CN104314314A - Grouting connection construction method - Google Patents

Grouting connection construction method Download PDF

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Publication number
CN104314314A
CN104314314A CN201410652838.9A CN201410652838A CN104314314A CN 104314314 A CN104314314 A CN 104314314A CN 201410652838 A CN201410652838 A CN 201410652838A CN 104314314 A CN104314314 A CN 104314314A
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China
Prior art keywords
grouting
linkage
sleeve
precast unit
chamber
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CN201410652838.9A
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Chinese (zh)
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CN104314314B (en
Inventor
郝志强
朱清华
钱冠龙
王爱军
刘兴亚
赵思远
郝敏
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中冶建筑研究总院有限公司
北京思达建茂科技发展有限公司
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Priority to CN201410652838.9A priority Critical patent/CN104314314B/en
Publication of CN104314314A publication Critical patent/CN104314314A/en
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Publication of CN104314314B publication Critical patent/CN104314314B/en

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Abstract

The invention discloses a grouting connection construction method which is used for connecting vertical reinforcements of an assembled concrete structure. The grouting connection construction method includes the steps: firstly, embedding a plurality of grouting connection devices at one end of a precast concrete unit to be connected in advance; secondly, lifting the precast concrete unit and then manufacturing a grouting box dam; thirdly, grouting horizontal gaps and then grouting the grouting connection devices. The grouting connection devices are connected with connection reinforcements extending out of a lower unit. Plugging grouting of the horizontal gaps and grouting of the grouting connection devices can be performed within the same day, so that the mounting efficiency of the precast concrete unit is greatly improved, the grouting connection construction method can be implemented in a subzero temperature environment even in winter, construction difficulty is reduced, and working efficiency is improved.

Description

A kind of grouting connection construction method
Technical field
The present invention relates to a kind of precast unit connection construction technical field of prefabricated concrete structure structure, especially a kind of prefabricated concrete structure Vertical bar connection construction method.
Background technology
The prefabricated units vertical reinforcement grouting connection construction of current prefabricated concrete structure adopts two kinds of methods usually, 1, UNICOM's cavity pressure grouting: after prefabricated units installation in position, after the border encapsulant being separated the horizontal joint of formation between itself and lower component by cushion block is closed, this horizontal joint to be in the milk chamber as UNICOM, in horizontal joint, bar connecting strength cement-based grouting material is poured at the injected hole that horizontal joint border encapsulant is reserved from the grouting linkage of a reinforcing bar or one, and then the method connected that many reinforcing bars are in the milk simultaneously; 2, seat slurry grouting: the first position dam mold at Components installation or other materials make the cofferdam of horizontal joint, then plastic state dry seat slurry is built at cofferdam Nei Dui, piling the seat slurry upper surface built should on precast unit floor design absolute altitude, again precast unit lifting is put in place and is sitting in above-mentioned seat slurry, again component is adjusted level, vertical position, mix up rear fixing, after a slurry solidifies, more one by one to each reinforcing bar grouting linkage slip casting on prefabricated units.Above two kinds of methods all Shortcomings in practice of construction:
The first UNICOM's cavity pressure grouting, be difficult to spillage problem when overcoming grouting, UNICOM chamber is closed construction, pressure grouting must be adopted, as not tight in horizontal joint environmental seal or the withstand voltage deficiency of encapsulant just there will be spillage problem, once UNICOM's chamber spillage, the direct degree of filling affecting grouting material in reinforcing bar grouting joint, affect the reinforcing bar grouting quality of connection of these prefabricated units, main cause is: 1, assembly concrete shear wall structure, the lower component that precast shear wall component connects is cast-in-place concrete floor, the surface of cast-in-place concrete floor everywhere high point is difficult in same level, therefore precast shear wall Components installation on a surface, after level is adjusted in its bottom surface, the height in cast-in-situ floor upper surface and gap, precast shear wall component lower surface is inconsistent, therefore, when horizontal joint elastic rubber strip or the encapsulant such as PE rod or sponge strip, precast shear wall lower surface, top is pressed in lower concrete surface, when frictional force by itself and upper and lower concrete structural surface seals, when pouring into grouting material in reinforcing bar grouting linkage, when grouting pressure reaches larger, above-mentioned encapsulant and concrete surface frictional force smaller part will back down and spill by the slurry of perfusion, and cause reinforcing bar grouting quality of connection problem, form potential safety hazard.After finding spillage problem, have to adopt the treatment measures such as supplementary irrigation slurry, but its work efficiency is very low, affects the construction speed of structure, when horizontal joint adopts special joint seal cement pedestal slurry to seal, although the effect of sealing and reliability significantly improve, need the long period wait for joint seal material hardening and reach working strength, therefore also have considerable influence to structure installment speed of application, 2, assembly concrete frame construction, when Column border node below prefabricated post is cast-in-place, cast-in-situ concrete upper surface is identical with fabricated shear wall constructional aspect with the gap of prefabricated post soffit, there is uneven problem in horizontal joint clearance height, when structural column sectional dimension is no more than 100cm × 100cm, a point storehouse is not done in chamber usually by horizontal joint grouting UNICOM, but single storehouse maximum area that UNICOM's grouting chamber that the UNICOM's grouting cavity area majority bottom it can be greater than shear wall allows, also the higher situation of grouting pressure can be run into, once grouting material has washed any place of surrounding band open, namely the grouting of this prefabricated post fail, the seat slurry of sealing must be opened, flush out and pour into whole grouting material, reseal again and be in the milk, greatly affect efficiency of construction, the precast construction post that size is larger, need adopt a point storehouse mode to do multiple grouting UNICOMs chamber, is also very high to the requirement in horizontal seal and point storehouse, and workload is comparatively large, and construction cost is high.In a word, although UNICOM's chamber grouting construction once can be in the milk connect multiple linkage, but there is very high requirement to encapsulant, sealing means etc., also be acid test to the management of China's building operations and peopleware, there is spillage problem, not only affect integral construction efficiency, and reluctant spillage syndeton will cause hidden danger of quality.
The second seat slurry grouting, there is the lower and member bottom section clearance issues of work efficiency: 1, work efficiency problem, because seat slurry processes has first piled the seat slurry of plastic state dry or the seat slurry of perfusion mobility, again prefabricated units are installed, dry seat slurry should keep plasticity before Components installation, the seat slurry of mobility should keep flowing, can not solidify or harden, therefore the construction of seat slurry must be good fit with the lifting work of prefabricated units, the lifting time of namely mixing slurry and seat slurry construction palpus combination member carries out, the construction of seat slurry restricts by lifting components work, work efficiency is low, do not meet modern precast construction building operations fast, the feature that work efficiency is high, 2, member bottom section gap and exhausting problem, it is very big that prefabricated units will make the bottom surface of component and horizontal plane fall to being sitting in difficulty on a slurry in parallel when installing, therefore for dry seat slurry, component is sitting in after on a slurry, adjusting prefabricated units again makes its bottom surface reach and plane-parallel, and dry seat slurry can not flow, once such adjustment, must there is gap with the seat slurry upper surface of shaping in component lower surface, for mobility seat slurry, when component drops to pulp surface, the air of the recess in member bottom section dabbing or undisguised face can be made when falling speed is very fast fully not discharge, such basal surface may occur choking with resentment in local, if the conscientious falling speed of control member when contact base slurry, must affect Components installation speed, therefore seat slurry processes grouting construction, work efficiency is lower, and there is the quality risk occurring gap between member bottom section and seat pulp layer or choke with resentment.
Summary of the invention
The goal of the invention of the application is to solve current above-mentioned technical problem, and provide a kind of can fast, efficient, can work continuously and reduce the grouting connection construction method of engineering time, raising workmanship.
In order to complete the goal of the invention of the application, the application by the following technical solutions:
Grouting connection construction method of the present invention, for the connection of prefabricated concrete structure vertical reinforcement, described grouting connection construction method comprises the following steps:
1) at the multiple grouting linkage of one end pre-plugged of precast unit to be connected, described grouting linkage is for being connected with the connecting reinforcement that lower component is stretched out;
2) hoisting prefabricated concrete component: after described precast unit is in place, leaves horizontal gap between described precast unit and described lower component, and the connecting reinforcement simultaneously lower component stretched out is plugged in described grouting linkage;
3) grouting box dam is made: make grouting box dam in described horizontal gap periphery, the dam body of described grouting box dam has at least a part to be located at outside the downward vertical view field of described precast unit, and the outer rim institute region being arranged on dam body outside the downward vertical view field of described precast unit and described view field is grouting mouth or the exhaust opening of horizontal gap; Or dam body is all positioned within the downward vertical view field of described precast unit, dam body is established grouting mouth and exhaust opening, and the upper surface any point of described grouting box dam dam body is all not less than the lower surface of described precast unit.
4) horizontal gap grouting: water grouting material by described grouting mouth in described horizontal gap, until the upper surface of the grouting material of each exhaust opening outflow of described grouting box dam is not less than described precast unit lower surface;
5) linkage that is in the milk is in the milk: described grouting linkage has the grout hole and plasma discharge hole that are in communication with the outside, after the grouting material solidification of pouring in described horizontal gap, in described linkage, the grouting material being used for bar connecting is poured into by the grout hole below described grouting linkage, until after the plasma discharge hole outflow of described grouting material above described grouting linkage, described grout hole is blocked up with plugging material plug, and then successively other grouting linkages are in the milk, until all grouting linkages all complete grouting.
Grouting linkage of the present invention is reinforced bar sleeve grouting linkage, connecting reinforcement in the sleeve of described reinforced bar sleeve grouting linkage in lower component described in grafting, described connecting reinforcement and described sleeve are matched in clearance, the cylinder lateral wall of described sleeve is established described grout hole and plasma discharge hole, described grout hole and plasma discharge hole stretch out and are connected to the external surface of described precast unit sidewall.
One end of the sleeve of reinforced bar sleeve grouting linkage of the present invention is fixedly connected with the steel bar stress in described precast unit, the sleeve other end of reinforced bar sleeve grouting linkage establishes grouting chamber, and connecting reinforcement described in grafting, described sleeve grouting chamber is fixedly connected with described connecting reinforcement by the grouting material be filled in sleeve grouting chamber.
Grouting chamber is all established at reinforced bar sleeve grouting linkage two ends of the present invention, steel bar stress in precast unit described in the grouting chamber grafting of one end, connecting reinforcement described in the grouting chamber grafting of one end in addition, described steel bar stress and connecting reinforcement are all fixedly connected with by described grouting material and described sleeve chamber of being in the milk.
Grouting linkage of the present invention is sleeve grouting anchor connection structure or preformed hole fixed connection structure, the sleeve of described sleeve grouting anchor connection structure is anchored in precast unit, grouting chamber is established in sleeve, prefabricated profiled hole when the grouting chamber of described preformed hole fixed connection structure is precast unit production, described grouting chamber socket connection reinforcing bar, described grouting chamber is fixedly connected with connecting reinforcement by the grouting material be filled in grouting chamber.
In described step 4 in the present invention) in, before horizontal gap perfusion grouting material, first in described horizontal gap, pour into a mould clear water, the upper surface of wetting described precast unit soffit and lower component, then discharge, after the upper surface of lower component is without ponding, then pour into grouting material in described horizontal gap.
In described step 4 in the present invention) in, when the temperature of the installation environment of described precast unit is lower than zero centigrade, before described horizontal gap perfusion grouting material, use heating apparatus to the contact surface heating during grouting of described grouting material, be above zero in the milk to described horizontal gap again until the temperature of contact surface during the grouting of described grouting material reaches.
In the present invention when carrying out grouting connection construction, described step 3) operation can be placed on described step 2) before carry out.
Grouting connection construction method of the present invention is compared with prior art distinguished and is:
(1) after precast unit is installed, the operation of grouting box dam is carried out, can carry out continuously, not by the time restriction of precast unit lifting, after all precast units are installed and are fixed, the cofferdam work of multiple component can be carried out together or continuously, lifting not by other component affects, and work is convenient to carry out, and speed of application is fast, efficiency is high;
(2) multiple material all can be used for making grouting box dam, cost is low and making is simple, because horizontal gap grouting completes under the environment stress of grouting box dam, several times lower than the operating pressure of usual pressure grouting are also lower to the requirement of box dam like this, and the elastomeric material of recycling can be used, or the dry mortar of rapid shaping, even if find spillage when pouring into, also can mend stifled at any time, therefore, the shutoff of horizontal gap grouting material and box dam work is simple, fast, save material;
(3) box dam that is in the milk is convenient to open and close, and can carry out according to real needs the box dam structure that design ap-plication water filling is infiltrated with lower concrete body surface treatment, the grouting material contraction being conducive to grouting material flowing and reducing concrete surface water suction and cause, ensures that horizontal gap is filled closely knit;
(4) traditional reinforcing bar grouting Joining Technology uses can the longer grouting material of flowing time, the grouting material setting time with this feature is also longer, under normal temperature, first day does horizontal joint joint seal or seat slurry will wait it to solidify, harden, when joint seal or seat slurry reach reinforcing bar grouting connection construction desirable strength, just grouting connection construction can be done, within general so at least 2 days, just grouting connection construction can be completed.Because the grouting mouth of construction technology horizontal joint of the present invention and exhaust opening size all can be done larger, grouting difficulty is low, fast gravity die grouting material can be used, under normal temperature environment, horizontal joint grouting latter 2 hours grouting materials just can solidify, and reach reinforcing bar grouting connection construction desirable strength, just can carry out the grouting construction of reinforcing steel bar connecting device subsequently, greatly shorten the time interval between horizontal gap grouting and reinforcing bar grouting linkage grouting construction, just grouting connection construction can be completed in one day, and the grouting one by one of the linkage that is in the milk, the quality of grouting also can be significantly improved, thus greatly improve work efficiency and the quality of connection of precast unit installation.
(5) when the following environment of zero centigrade is constructed, traditional grouting process needs heat for a long time the component surface of grouting material contact and be incubated, after joint seal seat slurry or seat slurry are carried out, after it reaches bar connecting grouting construction desirable strength, also will to each contact surface heating of bar connecting grouting material and insulation, after the grouting of reinforcing bar muscle grouting linkage, continue long-time heating insulation, construction overall process heating power consumption is large, time is long, and cost is high, and temperature control point is many, management expectancy is high, implements difficulty very large.Grouting connection construction method of the present invention, can use the fast gravity die grouting material of low temperature, component surface heating, horizontal joint perfusion, equal of temperature retention time significantly shorten, constructability, cost is low, work efficiency is high, for low temperature environment reinforcing bar grouting connection construction provides a kind of enforceable technical scheme.
Accompanying drawing explanation
Fig. 1 is grouting connection construction method schematic diagram before the precast unit lifting of the present embodiment;
Fig. 2 is the precast unit lifting post-grouting connection construction method schematic diagram of the present embodiment;
Fig. 3 is the full grouting branch sleeve schematic diagram of the grouting linkage of the present embodiment;
Fig. 4 is the sleeve grouting anchor connection structural representation of the grouting linkage of the present embodiment;
Fig. 5 is the preformed hole grouting anchor connection structural representation of the grouting linkage of the present embodiment; Fig. 6 is the preformed hole slurry anchor bridging arrangement schematic diagram of the grouting linkage of the present embodiment;
Fig. 7 is the structural representation that the grouting box dam of the present embodiment is all positioned at precast unit periphery;
Fig. 8 is the structural representation that the grouting box dam two ends of the present embodiment are positioned at precast unit periphery;
Fig. 9 is the structural representation that grouting box dam three positions of the present embodiment are positioned at precast unit periphery;
Figure 10 is the structural representation that the grouting box dam of the present embodiment is all positioned within the vertical view field of precast unit;
Figure 11 is the structural representation installing the grouting box dam of insulation layer additional of the present embodiment;
Figure 12 is the grouting connection construction method schematic diagram that the present embodiment installs the precast unit of insulation layer additional.
Reference numeral: 1-precast unit, 2-is in the milk linkage, 21-grout hole, 22-plasma discharge hole, and 23-is in the milk chamber, 3-connecting reinforcement, 4-lower component, 5-exhaust opening, 6-horizontal gap, and 7-is in the milk box dam, and 8-is in the milk mouth, 9-insulation layer and 10-heat insulating material.
Detailed description of the invention
Be described below in conjunction with the detailed description of the invention of accompanying drawing to grouting connection construction method of the present invention:
Embodiment:
As shown in figures 1 to 6, the grouting connection construction method of the present embodiment, vertically connects for precast concrete, mainly comprises the following steps:
1) at the multiple grouting linkage 2 of one end pre-plugged of precast unit 1 to be connected, grouting linkage 2 is for being connected with the connecting reinforcement 3 that lower component 4 is stretched out.
Grouting linkage 2 in the present embodiment can be half grouting branch sleeve or full branch sleeve or other grouting syndetons of being in the milk, connecting reinforcement 3 in the grouting chamber 23 of grouting linkage 2 in grafting lower component 4, connecting reinforcement 3 is matched in clearance with grouting chamber 23, the sidewall in grouting chamber 23 establishes grout hole 21 and plasma discharge hole 22, grout hole 21 and plasma discharge hole 22 stretch out and are connected to the external surface (see Fig. 1 and Fig. 2) of precast unit 1 sidewall, wherein the grout hole 21 of the grouting linkage 2 at the place of mediating and plasma discharge hole 22 are the external surface (not shown)s of being led to precast unit by conduit.When reinforced bar sleeve grouting linkage 2 is half grouting branch sleeve, one end of sleeve is fixedly connected with the steel bar stress in precast unit 1, such as be spirally connected (see Fig. 1), the other end is sleeve grouting chamber 23, socket connection reinforcing bar 3, sleeve grouting chamber 23 is fixedly connected with connecting reinforcement 3 by the grouting material be filled in grouting chamber 23; When reinforced bar sleeve grouting linkage 2 is full grouting branch sleeve (see Fig. 3), steel bar stress in grouting chamber 23 grafting precast unit 1 above sleeve, grouting chamber 23 socket connection reinforcing bar 3 below sleeve, steel bar stress and connecting reinforcement 3 are all fixedly connected with by the grouting material in sleeve grouting chamber 23;
Grouting linkage 2 in the present embodiment can also be sleeve grouting anchor connection structure, sleeve itself is anchored in precast unit 1 (see Fig. 4), the grouting chamber 23 socket connection reinforcing bar 3 of sleeve, the grouting chamber 23 of sleeve is fixedly connected with connecting reinforcement 3 by the grouting material be filled in grouting chamber 23.
Grouting linkage 2 in the present embodiment can also be preformed hole fixed connection structure, specifically can be divided into two kinds: preformed hole grouting anchor connection structure or preformed hole slurry anchor bridging arrangement, when grouting linkage 2 is preformed hole grouting anchor connection structure (see Fig. 5), grouting chamber 23 be precast unit 1 when producing in concrete prefabricated profiled especially hole, hole wall is the concrete of prefabricated units, grouting chamber 23 socket connection reinforcing bar 3, grouting chamber 23 is fixedly connected with connecting reinforcement 3 by the grouting material be filled in grouting chamber 23; Reinforced bar sleeve grouting linkage 2 is (see Fig. 6) during preformed hole slurry anchor bridging arrangement, steel bar stress in precast unit 1 is anchored at the side in grouting chamber 23 when Prefabrication, grouting chamber 23 be precast unit 1 when producing in concrete prefabricated profiled especially hole, hole wall is the concrete of prefabricated units, grouting chamber 23 socket connection reinforcing bar 3, grouting chamber 23 is fixedly connected with connecting reinforcement 3 by the grouting material be filled in grouting chamber 23.
2) as illustrated in fig. 1 and 2, hoisting prefabricated concrete component 1: after precast unit 1 is in place, leave horizontal gap 6 between precast unit 1 and lower component 4, be plugged in grouting linkage 2 by the connecting reinforcement 3 that lower component 4 is stretched out, concrete operations are as follows simultaneously:
The position of the connecting reinforcement 3 first checking rectangular structure plate to stretch out before lifting and length, designing requirement should be met, reinforcing bar axial location can check template detection with reinforcement location, reinforcing bar adjustment can be entangled with steel pipe when reinforcing bar eccentric axis is overproof, reinforcing bar length must within the scope of design length, rebar surface is clean, without serious corrosion, without paste, check that whether the base surface in precast unit 1 lower horizontal gap 6 is clean simultaneously, without foreign material such as greasy dirts, then hoisting prefabricated concrete component 1, in order to make to leave horizontal gap 6 between precast unit 1 and lower component 4, lip block can be placed on lower component 4 horizontal plane, lip block quantity and bearing capacity should guarantee the weight (usual lip block employing metal product) supporting precast unit 1, in addition, also other height-adjustable adjustable support member can be used as screw rod or wedge shape parallels etc., support precast unit 1 thus reserve the high horizontal gap of about 20mm 6, during lifting, connecting reinforcement 3 should be inserted in the grouting chamber 23 of the grouting linkage 2 of top precast unit 1, after lifting, regulate the Special support instrument of adjustable supports cushion block or precast unit 1 side, the horizontal and vertical degree of precast unit 1 is made all to need to meet the requirements, the connecting reinforcement 3 that lower component 4 is stretched out simultaneously is plugged in grouting linkage 2, the reinforcing bar length inserting grouting linkage 2 meets connection designing requirement.
3) as Fig. 7-11, make grouting box dam 7: make grouting box dam 7 in horizontal gap 6 periphery, the dam body of grouting box dam 7 has at least a part to be located at outside the downward vertical view field of precast unit 1, and the outer rim institute region being arranged on dam body outside the downward vertical view field of precast unit 1 and view field is grouting mouth 8 or the exhaust opening 5 of horizontal gap 6; Or dam body is all positioned within the downward vertical view field of precast unit 1, dam body is established grouting mouth 8 and exhaust opening 5, the upper surface any point of grouting box dam 7 dam body is all not less than the lower surface of precast unit 1.
Grouting box dam 7 can be the dam body that four sides surrounds, and also can be simultaneously encapsulant or heat insulating material 10, other three grouting box dams 7 (see Figure 11) adopting dam body to surround.
4) horizontal gap 6 is in the milk: in horizontal gap 6, water grouting material by grouting mouth 8, until the upper surface of the grouting material of each exhaust opening 5 outflow of grouting box dam 7 is not less than precast unit 1 lower surface, grouting material can adopt high strength, shrinkage-free strength cement-based grouting material;
Preferably, in step 4) in, before pouring into grouting material to horizontal gap 6, first can pour into a mould clear water in horizontal gap 6, the upper surface of wetting precast unit 1 soffit and lower component 4, then discharges, after the upper surface of lower component 4 is without ponding, in horizontal gap 6, pour into grouting material again, the method for removing ponding has: absorption, volatilization and air-blowing etc.
In addition, in step 4) in, if when the temperature of the installation environment of precast unit 1 is lower than zero centigrade, before pouring into grouting material to horizontal gap 6, use unit heater, contact surface heating when the heating apparatus such as electric blanket are in the milk to grouting material, above zero be in the milk to horizontal gap 6 again until the temperature of contact surface during grouting material grouting reaches, more than the temperature keeping grouting material temperature to specify in product instructions for use after grouting (as 5 DEG C or 10 DEG C), until after the compressive strength of grouting material reaches more than 5MPa, grouting material temperature is just allowed to drop to subzero.
5) linkage that is in the milk is in the milk: grouting linkage 2 has the grout hole 21 and plasma discharge hole 22 that are in communication with the outside, after the grouting material solidification of perfusion in horizontal gap 6, in linkage, the grouting material being used for bar connecting is poured into by the grout hole 21 below grouting linkage 2, until after plasma discharge hole 22 outflow of grouting material above grouting linkage 2, grout hole 21 is blocked up with plugging material plug, and then successively other grouting linkages 2 are in the milk, until all grouting linkages 2 all complete grouting.
As shown in FIG. 11 and 12, if the precast unit in the present embodiment 1 is provided with insulation layer 9, then place the heat insulating material 10 with elasticity and heat insulation function at insulation layer 9 upper surface of lower component 4, then hoisting prefabricated concrete component is on lip block, after precast unit is installed to assigned position, there is between precast unit and lower component 4 horizontal gap 6, the precast unit 1 being provided with insulation layer 9 will be placed on the elastic heat preserving Material compression of lower component 4 upper surface, the upper and lower surface of heat insulating material 10 is adjacent to the upper and lower surface of lower component 4 and precast unit 1 respectively, form thermal-insulating sealing band, be plugged in grouting linkage by the connecting reinforcement 3 that lower component 4 is stretched out simultaneously, then by the Special support instrument of adjustment means side or the adjustable supports cushion block of bottom, the verticality of adjustment precast unit 1, after meeting the requirements to it, build dam body in the periphery of thermal-insulating sealing band (see Figure 12) thus surround grouting box dam 7, thermal-insulating sealing band is as a part for grouting dam body, grouting mouth is identical with said method with the setting of exhaust opening.
In construction, step 3) operation can be placed on step 2) before carry out, other construction methods and operation constant.
More than describing is explanation of the invention, and be not the restriction to invention, limited range of the present invention is see claim, and when without prejudice to spirit of the present invention, the present invention can do any type of amendment.

Claims (8)

1. a grouting connection construction method, for the connection of prefabricated concrete structure vertical reinforcement, is characterized in that: described grouting connection construction method comprises the following steps:
1) at the multiple grouting linkage of one end pre-plugged of precast unit to be connected, described grouting linkage is for being connected with the connecting reinforcement that lower component is stretched out;
2) hoisting prefabricated concrete component: after described precast unit is in place, leave horizontal gap between described precast unit and described lower component, be plugged in described grouting linkage by the connecting reinforcement that lower component is stretched out simultaneously;
3) grouting box dam is made: make grouting box dam in described horizontal gap periphery, the dam body of described grouting box dam has at least a part to be located at outside the downward vertical view field of described precast unit, and the outer rim institute region being arranged on dam body outside the downward vertical view field of described precast unit and described view field is grouting mouth or the exhaust opening of horizontal gap; Or dam body is all positioned within the downward vertical view field of described precast unit, dam body is established grouting mouth and exhaust opening, and the upper surface any point of described grouting box dam dam body is all not less than the lower surface of described precast unit.
4) horizontal gap grouting: water grouting material by described grouting mouth in described horizontal gap, until the upper surface of the grouting material of each exhaust opening outflow of described grouting box dam is not less than described precast unit lower surface;
5) linkage that is in the milk is in the milk: described grouting linkage has the grout hole and plasma discharge hole that are in communication with the outside, after the grouting material solidification of pouring in described horizontal gap, in described linkage, the grouting material being used for bar connecting is poured into by the grout hole below described grouting linkage, until described grout hole is blocked up with plugging material plug after flowing out in the plasma discharge hole of described grouting material above described grouting linkage, and then successively other grouting linkages are in the milk, until all grouting linkages all complete grouting.
2. grouting connection construction method according to claim 1, it is characterized in that: described grouting linkage is reinforced bar sleeve grouting linkage, connecting reinforcement in the sleeve of described reinforced bar sleeve grouting linkage in lower component described in grafting, described connecting reinforcement and described sleeve are matched in clearance, the cylinder lateral wall of described sleeve is established described grout hole and plasma discharge hole, described grout hole and plasma discharge hole stretch out and are connected to the external surface of described precast unit sidewall.
3. grouting connection construction method according to claim 2, it is characterized in that: one end of described sleeve is fixedly connected with the steel bar stress in described precast unit, the other end establishes grouting chamber and connecting reinforcement described in grafting, and the grouting chamber of described sleeve is fixedly connected with described connecting reinforcement by the grouting material be filled in sleeve grouting chamber.
4. grouting connection construction method according to claim 2, it is characterized in that: grouting chamber is all established at the two ends of described reinforced bar sleeve grouting linkage, steel bar stress in precast unit described in the grouting chamber grafting of one end, connecting reinforcement described in the grouting chamber grafting of one end in addition, described steel bar stress and connecting reinforcement are all fixedly connected with by described grouting material and described sleeve chamber of being in the milk.
5. grouting connection construction method according to claim 1, it is characterized in that: described grouting linkage is sleeve grouting anchor connection structure or preformed hole fixed connection structure, the sleeve of described sleeve grouting anchor connection structure is anchored in precast unit, grouting chamber is established in sleeve, prefabricated profiled hole when the grouting chamber of described preformed hole fixed connection structure is precast unit production, described grouting chamber socket connection reinforcing bar, described grouting chamber is fixedly connected with connecting reinforcement by the grouting material be filled in grouting chamber.
6. the grouting connection construction method according to claim 1,2,3,4 or 5, it is characterized in that: in described step 4) in, before horizontal gap perfusion grouting material, first in described horizontal gap, pour into a mould clear water, the upper surface of wetting described precast unit soffit and lower component, then discharge, after the upper surface of lower component is without ponding, then pour into grouting material in described horizontal gap.
7. the grouting connection construction method according to claim 1,2,3,4 or 5, it is characterized in that: in described step 4) in, when the temperature of the installation environment of described precast unit is lower than zero centigrade, before described horizontal gap perfusion grouting material, use heating apparatus to the contact surface heating during grouting of described grouting material, be above zero in the milk to described horizontal gap again until the temperature of contact surface during the grouting of described grouting material reaches.
8. the grouting connection construction method according to claim 1,2,3,4 or 5, is characterized in that: when carrying out grouting connection construction, described step 3) operation can be placed on described step 2) before carry out.
CN201410652838.9A 2014-11-17 2014-11-17 A kind of grouting connection construction method CN104314314B (en)

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Publication number Priority date Publication date Assignee Title
CN104674982A (en) * 2015-03-09 2015-06-03 北京工业大学 Novel single-row reinforcement assembling shear wall and method thereof
CN104989038A (en) * 2015-07-22 2015-10-21 山东明达建筑科技有限公司 Combined grouting sleeve and construction method of combined grouting sleeve
CN105298134A (en) * 2015-11-13 2016-02-03 中国建筑股份有限公司 Independent-grouting-opening-free reinforcing steel bar grouting connecting sleeve, system and construction method
CN105951601A (en) * 2016-06-07 2016-09-21 上海公路投资建设发展有限公司 Horizontal positioning device for prefabricated stand column and method for positioning and installing prefabricated stand column through horizontal positioning device
CN106258555A (en) * 2016-07-28 2017-01-04 龙信建设集团有限公司 Prefabricated assembled greening flower pond construction method for hanging
CN106320712A (en) * 2015-06-30 2017-01-11 上海宝冶集团有限公司 Method for grouting of assembly type building shear wall sleeve
CN106368347A (en) * 2016-11-11 2017-02-01 朱凤起 Wall connecting structure and construction method
CN106436964A (en) * 2016-11-07 2017-02-22 朱凤起 External wall structure
CN106436988A (en) * 2016-11-07 2017-02-22 朱凤起 Inner wall body structure
CN106480994A (en) * 2016-12-19 2017-03-08 朱凤起 A kind of interior wall attachment structure and its construction method
CN106499093A (en) * 2016-12-19 2017-03-15 朱凤起 A kind of exterior wall attachment structure and its construction method
CN106760224A (en) * 2016-11-25 2017-05-31 北京汇丰鸿信科技有限公司 One kind grouting shrinkage compensation process
CN106760228A (en) * 2017-01-18 2017-05-31 成张佳宁 The method of precast shear wall wall Vertical bar connection
CN107419852A (en) * 2017-05-15 2017-12-01 江苏天亿建设工程有限公司 House prefabricated plate beam column built from concrete sleeve grouting string muscle anchoring assembling constructing method
CN107700656A (en) * 2017-08-18 2018-02-16 国网上海市电力公司 A kind of prefabricated column bottom grout construction method
CN107780530A (en) * 2017-10-23 2018-03-09 南京市第八建筑安装工程有限公司 The attachment structure and its construction method of prefabricated post
CN108104301A (en) * 2017-12-08 2018-06-01 浙江海洋大学 Assembled architecture lining connecting structure structural wall
CN109779011A (en) * 2019-01-23 2019-05-21 山东建筑大学 The method and structure of microorganism grouting anchor connection concrete component longitudinal reinforcement
CN110905125A (en) * 2019-11-23 2020-03-24 南京市第二建筑设计院有限公司 Fabricated steel bar grouting sleeve for building and construction method
CN111058638A (en) * 2019-12-30 2020-04-24 赵玉玲 Splicing seam treatment process after construction of prefabricated building interlayer floor slab
CN111231100A (en) * 2020-01-20 2020-06-05 江苏博森建筑设计有限公司 Grouting groove type connecting structure for prefabricated column and grouting groove forming die
CN111287319A (en) * 2020-02-27 2020-06-16 桂林理工大学 Connecting device and construction method for assembled reinforced concrete vertical stress member

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Cited By (28)

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Publication number Priority date Publication date Assignee Title
CN104674982A (en) * 2015-03-09 2015-06-03 北京工业大学 Novel single-row reinforcement assembling shear wall and method thereof
CN106320712A (en) * 2015-06-30 2017-01-11 上海宝冶集团有限公司 Method for grouting of assembly type building shear wall sleeve
CN104989038A (en) * 2015-07-22 2015-10-21 山东明达建筑科技有限公司 Combined grouting sleeve and construction method of combined grouting sleeve
CN105298134A (en) * 2015-11-13 2016-02-03 中国建筑股份有限公司 Independent-grouting-opening-free reinforcing steel bar grouting connecting sleeve, system and construction method
CN105951601A (en) * 2016-06-07 2016-09-21 上海公路投资建设发展有限公司 Horizontal positioning device for prefabricated stand column and method for positioning and installing prefabricated stand column through horizontal positioning device
CN106258555A (en) * 2016-07-28 2017-01-04 龙信建设集团有限公司 Prefabricated assembled greening flower pond construction method for hanging
CN106436964B (en) * 2016-11-07 2019-06-21 朱凤起 A kind of external wall structure
CN106436964A (en) * 2016-11-07 2017-02-22 朱凤起 External wall structure
CN106436988A (en) * 2016-11-07 2017-02-22 朱凤起 Inner wall body structure
CN106436988B (en) * 2016-11-07 2019-05-21 朱凤起 A kind of inner wall structure
CN106368347B (en) * 2016-11-11 2019-06-28 朱凤起 Connecting structure of wall and construction method
CN106368347A (en) * 2016-11-11 2017-02-01 朱凤起 Wall connecting structure and construction method
CN106760224A (en) * 2016-11-25 2017-05-31 北京汇丰鸿信科技有限公司 One kind grouting shrinkage compensation process
CN106760224B (en) * 2016-11-25 2019-04-02 北京汇丰鸿信科技有限公司 A kind of grouting shrinkage compensation process
CN106480994A (en) * 2016-12-19 2017-03-08 朱凤起 A kind of interior wall attachment structure and its construction method
CN106499093A (en) * 2016-12-19 2017-03-15 朱凤起 A kind of exterior wall attachment structure and its construction method
CN106499093B (en) * 2016-12-19 2019-09-27 朱凤起 A kind of exterior wall attachment structure and its construction method
CN106480994B (en) * 2016-12-19 2019-09-27 朱凤起 A kind of interior wall attachment structure and its construction method
CN106760228A (en) * 2017-01-18 2017-05-31 成张佳宁 The method of precast shear wall wall Vertical bar connection
CN107419852A (en) * 2017-05-15 2017-12-01 江苏天亿建设工程有限公司 House prefabricated plate beam column built from concrete sleeve grouting string muscle anchoring assembling constructing method
CN107700656A (en) * 2017-08-18 2018-02-16 国网上海市电力公司 A kind of prefabricated column bottom grout construction method
CN107780530A (en) * 2017-10-23 2018-03-09 南京市第八建筑安装工程有限公司 The attachment structure and its construction method of prefabricated post
CN108104301A (en) * 2017-12-08 2018-06-01 浙江海洋大学 Assembled architecture lining connecting structure structural wall
CN109779011A (en) * 2019-01-23 2019-05-21 山东建筑大学 The method and structure of microorganism grouting anchor connection concrete component longitudinal reinforcement
CN110905125A (en) * 2019-11-23 2020-03-24 南京市第二建筑设计院有限公司 Fabricated steel bar grouting sleeve for building and construction method
CN111058638A (en) * 2019-12-30 2020-04-24 赵玉玲 Splicing seam treatment process after construction of prefabricated building interlayer floor slab
CN111231100A (en) * 2020-01-20 2020-06-05 江苏博森建筑设计有限公司 Grouting groove type connecting structure for prefabricated column and grouting groove forming die
CN111287319A (en) * 2020-02-27 2020-06-16 桂林理工大学 Connecting device and construction method for assembled reinforced concrete vertical stress member

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