CN101858090A - Construction method for soft connection of diaphram wall rigid joints - Google Patents
Construction method for soft connection of diaphram wall rigid joints Download PDFInfo
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- CN101858090A CN101858090A CN 201010206897 CN201010206897A CN101858090A CN 101858090 A CN101858090 A CN 101858090A CN 201010206897 CN201010206897 CN 201010206897 CN 201010206897 A CN201010206897 A CN 201010206897A CN 101858090 A CN101858090 A CN 101858090A
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Abstract
The invention provides a construction method for soft connection of diaphram wall rigid joints, comprising the following construction steps of: firstly, producing flexible filler; secondly, throwing and filling the rigid joint flexible filler; and finally, finishing the joint cleaning of a groove formed at the subsequent groove section. The invention has the benefit that the soft connection construction method for filling the flexible filler of the diaphram wall rigid joints is especially suitable for joint treatment of an ultradeep diaphram wall. Compared with the a joint box hard connection construction method of the traditional rigid joints, the invention reduces the dependence on the rigid joints and the soil body verticality when the diaphram wall is treated, reduces the construction difficulty in forming the groove at the subsequent groove section and ensures the compactness of the joints, thereby reducing the possibility of concrete streaming around and the potential safety hazard of water leakage on the joints. Meanwhile, the method fills up the blank of the treatment and a construction method of the diaphram wall in China and complements and develops the requirements for construction and quality standards of the diaphram wall.
Description
Technical field
The present invention relates to the treatment technology of underground continuous wall connector, the job practices that particularly a kind of rigid joint for underground continuous wall is flexible coupling is applicable to the processing of ultra-deep underground continuous wall connector.
Background technology
Because the limitation of construction machinery and construction technology in the past, diaphragm wall often is difficult to develop to darker direction.But progress along with science and technology, digging technology has been brought up to the requirement that to satisfy ultra-deep underground continuous wall, at this moment the development of underground continuous wall connector treatment technology seriously lags behind the raising of excavation machinery and digging technology, becomes one of yoke that diaphragm wall develops to darker direction.
Traditional joint case handle the underground continuous wall connector technology by engineering circle successful Application since, this worker's method that a large amount of engineering practices are verified be in, the effective ways handled of shallow-layer ground-connecting-wall joint, and still be widely used in so far engineerings such as harbour, subway and municipal administration in, shallow-layer ground-connecting-wall joint handles.
But traditional joint case is handled the underground continuous wall connector technology and belonged to rigid joint and connect job practices firmly, and is higher to the verticality dependence of the rigid joint of underground diaphragm wall and the soil body.Rigid joint and joint case unavoidably exist to be made and construction deviation, the inevitable construction gap that exists, and under the geological conditions complicated situation, in the continuous wall trench underground process, some random defects can appear in cell wall, and these deviations and defective are more outstanding for the influence of ultra-deep underground continuous wall.Under rigid joint connection situation firmly, after diaphragm wall is dark, can not ignore of the influence of the verticality of the joint rigid joint and the soil body to it, can not ignore the space that reaches between joint case and the rigid joint between the soil body, because have this moment greatly concrete from then on the space spaced winding flow to attached in the rigid joint and encase the joint case, thereby pull out the joint case and bring sizable difficulty rising, also can produce under the joint case not possibility on earth in addition, simultaneously, the concreting of ultra-deep underground continuous wall generally all continues more than 8 hours, and the initial set of diaphragm wall bottom concrete this moment finishes, the probability that pulls off the joint case is very big, given and pulled out the joint case and bring sizable difficulty, and increased because of sternly not causing the hidden danger of leaking in the joint.In addition, rise and to pull out the joint case and need use crane to cooperate, this has not only taken heavy mechanical equipment, has also taken a large amount of places.
Summary of the invention
The purpose of this invention is to provide the job practices that a kind of rigid joint for underground continuous wall is flexible coupling, method and approach that this worker's method provides ultra-deep underground continuous wall connector to handle, simultaneously can reduce of the requirement of underground continuous wall connector place to rigid joint and soil body verticality, can significantly reduce attached to the amount of concrete in the rigid joint, simultaneously, also can satisfy the requirement of long-time concreting, and construction is simple, is a kind of novel underground continuous wall connector job practices.
For achieving the above object, the technical solution used in the present invention provides the job practices that a kind of rigid joint for underground continuous wall is flexible coupling, and this method includes and make flexible filler, throw the joint of filling out flexible filler and the grooving of follow-up groove section cleans three work progresss with water:
Make flexible filler earlier, the work progress of making flexible filler comprises selects woven bag, selection filler material, one or more of the sand of comprising, flyash, slag, industrial residue are arranged, then by manually loading the filler material, treat that described filler material amount of fill reaches 30% of woven bag volume capacity～70% and o'clock begins to tie up woven bag to described woven bag;
Flexible filler is filled out in throwing, the work progress that throwing is filled out comprises the flexible filler of loading and unloading and manually throws and fill out flexible filler, throwing is filled out flexible filler and is adopted " five-spot " that flexible filler evenly is thrown into the seam crossing of the rigid joint and the soil body, throws to be filled to stop to throw when leading the wall top when flexible filler and fills out;
The work progress that follow-up groove section becomes trough connection to clean with water includes with the flexible filler on the inwall of wall scraper removing rigid joint, scrubs rigid joint with brush wall device then.
Effect of the present invention is that this worker's method is the rigid joint for underground continuous wall job practices that is flexible coupling, and the joint of ultra-deep underground continuous wall is handled.Loading the employed woven bag of flexible filler very easily buys on market; And employed flexible filler material can be gathered materials on the spot, and is cost free or lower cost materials; It is simple manually to load flexible filler material construction to woven bag, need not training.Flexible filler use forklift of loading and unloading or crane in the flexible filler process are filled out in throwing, and be simple and convenient; The artificial throwing filled out flexible filler, can make full use of the flexibility and the flowability of flexible filler, make flexible filler reach closely knit and even, reduce diaphragm wall to the requirement of rigid joint and soil body verticality with effectively prevent the purpose that concrete streams thereby reach at the ultra-deep underground continuous wall connector place.The joint cleaning of follow-up groove section grooving is easy, clean, and rigid joint does not have the concrete that adheres to remnants, thereby the joint airtight performance is good, has reduced the excuse place and has not sternly caused the hidden danger of leaking.
This method is the rigid joint for underground continuous wall processing that is flexible coupling, and has demonstrated when handling the ultra-deep underground continuous wall rigid joint that the specific rigidity joint is hard to connect bigger superiority.
Description of drawings
Fig. 1 is a underground continuous grooving schematic diagram of the present invention;
Wherein: A, lead wall B, soil body C, groove section
Fig. 2 is a underground continuous grooving sequential schematic of the present invention;
Wherein: D, this construction groove section E, follow-up groove section F, rigid joint
Fig. 3 is the rigid joint for underground continuous wall of the present invention vertical profile schematic diagram that is flexible coupling;
Fig. 4 is the rigid joint for underground continuous wall of the present invention floor map that is flexible coupling;
Among Fig. 3,4:
1, flexible filler 2, diaphragm wall
A, b, c, d, e represent to throw five of filling out in the flexible filler " five-spot " and are thrown into a little
Fig. 5 is a wall scraper structural representation of the present invention;
Wherein: G, scrape wall steel plate H, bolt hole I, steel tooth J, support member
Fig. 6 is a brush wall device structural representation of the present invention.
Wherein: K, suspension ring L, steel hairbrush M, brush wall steel plate
The specific embodiment
The utilization of the job practices that rigid joint for underground continuous wall of the present invention is flexible coupling below in conjunction with accompanying drawing further specifies.
In order to solve the technical problem that the ultra-deep underground continuous wall rigid joint exists, joint case that minimizing deviation and defective cause and the space between the rigid joint and the soil body, the possibility that the joint is streamed during long-time concreting is avoided sternly not causing the hidden danger of leaking because of the joint.Invented the rigid joint for underground continuous wall job practices that is flexible coupling.The invention of this worker's method has promoted that diaphragm wall develops to darker direction, and handling for the joint of ultra-deep underground continuous wall provides safer safeguard measure, and underground construction of diaphragm wall and the specifications of quality are replenished and developed.
The job practices that rigid joint for underground continuous wall of the present invention is flexible coupling, this method include and make flexible filler, throw the joint of filling out flexible filler and the grooving of follow-up groove section cleans three work progresss with water.
The work progress of making flexible filler 1 comprises selects woven bag, selection filler material, manually load the filler material then to woven bag, select the filler material to include one or more of sand, flyash, slag, industrial residue, thing material amount of fill to be filled reaches the woven bag volume capacity and began to tie up woven bag at about 30%～70% o'clock;
The work progress that flexible filler 1 is filled out in throwing comprises that loading and unloading flexible filler fills out flexible filler with artificial the throwing, throwing is filled out flexible filler and is adopted " five-spot " that flexible filler 1 evenly is thrown into the seam crossing of the rigid joint and the soil body, throws to be filled to stop to throw when leading the wall top when flexible filler 1 and fills out.It is that flexible filler 1 is thrown into a little unordered seam crossing that evenly is thrown into rigid joint F and soil body B by a, b, c, d, e five that flexible filler 1 " five-spot " is filled out in described throwing, and a, b, c, d, e five are thrown into a little position and are respectively four angle points and central point e place at described seam crossing.
The work progress that follow-up groove section becomes trough connection to clean with water comprises, removes flexible filler with wall scraper, scrubs rigid joint with brush wall device then.The structure of described wall scraper includes scrapes wall steel plate G, steel tooth I, and steel tooth I is fixed on and scrapes on the wall steel plate G, is provided with the support member J of reinforcing between the tooth of steel tooth I, is provided with bolt hole H scraping on the wall steel plate G.Steel plate G is connected to skip body one side by bolt hole H with bolt.The structure of described brush wall device includes brush wall steel plate M, steel hairbrush L, forms the wall of frame casing by brush wall steel plate M, and with the brush wall steel plate M outside that steel hairbrush L is fixed on the casing wall, is provided with suspension ring K on the top of frame casing.In use, will brush the wall device hangs on the hoist lifting hook by suspension ring K.
As shown in Figure 1, grab bucket is seated in to be led on the wall A, excavates soil body B, thereby forms the groove section C of diaphragm wall.
As shown in Figure 2, carry out the construction of groove section D earlier, carry out the construction of follow-up groove section E then, groove section D is connected by rigid joint F with groove section E.
Shown in Fig. 3,4, the rigid joint for underground continuous wall flexible connection structure, it is in the middle of diaphragm wall 2 and the soil body F, and there is rigid joint F at the diaphragm wall edge.When throwing when filling out, adopt " five-spot " that flexible filler 1 is thrown into position a little by a among Fig. 4, b, c, d, e five, promptly be respectively four angle points and central point e place, the unordered seam crossing that evenly is thrown into rigid joint F and soil body B at described seam crossing.
Ultra-deep underground continuous wall adopts flexible filler 1, thereby the requirement that can reduce rigid joint F and soil body B verticality reaches the purpose that prevents that effectively concrete from streaming.Consider factors such as the character of flexible filler material and flexible filler amount of fill, flexible filler 1 has good flexibility and flowability, flexible filler 1 has had such deformability just can " all-pervasive ", fill out rigid joint F and soil body B evenly closely knit, effectively prevented concrete streaming.
The rigid joint for underground continuous wall of the present invention job practices that is flexible coupling is specific as follows:
1, selects woven bag
Selecting woven bag mainly is the size of selecting woven bag.If woven bag is oversize, then can cause flexible filler bigger when a large amount of in woven bag when loading flexible filler 1, this can bring adverse effect to the flexibility and the flowability of flexible filler; When in woven bag, loading flexible filler 1 less, then can cause the waste of woven bag, influence economic benefit.If the undersized phenomenon that can cause the lost labor again of woven bag.Generally speaking, select long 50mm～80mm, the woven bag of wide 30mm～60mm is as the filler material of loading.
2, select the filler material
The selection of filler material is one of deciding factor of flexible filler flexibility and flowability.The kind of the filler material of selecting can influence the flexibility and the flowability of filler material.For reach the construction purpose and construction cost is dropped to minimum, the filler material can select for use the scene or near the cost free or the lower cost materials that obtain be, during use, can use wherein one or more as sand, flyash, slag, industrial residue etc.
3, manually load the filler material to woven bag
Manually the flexible filler 1 of filling bag capacity about 30%～70% in woven bag has good flowability to guarantee flexible filler 1.During winter construction, moisture freezes in the flexible filler 1 should also be noted that insulation, if can cause harmful effect to the flowability of flexible filler 1 to flexible filler 1, and then can influence the flexible filler density in whole rigid joint for underground continuous wall place, stay the hidden danger that concrete streams.
4, load and unload flexible filler
After loading flexible filler 1 and finishing, generally all flexible filler 1 usefulness forklift or crane are transported to throw and filled out a diaphragm wall and lead the wall place, at this moment, must guard against forklift or crane unloading point are too filled out a position near throwing, topple over a large amount of flexible fillers 1 in flexible filler 1 process are all rushed in underground continuous wall connector at synchronization situation otherwise can cause, this moment a large amount of flexible fillers 1 disposable underground continuous wall connector places that falls into, a certain position in the middle of being stuck in possibly, the disastrous effect that causes concrete to stream.
5, the artificial throwing filled out flexible filler
Artificial throw fill out flexible filler 1 adopt " five-spot " with flexible filler 1 by diagram a, b, c, d, the unordered seam crossing that evenly is thrown into rigid joint F and soil body B of e, promptly being thrown into point selection is a, b, c, d place at four angle points of seam, central point e place.Can make flexible filler 1 can not form tangible male and fomale(M﹠F) like this, flexible filler 1 has been played crucial effects in the density and the uniformity of seam crossing backward down.What is called is unordered just to be meant that filling out in flexible filler 1 process in throwing is not necessarily to be thrown into according to a, b, c, d, five dot sequencies of e, can upset being thrown into dot sequency.And so-called evenly just be meant to fill out in unordered throwing guarantee in the process that flexible filler 1 all remains on 1/5th at the probability that is thrown into of each point.
Wait some actual conditions to determine to fill in flexible filler amount according to the underground continuous wall connector size, particularly for the first time flexible filler 1 is thrown the amount of filling out at every turn, exists factor such as step to block because of the cell wall termination to prevent flexible filler 1.Measure flexible filler 1 lifting height with lining rope, too fast if flexible filler 1 rises, illustrate that flexible filler 1 is being stuck in midair, then must use the compactor shock compaction, until the termination step dashed except that or flexible filler is depressed into the theoretical degree of depth by 1.
When every throwing is filled out half meter, just use the compactor compacting several times.Should not impact fast in the compacting process, the flexible filler 1 in upper strata be washed out preventing.When being filled to lead to stop to throw when wall pushes up, flexible filler 1 throwing fills out.
6, follow-up groove section becomes trough connection to clean with water
At first the cell wall of follow-up groove section E is scraped wall, this step need use grab bucket to cooperate.Adopt wall scraper, the structure of wall scraper as shown in Figure 5, steel tooth I is fixed on and scrapes on the wall steel plate G, the support member J by steel between the tooth of steel tooth I is connected with each other and obtains reinforcing, and is provided with bolt hole H scraping on the wall steel plate G.Scrape wall steel plate G and be connected to a side of skip body by bolt hole H with bolt.During use, only need wall scraper is goed deep in the rigid joint groove, and be close to rigid joint F and remove flexible filler on the cell wall.Through repeatedly striking off, can remove substantially attached to bigger flexible filler of the volume on the rigid joint F and the concrete that streams.
Brush wall at last, this step need use crane to cooperate.The structure of brush wall device as shown in Figure 6, make the wall of frame casing by brush wall steel plate M, and steel hairbrush L is fixed on outside the brush wall steel plate M of casing wall, be provided with suspension ring K on the top of frame casing, will brush the wall device in use and hang on the hoist lifting hook by suspension ring K.In the brush wall process, steel hairbrush L will be close to rigid joint F all the time and repeatedly back and forth clean with water, can clean with water like this attached to remaining woven bag on the rigid joint F and filler material.
Claims (4)
1. job practices that rigid joint for underground continuous wall is flexible coupling, this method include and make flexible filler, throw the joint of filling out flexible filler and the grooving of follow-up groove section cleans three work progresss with water:
Make flexible filler (1) earlier, the work progress of making flexible filler comprises selects woven bag, selection filler material, one or more of the sand of comprising, flyash, slag, industrial residue are arranged, then by manually loading the filler material, treat that described filler material amount of fill reaches 30% of woven bag volume capacity～70% and o'clock begins to tie up woven bag to described woven bag;
Flexible filler (1) is filled out in throwing, the work progress that throwing is filled out comprises the flexible filler of loading and unloading and manually throws and fill out flexible filler, throwing is filled out flexible filler and is adopted " five-spot " that flexible filler evenly is thrown into the seam crossing of rigid joint (4) and the soil body (3), throws to be filled to when flexible filler to stop throwing when leading the wall top and fill out;
The work progress that follow-up groove section becomes trough connection to clean with water includes with the flexible filler on the inwall of wall scraper removing rigid joint, scrubs rigid joint with brush wall device then.
2. job practices according to claim 1, it is characterized in that: the structure of described wall scraper includes scrapes wall steel plate G, steel tooth I, steel tooth I is fixed on and scrapes on the wall steel plate G, is provided with the support member J of reinforcing between the tooth of steel tooth I, is provided with bolt hole H scraping on the wall steel plate G.
3. job practices according to claim 1, it is characterized in that: the structure of described brush wall device includes brush wall steel plate M, steel hairbrush L, form the wall of frame casing by brush wall steel plate M, and, be provided with suspension ring K on the top of frame casing with the brush wall steel plate M outside that steel hairbrush L is fixed on the casing wall.
4. job practices according to claim 1, it is characterized in that: " five-spot " that flexible filler is filled out in described throwing is that flexible filler 1 is thrown into a little unordered seam crossing that evenly is thrown into rigid joint F and soil body B by a, b, c, d, e five, and a, b, c, d, e five are thrown into a little position and are respectively four angle points and central point e place at described seam crossing.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2010102068975A CN101858090B (en) | 2010-06-23 | 2010-06-23 | Construction method for soft connection of diaphram wall rigid joints |
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| CN2010102068975A CN101858090B (en) | 2010-06-23 | 2010-06-23 | Construction method for soft connection of diaphram wall rigid joints |
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| CN101858090A true CN101858090A (en) | 2010-10-13 |
| CN101858090B CN101858090B (en) | 2011-11-30 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102776878A (en) * | 2012-08-17 | 2012-11-14 | 中铁四局集团第五工程有限公司 | Construction method for preventing diaphragm wall from streaming |
| WO2013007968A2 (en) | 2011-07-14 | 2013-01-17 | Coupland John William | Diaphragm wall apparatus and methods |
| CN103015462A (en) * | 2013-01-20 | 2013-04-03 | 张永忠 | Cloth bag stone piecing device |
| CN103276752A (en) * | 2013-06-20 | 2013-09-04 | 江苏城市职业学院 | Construction method of underground continuous wall expansive concrete joint |
| US10988911B2 (en) | 2017-04-26 | 2021-04-27 | Ccmj Systems Ltd | Diaphragm walls |
| US11225769B2 (en) | 2018-02-15 | 2022-01-18 | Ccmj Systems Ltd | Shear key former apparatus and method(s) |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| WO2013007968A2 (en) | 2011-07-14 | 2013-01-17 | Coupland John William | Diaphragm wall apparatus and methods |
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| US10988911B2 (en) | 2017-04-26 | 2021-04-27 | Ccmj Systems Ltd | Diaphragm walls |
| US11225769B2 (en) | 2018-02-15 | 2022-01-18 | Ccmj Systems Ltd | Shear key former apparatus and method(s) |
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|---|---|
| CN101858090B (en) | 2011-11-30 |
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