fixed connection or a detachable connection; they may be directly connected or indirectly connected through intermediate members, and specific meanings of the above terms will be understood by those skilled in the art as appropriate.
The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings. It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
As shown in fig. 1 to 3, an anti-floating construction method for a metal square box cast-in-place concrete hollow floor slab includes: step S1, firstly, familiarizing construction drawings, defining specifications and various technical parameters of the square box 1, determining the position of a pre-buried pipeline, then performing lofting according to the construction drawings, wherein the axial direction can be measured by adopting a full-rotating instrument for measurement lofting, preparing for erecting a scaffold and supporting a template 6, and determining the construction scheme of the template 6 according to the supporting and stressed bearing states; the lower structure of the template 6 should have the capacity of bearing the upper layer load, the upright posts of the upper and lower layer supports should be aligned, and a backing plate is laid, and for the cast-in-place plate with the span not less than 4m, the template 6 should arch according to the design requirement; when the design has no specific requirement, the arching height is 2/1000-3/1000 of span. After the supporting of the template 6 is finished, according to the design requirements of a drawing, pre-buried reserved position lines such as a rib beam 3 position line, a square box 1 control line, a steel bar distribution line, a water and electricity installation pipeline and the like are marked on the template 6, so that the installation error is reduced, and the control and the check in the construction are facilitated; step S2, binding rib beam steel bars 8 and bottom plate steel bars 5 according to the lofting drawing, and embedding pipelines; step S3, pouring a bottom plate, compacting and leveling bottom plate concrete 7 through vibration, wherein the pouring elevation of the bottom plate concrete is the height of the lower edge of a preset square box, the bottom plate concrete primarily pours bottom plate steel bars and rib beam steel bars 8 into a whole, surface folding treatment is performed after pouring, after pouring of the bottom plate concrete 7 is completed and initially set, roughening treatment is performed on the upper surface of the bottom plate concrete, so that a base layer and the bottom concrete are better bonded, after loose concrete on the base layer surface is cleaned up, roughening is required for a part protruding from the surface of the concrete base layer and a smooth concrete surface, and the roughening depth is based on exposure of 1/3-1/2 of stones on old concrete; step S4, placing the square box 1 into a grid formed by each rib beam 3, binding a surface layer steel bar 2 and a plate end supporting negative bar 4, ensuring that the square box 1 does not generate longitudinal displacement through the surface layer steel bar 2 and a formed bottom plate concrete 7, so as to utilize the bottom plate concrete 7 and the surface layer steel bar 2 to resist floating, and circumferentially limiting the square box 1 through the plate end supporting negative bar 4 to ensure the relative position of the square box 1; and step S5, performing concrete pouring on the floor slab, and pouring the floor slab to a preset elevation. Before pouring, a concrete pouring access road is laid, according to a concrete pouring route, the access road is laid in an overhead mode, a construction machine is forbidden to be directly pressed on the square box 1, and an operator cannot directly tread the square box 1 and the reinforcing steel bars so as to avoid damaging the square box 1 and the finished reinforcing steel bar products. The anti-floating construction method is applied to the concrete hollow floor slab, so that the situation that the bottom concrete is not compacted due to vibration is avoided, and the construction quality is guaranteed.
In this embodiment, the formwork 6 should be wetted before the floor concrete 7 is poured. The concrete is poured by pumping and is formed by one-step pouring, and the concrete slump is controlled to be between 160 and 200 mm. The concrete is unloaded evenly and prevented from being piled up too high strictly. When the concrete is vibrated, the concrete is preferably poured alternately one after another. The material is distributed by an automobile pump, one pump is pushed from one end to the other end in parallel, and the floor concrete is compacted by a flat vibrator through a small-sized inserted vibrator. The elevation is made on the plate surface, the thickness of concrete is guaranteed during pouring, the flatness of the plate surface is guaranteed, and the plate surface is collected after pouring is finished.
In another optional embodiment, the surface layer steel bars 2 which are in a square grid staggered form penetrate through the square boxes 1 and are bundled with the rib beam steel bars 8 through steel wires, specifically, three anti-floating steel bars are respectively arranged on each square box 1 along the transverse and longitudinal directions and are replaced by the surface layer steel bars 2, so that the construction cost is saved, and the construction period is shortened.
In another optional embodiment, surface course reinforcing bar 2 passes through the below of the upper portion reinforcing bar of rib 3 to it is spacing at vertical corresponding square chest 1 with the bottom plate, and surface course reinforcing bar 2 carries on spacingly through rib reinforcing bar 8 on vertical, thereby makes the bottom of square chest 1 paste tight bottom plate concrete 7, thereby prevents that concrete from getting into square chest 1 below in the pouring process, and then improves square chest 1's anti ability of floating, effectively restricts square chest 1's vertical position.
In another optional embodiment, the plate end supporting negative bars 4 are bound on the rib beam reinforcing steel bars 8, two ends of the plate end supporting negative bars are distributed and extend out of two sides of the rib beam reinforcing steel bars and respectively abut against the outer walls of two corresponding square boxes, and a plurality of plate end supporting negative bars 4 are arranged in the circumferential direction of the same square box 1 so as to limit the square box 1 in the circumferential direction; in this embodiment, the number of the plate end supporting negative ribs 4 on the outer wall of the same side of the square box 1 is not less than 2, specifically, 2, 3, 4, 5, etc., when the number of the plate end supporting negative ribs 4 is 2, the 2 plate end supporting negative ribs 4 are located in the longitudinal middle of the square box 1 and are correspondingly distributed on the two sides of the square box 1; when the number of the plate end supporting negative ribs 4 is 3, the 3 plate end supporting negative ribs 4 are positioned in the longitudinal middle part of the square box 1, and are distributed at equal intervals on the side parts of the plate end supporting negative ribs 4 along the same horizontal plane; when the number of the plate end supporting negative ribs 4 is 4, the 4 plate end supporting negative ribs 4 are uniformly distributed on the same side wall of the square box 1 in the circumferential direction; when the number of the plate end supporting negative ribs 4 is 5, 4 of the 5 plate end supporting negative ribs 4 are uniformly distributed in the circumferential direction of the same side wall of the square box 1, and the other 1 plate end supporting negative rib 4 is arranged at the center of the side wall of the square box 1; therefore, the square box 1 is uniformly stressed in the circumferential direction, and the square box 1 is prevented from being inclined. In this embodiment, the limit points of two adjacent directions are from the plate end supporting negative rib 4, and the plate end supporting negative rib 4 is only needed to be simply bound on the steel bars of the rib beam 3.
In another optional embodiment, the plate end supports the distance phase-match between 4 length of negative muscle and two adjacent square boxs 1, is equipped with the portion of bending of conflict square boxs 1 at the both ends that the plate end supports negative muscle 4, improves lifting surface area through the portion of bending, can avoid damaging square boxs 1 in the actual pouring, of course, also can support the backing plate that negative muscle 4 both ends set up corresponding square boxs at the plate end.
In another optional embodiment, after the bottom plate concrete pouring is finished, the square box 1 is accurately placed according to a control line, in the construction process, the square box 1 is carefully and lightly placed in the transportation, stacking and lifting processes, throwing and throwing are strictly prohibited to prevent the box body from being damaged, and a special hanging basket is used for hanging the square box to an operation part during lifting. The accurate position and the whole straightness of square chest 1 are guaranteed through modes such as marking to guarantee the geometrical dimension of rib 3 and upper and lower board concrete. The frame plate is laid at any time in the installation process of the square box 1, the reinforcing steel bars and the finished square box 1 are protected, and direct treading is strictly forbidden. When the square box 1 is damaged before the steel bars on the upper layer of the plate are bound, the square box should be completely replaced; when the small-area damage of the square box 1 occurs after the steel bars on the upper layer of the plate are bound, gunny bag filling or adhesive tape paper plugging is adopted to prevent concrete from being poured into the box body.
In this embodiment, square box 1 is the metal box, can be formed by the sheet steel welding, and perhaps square box 1 also can be the square box that the construction template formed, perhaps for the plastics box all can, only need to guarantee that square box 1 is inside to keep independent sealed can.
In another alternative embodiment, after the square box 1 is installed, it is confirmed that the bottom of the box is leveled to the designed elevation, and the box is leveled and stabilized, and the clear space between the periphery of the square box 1 and the rib beam 3 is checked to meet the design requirement, then the anti-floating technical measure is adopted, in step S5, layered pouring is performed from the rib beam 3, and the next pouring is completed before the concrete of the previous pouring is initially set. The layered pouring refers to pouring of the square box 1 and the surface layer concrete after the bottom plate concrete 7 is poured and formed firstly, when the concrete is poured, vertical pouring of the square box 1 is avoided, the square box 1 can generate an upward resilience force through the vertical pouring, not only is a concrete coarse aggregate bounced off, but also an anti-floating point reinforcing steel bar binding wire is bounced off, so that the concrete is poured from the rib beam 3 in a layered mode, the pouring is carried out slowly, the pouring is divided into at least two layers for pouring, and secondary pouring is completed before the concrete is initially set. And laying concrete pouring sidewalks. According to the concrete casting route, the temporary road is laid in an overhead manner, a construction machine is forbidden to be directly pressed on the metal box body, and an operator cannot directly tread the metal box body and the reinforcing steel bars so as to avoid damaging the metal box body and the reinforcing steel bar finished products.
In another optional embodiment, the pre-burying work of the pipeline is performed after the rib beam steel bars 8 and the bottom plate steel bars are bound and before the square box 1 is installed, otherwise, the pipeline is difficult to insert afterwards; the pipeline includes vertical pipeline and horizontal pipeline, and wherein, horizontal pipeline extends along the rib roof beam, and vertical pipeline corresponds passes the pre-buried steel pipe box of floor to weld firmly according to the reinforcing bar of line of location and adjacent skeleton, its central deviation of allowing should be controlled within 3mm, and the clear interval of steel casing pipe and square chest 1 should not be less than 50mm, strictly forbids the chisel afterwards.
In an alternative embodiment, the width of the rib is one third of the distance between any two ribs. In particular, taking the example of a spacing of 600mm between two ribs, the width of the ribs may be 200mm, which may be selected according to actual construction parameters, thereby ensuring the robustness of the floor slab to the greatest extent.
In another alternative embodiment, the concrete is commercial concrete, and the mixing station provides the concrete delivery qualification certificate, the concrete mixing ratio and the opening qualification when entering the field. When concrete is poured, a specially-assigned person is required to observe, maintain and repair the box body. The concrete is poured by pumping and is formed by one-step pouring, and the concrete slump is controlled to be between 160 and 200 mm. The concrete is unloaded evenly, and the metal box body is prevented from being crushed due to too high accumulation.
In another optional embodiment, in step S2, according to the lofting identifier, the rib beam steel bars 8 are bound first, then the bottom plate steel bars 5 are bound, and the short span steel bars are bound first, then the long span steel bars are bound, and the corresponding rib beam steel bars 8 or the protective layer cushion blocks of the bottom plate steel bars 5 are set as required.
In another alternative embodiment, the square box 1 is located in the center of the square grid formed by the rib beam, when the pipeline or the line box exists in the square grid formed by the rib beam and cannot be avoided, 1/2 size square box 1 is adopted for avoiding, or when a special part cannot be arranged, the square grid is subjected to solid pouring treatment so as to be treated as a solid plate.
The construction method comprises the following specific operations: ligature bottom plate reinforcing bar and rib roof beam reinforcing bar 8 earlier, then the shaping is pour earlier to bottom plate concrete 7, with every rib interval arrangement of metal square chest 1, ligature surface course reinforcing bar 2 replaces anti-floating reinforcement through surface course reinforcing bar 2, and rib roof beam, surface course concrete 9 are pour in the layering. Compared with the traditional method, the construction method has the outstanding effect of saving labor force, is more convenient in operation in the construction process compared with the traditional method, saves the work of cleaning the steel wires on the lower surface of the floor slab, can greatly control the cost, and can better save the construction period. It should be understood that the above description is only exemplary, and the embodiments of the present application do not limit the present invention.
The above description is only exemplary of the invention and should not be taken as limiting the invention, as any modification, equivalent replacement, or improvement made within the spirit and principle of the invention is intended to be covered by the appended claims.
Claims (10)
1. The utility model provides an anti construction method that floats of metal square chest cast in situ concrete hollow floor which characterized in that includes:
step S1, lofting according to the construction drawing, and erecting a scaffold and a supporting template;
step S2, binding rib beam steel bars and bottom plate steel bars, and embedding pipelines in advance;
step S3, pouring the bottom plate, compacting and leveling the concrete of the bottom plate through vibration, performing surface folding treatment after pouring, and performing chiseling treatment on the upper surface of the bottom plate;
step S4, placing the square box into a grid formed by each rib beam, binding surface layer steel bars and plate end supporting negative bars, and carrying out circumferential limit on the square box through the plate end supporting negative bars;
and step S5, performing concrete pouring on the floor slab, and pouring the floor slab to a preset elevation.
2. The anti-floating construction method of the metal square box cast-in-place concrete hollow floor slab as claimed in claim 1, wherein the surface layer steel bars staggered in the square grid are passed through the square box from above and tied up with the rib beam steel bars by steel wires.
3. The anti-floating construction method of the metal square box cast-in-place concrete hollow floor slab as claimed in claim 2, wherein the surface layer reinforcing steel bars pass through the lower part of the upper reinforcing steel bars of the rib beam to be limited by the square box longitudinally corresponding to the bottom plate.
4. The anti-floating construction method for the metal square box cast-in-place concrete hollow floor slab as claimed in claim 1, wherein the plate end support negative bars are bound to the rib beam reinforcing steel bars, both ends of the plate end support negative bars extend out of both sides of the rib beam reinforcing steel bars respectively and abut against the outer walls of the two corresponding square boxes respectively, and a plurality of plate end support negative bars are arranged in the circumferential direction of the same square box.
5. The anti-floating construction method for the metal square box cast-in-place concrete hollow floor slab as claimed in claim 4, wherein the length of the plate end supporting negative rib is matched with the distance between two adjacent square boxes, and bent parts abutting against the square boxes are arranged at two ends of the plate end supporting negative rib.
6. The anti-floating construction method of the metal square box cast-in-place concrete hollow floor slab as claimed in claim 1, wherein in the step S5, the layered pouring is performed from the rib beam, and the next pouring is completed before the initial setting of the concrete of the previous pouring.
7. The anti-floating construction method for the metal square box cast-in-place concrete hollow floor slab as claimed in claim 1, wherein the pre-burying work of the pipeline is performed after the rib beam steel bars and the bottom plate steel bars are bound and before the square box is installed;
the pipelines comprise vertical pipelines and horizontal pipelines, wherein the horizontal pipelines extend along the rib beams, and the vertical pipelines correspondingly penetrate through the embedded steel pipe sleeves of the floor slabs.
8. The anti-floating construction method of the metal square box cast-in-place concrete hollow floor slab as claimed in claim 1, wherein the width of the rib beam is one third of the distance between any two rib beams.
9. The anti-floating construction method of the metal square box cast-in-place concrete hollow floor slab as claimed in claim 1, wherein in step S2, according to the lofting identifier, rib beam reinforcing bars are firstly bound, then bottom plate reinforcing bars are bound, and short span reinforcing bars are bound, then long span reinforcing bars are bound, and protective layer cushion blocks corresponding to the rib beam reinforcing bars or the bottom plate reinforcing bars are arranged.
10. The anti-floating construction method for the metal square box cast-in-place concrete hollow floor slab as claimed in claim 1, wherein the square box is located at the center of the square grid formed by the rib beam, and when a pipeline or a wire box exists in the square grid formed by the rib beam, the square box with a half size is adopted or the square grid is subjected to solid pouring treatment.
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| CN202210274838.4A CN114351926A (en) | 2022-03-21 | 2022-03-21 | Anti-floating construction method for metal square box cast-in-place concrete hollow floor slab |
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