CN109882203A - A kind of joint filling reinforcement process - Google Patents
A kind of joint filling reinforcement process Download PDFInfo
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- CN109882203A CN109882203A CN201910175218.3A CN201910175218A CN109882203A CN 109882203 A CN109882203 A CN 109882203A CN 201910175218 A CN201910175218 A CN 201910175218A CN 109882203 A CN109882203 A CN 109882203A
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Abstract
The present invention relates to reinforcement technique field, reinforcement process is filled more particularly to a kind of joint, and the technique includes: first by polyurethane to carrying out slip casting filling at required reinforcing；Again by polyureas silicate to progress slip casting at required reinforcing, the polyureas silicate includes component A and B component, and the raw material of the component A includes at least base polyurethane prepolymer for use as, waterglass, and the raw material of the B component includes at least isocyanates, polyalcohol.The present invention solves the problems, such as that existing traditional handicraft slurries are lost that excessive, slip casting time is long, the reserved drainage channels that block other, slip casting is not accurate.
Description
Technical field
The present invention relates to reinforcement technique fields, fill reinforcement process more particularly to a kind of joint.
Background technique
Bridge and Tunnel Engineering faces problem of coming to nothing after structure, as locally come to nothing after tunnel double-lining, takes off under ground or road surface
The sedimentation of banketing of empty and Abutment Back causes vehicle bump at bridge ends.Not in time or inappropriate processing will affect the acceptance of work or to it
Normal operation impacts.
Conventional method for filling and treating is mainly cement grout filling, or is filled after digging.Cement grout filling faces slurry
Liquid stream loses problems of too, in addition to it will cause waste of material, also results in the reserved drainage channel of the cement blocking of running pulp, causes two
Secondary harm；The filling effect of cement grout simultaneously is unsatisfactory, especially coming to nothing positioned at tunnel vault, generally can not fill completely
It fills out.A large amount of manpower and material resources can be expended by digging filling, and construction procedure is cumbersome, long in time limit, and the work for abolishing tunnel double-lining has one
Fixed risk.
Summary of the invention
In view of the foregoing deficiencies of prior art, the purpose of the present invention is to provide a kind of joints to fill reinforcement process,
Excessive, slip casting time length is lost for solving existing traditional handicraft slurries, blocks other reserved drainage channel, slip castings not accurately
Problem.
In order to achieve the above objects and other related objects, the present invention is achieved through the following technical solutions.
One aspect of the present invention provides a kind of joint filling reinforcement process, and the technique includes:
1) first by polyurethane to carrying out slip casting filling at required reinforcing；
2) again by polyureas silicate to carrying out slip casting at required reinforcing, the polyureas silicate includes component A and B component,
The raw material of the component A includes at least base polyurethane prepolymer for use as, waterglass, and the raw material of the B component includes at least isocyanates, more
First alcohol.
In certain embodiments of the present invention, it is reacted after the polyurethane slip casting in the step 1) with water, the poly- ammonia
Ester and water reaction time are 1~3min.
In certain embodiments of the present invention, the beginning foamed time of polyurethane is 30s~5min in the step 1),
End foamed time is 60s~10min, and the expansion ratio of the polyurethane is less than 35 times, preferably 15~35 times.
In certain embodiments of the present invention, in the step 1) the exothermic maximum temperature of polyurethane material less than 120
DEG C, compression strength > 5MPa, 10s viscosity is 1500~2000mPa.s after mixing.
In certain embodiments of the present invention, the grouting pressure of the step 1) be less than 0.5MPa, preferably 0.2~
0.5MPa。
In certain embodiments of the present invention, the curing reaction time of polyureas silicate described in the step 2) is 1
~4min, the solidification intensity of polyureas silicate are greater than 30MPa, and preferred consolidation intensity is 45~50MPa.
In certain embodiments of the present invention, in the step 2) polyureas silicate the beginning reaction time be 30s~
80s, flowable time are 3min~4min, are not foamed, and exothermic maximum temperature is 96 DEG C~118 DEG C.
In certain embodiments of the present invention, compression strength >=30MPa, 1h of the 30min of the polyureas silicate
Compression strength >=45Mpa, compression strength >=50MPa of 10h, the flexural strength > 15MPa of the polyureas silicate, with rock
Adhesion strength > 5MPa.
Another aspect of the present invention is provided using joint filling reinforcement process of the present invention to de- after tunnel double-lining wall
Empty, foundation void or bumping at bridge-head consolidation process.
In certain embodiments of the present invention, to coming to nothing after tunnel double-lining wall, foundation void or bumping at bridge-head plus
Gu processing, including place of coming to nothing is detected, then to the position punching for locating corresponding tunnel wall, ground, end of the bridge of coming to nothing.
Detailed description of the invention
Fig. 1 is the construction implementation figure for first passing through Grouting Pipe injection polyurethane.
Fig. 2 is the construction implementation figure that polyureas silicate is injected in the skeleton structure that polyurethane is formed.
In figure:
1, polyurethane
2, polyureas silicate
Specific embodiment
Inventor passes through a large amount of explorative experiments, provides a kind of joint filling reinforcement process, the joint filling
Reinforcement process is that a kind of polyureas silicate combines filling reinforcement process with polyurethane, and material is swift in response, and is lost small.Grouting filling
It is accurate to reinforce position, other reserved drainage channels will not be blocked.It can be used to filling reinforcing without abolishing original structure simultaneously, and
And there is good intensity, easy construction is safe and efficient.
Reinforcement process is filled the following detailed description of joint according to the present invention.
First aspect present invention provides a kind of joint filling reinforcement process, and the technique includes:
1) first by polyurethane to carrying out slip casting filling at required reinforcing；
2) again by polyureas silicate to carrying out slip casting at required reinforcing, the polyureas silicate includes component A and B component,
The raw material of the component A includes at least base polyurethane prepolymer for use as, waterglass, and the raw material of the B component includes at least isocyanates, more
First alcohol.
In joint filling reinforcement process provided by the present invention, (20 DEG C) of density of the component A are 1.30~1.50g/
cm3, flash-point is 200 DEG C of >, and viscosity is 120~350mPa.s；The density of the B component is 1.15~1.25g/cm3, flash-point >
200 DEG C, viscosity is 50~300mPa.s.
In joint provided by the present invention filling reinforcement process, first using polyurethane come to nothing place or need filling position into
Row grouting filling makes foam full of gap, plays the effect of filling and water blockoff；Polyureas silicate slip casting is reused, poly- ammonia is filled
Ester foam gap, plays reinforcement effect.
Joint provided by the present invention fills reinforcement process, reacts after the polyurethane slip casting in the step 1) with water, institute
Stating polyurethane and water reaction time is 1~3min, can avoid the waste of slurries while ensuring filling effect.Usual feelings
Under condition, there is water in tunnel etc. at cracks, stabilized polyurethane can be made to foam without the water for adding additional, and 1~3min of reaction can make
It completes to fill for skeleton.
In joint filling reinforcement process provided by the present invention, the beginning foamed time of polyurethane described in the step 1)
For 30s~5min, end foamed time is 60s~10min, and the foaming polyurethane material multiplying power is not easy excessive, slip casting pressure
Power also should not be too large, in order to avoid damaging to such as tunnel double-lining etc., or cause surface uplift excessively high.The hair of the polyurethane
Bubble multiplying power is less than 35 times, and preferably 15~35 times.Expansion ratio is too small, does not have the effect of Fast Filling water blockoff；Multiplying power is excessive,
Meeting is so that foam is unevenly unstable.The grouting pressure is less than 0.5MPa, 0.2~0.5MPa of grouting pressure.Grouting pressure mistake
Greatly, it is easy to induce the destruction of original structure.Grouting pressure is too small, and it is difficult to may cause slurries injection.
In joint filling reinforcement process provided by the present invention, the exothermic maximum temperature of the polyurethane material is less than 120
DEG C, compression strength > 5MPa, 10s viscosity is 1500~2000mPa.s after mixing.
In joint filling reinforcement process provided by the present invention, the curing reaction of polyureas silicate described in the step 2)
Time is 1~4min, and the solidification intensity of polyureas silicate is greater than 30MPa, and preferred consolidation intensity is 45~50MPa.
In joint filling reinforcement process provided by the present invention, the beginning reaction time of polyureas silicate in the step 2)
For 30s~80s, the flowable time is 3min~4min, is not foamed, and exothermic maximum temperature is 96 DEG C~118 DEG C.
In joint provided by the present invention filling reinforcement process, the compression strength of the 30min of the polyureas silicate >=
Compression strength >=50MPa of compression strength >=45Mpa of 30MPa, 1h, 10h, the flexural strength > of the polyureas silicate
15MPa, the adhesion strength > 5MPa with rock.
Second aspect of the present invention is provided to coming to nothing after tunnel double-lining wall, the consolidation process of ground or bumping at bridge-head, including
Come to nothing place to detection, then to come to nothing locate corresponding tunnel wall, ground, end of the bridge position punching after using joint of the present invention
Fill reinforcement process.
The present invention can overcome traditional handicraft slurries to be lost problems of too, and material is swift in response, and be lost small.Grouting filling adds
Maintenance is set precisely, other reserved drainage channels will not be blocked.It can be used to filling reinforcing without abolishing original structure simultaneously, and
With good intensity, easy construction is safe and efficient.
Polyureas silicate material setting time is short, and gain in strength is fast, and permeability is high.Using cement grout in polyurethane slurries
Combined casting, long construction period, and cement grout are difficult to inject microfissure, and reinforcing is not thorough.Using polyureas silicate in poly- ammonia
Ester material joint slip casting, construction period greatly shorten, and can penetrate into minute fissure, reinforce more thorough.
In addition, can be flowed with crack and drain bar outer wall before condensing, seepage distance mistake since cement grout setting time is long
Far, once into the annular drainage channel reserved after tunnel wall, easily cause blocking.The setting time of polyureas silicate material can
To control between 30~180s, penetration radius size can control, i.e. filling is accurate.The resistance of lining cutting behind Waterproof passages is not will cause
Plug.
Finally, polyureas silicate is big in original concrete structure adhesive strength, Structural Integrity is good after filling.Use water
Mud filling, the interfacial bonding of cement and concrete is loosely.Due to being that support with backfilling uses, it is difficult to be dug to interior void surface
Hair processing.Therefore it is had a clear superiority with polyureas silicate material and polyurethane material filling.
Illustrate embodiments of the present invention below by way of specific specific example, those skilled in the art can be by this specification
Other advantages and efficacy of the present invention can be easily understood for disclosed content.The present invention can also pass through in addition different specific realities
The mode of applying is embodied or practiced, the various details in this specification can also based on different viewpoints and application, without departing from
Various modifications or alterations are carried out under spirit of the invention.
In the following embodiments, reagent, material and the instrument used such as not special explanation, it is commercially available to obtain
?.
Embodiment 1
The lining construction of existing tunnel two finishes, and two liner thickness degree of quality examination discovery many places are insufficient and have phenomenon of coming to nothing after wall, and
There is percolating water.
It is non-destructive testing in detection process, the position for detecting the corresponding tunnel wall in position come to nothing after wall is punched, so
Afterwards by Grouting Pipe first two lining after using polyurethane come to nothing place or need filling position carry out grouting filling, be full of foam
The effect of filling and water blockoff is played in gap；Polyureas silicate slip casting is reused, polyurethane foam gap is filled, reinforcing is played and makees
With.
20 times of the polyurethane foam multiplying power used, reaction time 2min.
The polyureas silicate used does not foam, reaction time 3min, solidification intensity 40MPa.Grouting pressure 0.5MPa.
Fig. 1 is to first pass through Grouting Pipe injection polyurethane, and Fig. 2 is that polyureas silicic acid is injected in the skeleton structure that polyurethane is formed
Salt.1 in figure is polyurethane, and 2 be polyureas silicate.
Embodiment 2
The lining construction of existing tunnel two finishes, and two liner thickness degree of quality examination discovery many places are insufficient and have phenomenon of coming to nothing after wall, and
There is percolating water.
It is non-destructive testing in detection process, the position for detecting the corresponding tunnel wall in position come to nothing after wall is punched, so
Afterwards by Grouting Pipe first two lining after using polyurethane come to nothing place or need filling position carry out grouting filling, be full of foam
The effect of filling and water blockoff is played in gap；Polyureas silicate slip casting is reused, polyurethane foam gap is filled, reinforcing is played and makees
With.
25 times of the polyurethane foam multiplying power used, reaction time 2.5min.
The polyureas silicate used does not foam, reaction time 4min, solidification intensity 45MPa.Grouting pressure 0.4MPa.
Embodiment 3
The lining construction of existing tunnel two finishes, and two liner thickness degree of quality examination discovery many places are insufficient and have phenomenon of coming to nothing after wall, and
There is percolating water.
It is non-destructive testing in detection process, the position for detecting the corresponding tunnel wall in position come to nothing after wall is punched, so
Afterwards by Grouting Pipe first two lining after using polyurethane come to nothing place or need filling position carry out grouting filling, be full of foam
The effect of filling and water blockoff is played in gap；Polyureas silicate slip casting is reused, polyurethane foam gap is filled, reinforcing is played and makees
With.
30 times of the polyurethane foam multiplying power used, reaction time 3min.
The polyureas silicate used does not foam, reaction time 4min, solidification intensity 45MPa.Grouting pressure 0.2MPa.
Embodiment 4
Existing one bankets sedimentation in operation phase bridge, Abutment Back, vehicle bump at bridge ends occurs.
It is non-destructive testing in detection process, the position for detecting Abutment Back sedimentation is punched, then first below abutment
Place or filling position is needed to carry out grouting filling coming to nothing using polyurethane, foam is made to play the effect of filling and water blockoff full of gap
Fruit；Then the slip casting of polyureas silicate is used, polyurethane foam gap is filled, plays reinforcement effect.
20 times of the polyurethane foam multiplying power used, reaction time 2min.
The polyureas silicate used does not foam, reaction time 3min, solidification intensity 40MPa.Grouting pressure 0.5MPa.
Embodiment 5
Existing one bankets sedimentation in operation phase bridge, Abutment Back, vehicle bump at bridge ends occurs.
It is non-destructive testing in detection process, the position for detecting Abutment Back sedimentation is punched, then first below abutment
Place or filling position is needed to carry out grouting filling coming to nothing using polyurethane, foam is made to play the effect of filling and water blockoff full of gap
Fruit；Then the slip casting of polyureas silicate is used, polyurethane foam gap is filled, plays reinforcement effect.
25 times of the polyurethane foam multiplying power used, reaction time 2.5min.
The polyureas silicate used does not foam, reaction time 4min, solidification intensity 45MPa.Grouting pressure 0.4MPa.
Embodiment 6
Existing one bankets sedimentation in operation phase bridge, Abutment Back, vehicle bump at bridge ends occurs.
It is non-destructive testing in detection process, the position for detecting Abutment Back sedimentation is punched, then first below abutment
Place or filling position is needed to carry out grouting filling coming to nothing using polyurethane, foam is made to play the effect of filling and water blockoff full of gap
Fruit；Then the slip casting of polyureas silicate is used, polyurethane foam gap is filled, plays reinforcement effect.
30 times of the polyurethane foam multiplying power used, reaction time 3min.
The polyureas silicate used does not foam, reaction time 4min, solidification intensity 45MPa.Grouting pressure 0.2MPa.
Comparative example 1
The lining construction of existing tunnel two finishes, and two liner thickness degree of quality examination discovery many places are insufficient and have phenomenon of coming to nothing after wall, and
There is percolating water.
To the corresponding tunnel wall cutting in position come to nothing after wall is detected, then locate slip casting label C35 cement slurry to coming to nothing
Liquid keeps 10min or more until grouting pressure reaches 0.5MPa, completes slip casting.
Comparative example 2
Existing one bankets sedimentation in operation phase bridge, Abutment Back, vehicle bump at bridge ends occurs.
The position for detecting Abutment Back sedimentation is dug, then comes to nothing to Abutment Back and locates slip casting label C35 cement grout, until
Grouting pressure reaches 0.5MPa, keeps 10min or more, completes slip casting.
Performance test
1, the test method of compression strength
Since on-the-spot test needs to destroy original structure, therefore carry out laboratory test test.Prepare C35 concrete standard
Test block is carried out center splitting by test block, and the half after taking splitting is put into die trial, according to step slip casting in embodiment or comparative example
And die trial is filled, test sample is made after the completion of maintenance.Sample is subjected to uniaxial compression test using universal tester, tests it
Compression strength.
2, the test method of adhesion strength
The reference block of C35 concrete is prepared, test block is subjected to center splitting, the half after taking splitting is put into die trial
In, according to step slip casting in embodiment or comparative example and die trial is filled, test sample is made after the completion of maintenance.Sample is used into rock
Stone triaxial tester carries out shearing strength experiment, and shear interface is the interface of original C35 concrete and rear packing material.
3, the test method of infiltration coefficient
The reference block of C35 concrete is prepared, test block is subjected to center splitting, the half after taking splitting is put into die trial
In, according to step slip casting in embodiment or comparative example and die trial is filled, after the completion of maintenance, sample is cut to suitable rock permeability
The standard sample of instrument guarantees that original C35 concrete and the interface of rear packing material are entreated in the sample in cutting process.It will system
It obtains sample and carries out testing permeability using rock permeability instrument.
The test datas such as compression strength, adhesion strength, the infiltration coefficient of 1 Examples 1 to 6 of table, comparative example 1,2
Ne-leakage water phenomenon after Examples 1 to 3 filling, and surrounding drainage channel is unplugged, detects through tapping, after two linings
It can't detect and come to nothing.Its structure entire compression intensity is greater than original concrete grade, and local compressed strength is greater than 40MPa.With original
There is the adhesive strength of concrete structure up to 5MPa, whole infiltration coefficient can reach 1*10-9cm/s。
It can't detect and come to nothing below Abutment Back after embodiment 4~6 fills, Abutment Back is raised to normal position.Its structure is whole
Body compression strength is greater than original concrete grade, and local compressed strength is greater than 40MPa.With the adhesive strength of original concrete structure
Up to 5MPa, whole infiltration coefficient can reach 1*10-9cm/s。
Basic ne-leakage water phenomenon after being filled in comparative example 1, but arround drainage channel blocking, and water is consumed during slip casting
Mud amount is huge, detects through tapping, and can't detect and comes to nothing after two linings.Its structure entire compression intensity is equal to concrete grade.
For adhesive strength with original concrete structure up to 0.7MPa, whole infiltration coefficient can reach 1*10-7cm/s。
It can't detect and come to nothing below Abutment Back after comparative example 2 fills, Abutment Back is not lifted.Its structure entire compression intensity etc.
It is same as concrete grade.For adhesive strength with original concrete structure up to 0.7MPa, whole infiltration coefficient can reach 1*10- 7cm/s。
Replace slip casting using polyurethane slurries and polyureas silicate, which has given full play to polyureas silicate and poly- ammonia
The respective characteristic of ester plays a dual role of water blockoff and reinforces；Slip casting is combined with polyurethane material using polyureas silicate, is constructed
Period greatly shortens, and can penetrate into minute fissure, reinforces more thorough；Slip casting is combined with polyurethane using polyureas silicate,
Since the setting time of polyureas silicate material can control between 1-3min, penetration radius size, i.e. filling essence can control
Standard not will cause lining cutting behind Waterproof passages obstruction；Slip casting is combined with polyurethane using polyureas silicate, due to polyureas silicate
Big with concrete structure adhesive strength, Structural Integrity is good after filling.
When embodiment provides numberical range, it should be appreciated that except non-present invention is otherwise noted, two ends of each numberical range
Any one numerical value can be selected between point and two endpoints.Unless otherwise defined, the present invention used in all technologies and
Scientific term is identical as the normally understood meaning of those skilled in the art of the present technique.Except specific method, equipment used in embodiment,
Outside material, grasp and record of the invention according to those skilled in the art to the prior art can also be used and this
Any method, equipment and the material of the similar or equivalent prior art of method described in inventive embodiments, equipment, material come real
The existing present invention.
Claims (10)
1. a kind of joint fills reinforcement process, the technique includes:
1) first by polyurethane to carrying out slip casting filling at required reinforcing；
2) again by polyureas silicate to progress slip casting at required reinforcing, the polyureas silicate includes component A and B component, the A
The raw material of component includes at least base polyurethane prepolymer for use as, waterglass, and the raw material of the B component includes at least isocyanates, polyalcohol.
2. joint filling reinforcement process as described in claim 1, which is characterized in that after the polyurethane slip casting in the step 1)
It is reacted with water, the polyurethane and water reaction time are 1~3min.
3. joint filling reinforcement process as described in claim 1, which is characterized in that polyurethane starts to send out in the step 1)
The bubble time is 30s~5min, and end foamed time is 60s~10min, and the expansion ratio of the polyurethane is less than 35 times, preferably
It is 15~35 times.
4. joint filling reinforcement process as described in claim 1, which is characterized in that polyurethane material is most in the step 1)
Big exothermic temperature is less than 120 DEG C, compression strength > 5MPa, and 10s viscosity is 1500~2000mPa.s after mixing.
5. joint filling reinforcement process as described in claim 1, which is characterized in that the grouting pressure of the step 1) is less than
0.5MPa, preferably 0.2~0.5MPa.
6. joint filling reinforcement process as described in claim 1, which is characterized in that polyureas silicate described in the step 2)
The curing reaction time be 1~4min, the solidification intensity of polyureas silicate is greater than 30MPa, preferred consolidation intensity is 45~
50MPa。
7. joint filling reinforcement process as described in claim 1, which is characterized in that polyureas silicate opens in the step 2)
Reaction time beginning is 30s~80s, and the flowable time is 3min~4min, is not foamed, and exothermic maximum temperature is 96 DEG C~118 DEG C.
8. joint filling reinforcement process as described in claim 1, which is characterized in that the 30min's of the polyureas silicate is anti-
The anti-folding of Compressive Strength >=30MPa, 1h compression strength >=45Mpa, compression strength >=50MPa of 10h, the polyureas silicate is strong
Spend > 15MPa, the adhesion strength > 5MPa with rock.
9. using joint filling reinforcement process as described in any one of claims 1 to 8 to coming to nothing after tunnel double-lining wall, ground
It comes to nothing or the consolidation process of bumping at bridge-head.
10. as claimed in claim 9 to coming to nothing after tunnel double-lining wall, the consolidation process of foundation void or bumping at bridge-head, packet
Detection is included to come to nothing place, then to come to nothing locate corresponding tunnel wall, ground, end of the bridge position punch.
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|---|---|---|---|
| CN201910175218.3A CN109882203B (en) | 2019-03-08 | 2019-03-08 | Combined filling and reinforcing process |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910175218.3A CN109882203B (en) | 2019-03-08 | 2019-03-08 | Combined filling and reinforcing process |
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| CN109882203A true CN109882203A (en) | 2019-06-14 |
| CN109882203B CN109882203B (en) | 2021-02-23 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110849323A (en) * | 2019-12-12 | 2020-02-28 | 中国电建集团成都勘测设计研究院有限公司 | Telescopic settling tube, and settling deformation monitoring system and method |
| CN111377689A (en) * | 2020-03-26 | 2020-07-07 | 中煤科工集团重庆研究院有限公司 | High-strength composite grouting reinforcement material with island structure and preparation method thereof |
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| CN104047307A (en) * | 2014-07-03 | 2014-09-17 | 上海申元岩土工程有限公司 | Method for reinforcing and deviation correcting of building foundation through combined grouting |
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| CN111377689B (en) * | 2020-03-26 | 2022-02-22 | 中煤科工集团重庆研究院有限公司 | High-strength composite grouting reinforcement material with island structure and preparation method thereof |
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| Publication number | Publication date |
|---|---|
| CN109882203B (en) | 2021-02-23 |
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