CN104060613A - Directional secant pile grouting structure and directional secant pile grouting soil reinforcement method - Google Patents
Directional secant pile grouting structure and directional secant pile grouting soil reinforcement method Download PDFInfo
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- CN104060613A CN104060613A CN201310093407.9A CN201310093407A CN104060613A CN 104060613 A CN104060613 A CN 104060613A CN 201310093407 A CN201310093407 A CN 201310093407A CN 104060613 A CN104060613 A CN 104060613A
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Abstract
The invention discloses a directional secant pile grouting structure. The directional secant pile grouting structure comprises a pile A and a pile B for building a secant pile wall, and further comprises a grouting system, wherein a circular steel cage is arranged inside the pile B; the grouting system comprises a grouting pump for output grout, a grouting pipe for conveying grout and grouting output pipes for reinforcing surrounding soil through compaction grouting; the grouting pump is connected with the grouting output pipe through the grouting pipe; a plurality of the grouting output pipes are arranged on the peripheral side surface of the steel cage of the pile B; a plurality of grout outlets are formed in the grouting output pipes; the grout outlets face to soil on one side which is required to be reinforced and the soil on one side is reinforced by grouting. The invention further discloses a directional secant pile grouting soil reinforcement method. The directional secant pile grouting structure and the directional secant pile grouting soil reinforcement method have the characteristics of simple construction process, low cost, easy operation, and easy achievement of a designed effect, and are particularly applicable to foundation pit engineering in which conventional surrounding structures have narrow net distances and a conventional soil reinforcement machine cannot work.
Description
Technical field
The present invention relates to the technical field of building foundation construction, relate in particular to the directed slip casting structure of a kind of interlocking pile and the directed grouting and reinforcing soil body of interlocking pile method.
Background technology
Along with the continually developing and utilizing of urban underground space, the underground space is faced with the situation of an inch of land is an inch of gold equally.For underground space development is maximized, the excavation of foundation pit degree of depth of construction work is more and more darker, and area is increasing.When the underground space is planned, the newly-built underground space usually with the existing underground space of periphery or adjacent foundation, and the soil body between the two is usually subject to the disturbance of engineering construction or itself be exactly the not good weak soil of mechanical property, become the weak link that the newly-built underground space is gone along with sb. to guard him engineering.
For guaranteeing the safety of work progress, conventionally, before excavation of foundation pit, need reinforce the affected soil body of adjacent structure periphery, soil stabilization generally adopts the construction technologies such as cement mixing method, but this mode has increased cost and duration virtually.In recent years, the underground space, in order to realize maximization, is often gone along with sb. to guard him and existing underground, superstructure next-door neighbour, is even less than 1m.In narrow space like this, the construction equipment of soil stabilization is difficult to stretching into of construction drill bit safety to need the soil body of reinforcing, and more cannot organize work, and becomes the hidden danger of engineering safety.
On the other hand, hole-drilling interlocking pile is the Construction Technology of Retaining Structure of a comparative maturity at home.Two pile center's distances that hole-drilling interlocking pile is adjacent are less than Single Pile footpath, the stake that after therefore existing, an interlock of construction is first constructed.Interlocking pile divides square reinforcing cage (or plain concrete) A stake and circular reinforcing cage B stake.Sequence of construction is, the A stake of first constructing, and B pile driving construction is rear, the concrete of cutting A stake part and form occlusion structure.The concrete final set of interlocking pile becomes seamless continuous " piling wall " after appearing at the interlock of stake.When interlocking pile is constructed, to the periphery soil body, can produce certain disturbance, make the soil body between interlocking pile and contiguous existing structure weaker, safety while threatening excavation of foundation pit, now needs newly-built piling wall and the part of the soil body between existing structure (being the outer circumferential side soil body part of foundation ditch) to reinforce.
Therefore, those skilled in the art is devoted to develop always and a kind ofly can effectively reinforces the soil body between newly-built piling wall and existing structure, and simple in structure, simple operation, the required construction space directed slip casting structure of interlocking pile and the directed grouting and reinforcing soil body of interlocking pile method little, with low cost.
Summary of the invention
Because above-mentioned the deficiencies in the prior art, the present invention proposes a kind of can realization a side soil body is carried out to the directed slip casting structure of interlocking pile and the directed grouting and reinforcing soil body of the interlocking pile method that slip casting is effectively reinforced, and the present invention is especially applicable to reinforcing the long and narrow soil body between newly-built interlocking pile piling wall and existing underground structure.
For achieving the above object, the invention provides the directed slip casting structure of a kind of interlocking pile, comprising: for constructing A stake and the B stake of interlocking pile piling wall, described B stake is built-in with reinforcing cage.Wherein also comprise: for the filling system of directed slip casting, described filling system comprises grouting pump for exporting slurries, for delivery of the grouting pipe of slurries with for directly surrounding soil being carried out the slip casting efferent duct of compacting grouting and reinforcing, described grouting pump connects described slip casting efferent duct by described grouting pipe, some described slip casting efferent ducts are arranged in the circumferential lateral surface of described reinforcing cage of described B stake, on described slip casting efferent duct, be provided with some slurry outlets, the side soil body that described slurry outlet is reinforced towards need.
Adopt technique scheme, when soil stabilization, slurries pressurize to slurries from grouting pump, slurries lead to slip casting efferent duct by grouting pipe, the slurry outlet of slurries from slip casting efferent duct flows out, to surrounding soil compacting grouting and reinforcing, the long and narrow soil body between the newly-built interlocking pile piling wall of very applicable reinforcing and existing structure, and simple in structure, simple operation, required construction space are little, with low cost.
As a further improvement on the present invention, described slip casting efferent duct is arc flexible pipe, described grouting pipe is communicated with arc flexible pipe described in each simultaneously, some described arc flexible pipe horizontal arrangement are reinforced in the circumferential lateral surface of a side soil body at described reinforcing cage towards need, the two-port sealing of described arc flexible pipe, and described slurry outlet is arranged on described arc flexible pipe and reinforces on the tube wall of a side soil body towards need.Adopt arc flexible pipe multiple-layer horizontal to arrange, can be better and reinforcing cage adaptation, and can realize a plurality of sections of a side soil body are reinforced to operation.
As a further improvement on the present invention, be provided with and make the grouting valve that slurries can only one-way flow in described grouting pipe, described grouting valve can adopt non retern valve, has further improved structural reliability of the present invention.
The present invention also proposes the directed grouting and reinforcing soil body of a kind of interlocking pile method, comprises the following steps:
Step 1: the reinforcing cage of prefabricated B stake use.
Step 2: the circumferential lateral surface at described reinforcing cage is provided with for delivery of the grouting pipe of slurries with for directly surrounding soil being carried out some slip casting efferent ducts of compacting grouting and reinforcing, described grouting pipe is connected with the conducting of described some slip casting efferent ducts, is provided with some slurry outlets on the tube wall of described slip casting efferent duct.
Step 3: construct A stake, complete the construction in B stake stake hole simultaneously.
Step 4: the reinforcing cage that is provided with described grouting pipe and described slip casting efferent duct is hung in described B stake stake hole to the side soil body that described slurry outlet is reinforced towards need.
Step 5: build B stake, reach after predetermined strength until B stake, the grouting port access grouting pump in described grouting pipe, starts grouting pump, slurries is delivered to slurry outlet and directly a side soil body of need reinforcing is carried out to compacting grouting and reinforcing.
Therefore, according to above-mentioned steps, construct and can construct out the directed slip casting structure of described interlocking pile, and completed the consolidation grouting operation to a side soil body.There is operating process simple and convenient, required with low cost, the advantage that consolidation effect is good.
As a further improvement on the present invention, on the slurry outlet of described slip casting efferent duct, be coated with the covering layer that prevents that sand from pouring in down a chimney, further improve reliability of the present invention.
As a further improvement on the present invention, described grouting pipe connects slip casting efferent duct described in conducting by grouting valve, has further improved reliability of the present invention and operability.
As a further improvement on the present invention, described slurries are class g cement slurries P.042.5, the water/binder ratio of described slurries is 0.55-0.6, and the slurries that configure before injecting through wet milk micronization processes and through strainer filtering, described filter screen mesh is less than 40 μ m, has further improved construction effect of the present invention.
As a further improvement on the present invention, described step 5 also comprises in 7-8 hour that builds after B stake pile, and the current that are 0.8-1.2MPa at the grouting port cut-in pressure of described grouting pipe, carry out clear water and open plug, stops water filling after opening plug.Above-mentionedly open plug operation and can avoid timely and effectively slurry outlet to be stopped up by sandstone, and can break action to covering layer, be convenient to follow-up slip casting operation, further improve operating efficiency and functional reliability.
As a further improvement on the present invention, described step 5 is at B stake pile after 2 days and within after should not being later than pile 30 days, carry out slip casting operation, and grouting pressure is 0.2-0.3MPa, and injection speed is 10-15L/min.
As further supplementary notes of the present invention, the directed slip casting structure of interlocking pile of the present invention and the directed grouting and reinforcing soil body of interlocking pile method, can be according to the character of required soil mass consolidation and reinforcing area, in when design, the arranging of slip casting efferent duct, spacing and grouting amount are adjusted, after reinforcing, reached the designing requirement of soil strength.Pre-buried slip casting efferent duct in B stake, reserved and under should strictly according to Design Orientation, carry out while hanging, the slurry outlet of the grouting behind shaft or drift lining efferent duct that prevents from misplacing is closed in interlocking pile A stake, cannot pulp.For improving the success rate of mud jacking, can be at A stake pile after 12 hours, to the splitting of grouting equipment clear water.
In sum, the directed slip casting structure of interlocking pile of the present invention and the directed grouting and reinforcing soil body of interlocking pile method, when soil stabilization, slurries pressurize to slurries from grouting pump, slurries lead to slip casting efferent duct by grouting pipe, the slurry outlet of slurries from slip casting efferent duct flows out, to surrounding soil compacting grouting and reinforcing, the long and narrow soil body between the newly-built interlocking pile piling wall of very applicable reinforcing and existing structure, can effectively overcome the defect of soil body weakness between interlocking pile and contiguous existing structure, by applying the soil mass consolidation that slip casting structure of the present invention and soil mass consolidation method can be easily and effectively, security reliability while having improved greatly excavation of foundation pit, and of the present invention simple in structure, simple operation, required construction space is little, with low cost.
Below with reference to accompanying drawing, the technique effect of design of the present invention, concrete structure and generation is described further, to understand fully object of the present invention, feature and effect.
Accompanying drawing explanation
Fig. 1 is the floor map of the directed slip casting structure of interlocking pile.
Fig. 2 is the A-A sectional schematic diagram of the directed slip casting structure of Fig. 1 interlocking pile.
Fig. 3 is the schematic process flow diagram of the directed grouting and reinforcing soil body of interlocking pile method.
The specific embodiment
Embodiment mono-:
Fig. 1 is the floor map of the directed slip casting structure of interlocking pile.The present embodiment proposes the directed slip casting structure of a kind of interlocking pile, comprise shown in Fig. 1 for constructing A stake 1 and the B stake 2 of interlocking pile piling wall, B stake 2 is built-in with circular reinforcing cage 3.
Fig. 2 is the A-A sectional schematic diagram of the directed slip casting structure of Fig. 1 interlocking pile.Shown in Fig. 1 and Fig. 2, the directed slip casting structure of interlocking pile of the present embodiment, also comprise the filling system for directed slip casting, described filling system comprises for exporting the grouting pump 4 of slurries, for delivery of the grouting pipe 5 of slurries with for directly surrounding soil being carried out the slip casting efferent duct 6 of compacting grouting and reinforcing, grouting pump 4 connects slip casting efferent duct 6 by grouting pipe 5, some slip casting efferent ducts 6 are arranged in the circumferential lateral surface of reinforcing cage 3 of B stake 2, on slip casting efferent duct 6, be provided with some slurry outlet (not shown)s, the side soil body that described slurry outlet is reinforced towards need, towards existing structure 7 one sides, exemplary, slurries can spray to by slurry outlet the soil body that existing structure 7 one sides need be reinforced along the direction of arrow in Fig. 1 and Fig. 2.
The further specific embodiment as the present embodiment, slip casting efferent duct 6 is arc flexible pipe, grouting pipe 5 is communicated with arc flexible pipe described in each simultaneously, some described arc flexible pipe horizontal arrangement are reinforced in the circumferential lateral surface of a side soil body (towards existing structure 7 one sides) at reinforcing cage towards need, the two-port sealing of described arc flexible pipe, and described slurry outlet is arranged on described arc flexible pipe and reinforces on the tube wall of a side soil body (towards existing structure 7 one sides) towards need.Exemplary, the present embodiment can adopt three arc flexible pipes and circular reinforcing cage to carry out three interlayers every equal horizontal arrangement, has well realized three sections of a side soil body are carried out to grouting and reinforcing operation.Certainly, in other embodiments, also can adopt slip casting efferent duct 6 and the grouting pipe 5 of other types and quantity, carry out as required suitable layout simultaneously.
The further specific embodiment as the present embodiment, for further having improved structural reliability of the present invention, in grouting pipe 5, be also provided with and make the grouting valve (not shown) that slurries can only one-way flow, exemplary, the grouting valve described in the present embodiment is non retern valve.Concrete, described grouting valve can be one, is arranged between grouting pipe and grouting pump; Also can be described grouting valves of adaptive each root slip casting efferent duct 6 configuration, described grouting valve one end connects grouting pipe 5, and the other end connects slip casting efferent duct 6.Certainly, in other embodiments, also can adopt the grouting valve of other types and quantity, carry out as required suitable layout simultaneously.
Adopt the directed slip casting structure of interlocking pile of the present embodiment, when soil stabilization, slurries pressurize to slurries from grouting pump, slurries lead to slip casting efferent duct by grouting pipe, the slurry outlet of slurries from slip casting efferent duct flows out, and realizes surrounding soil compacting grouting and reinforcing, is especially applicable to reinforcing the long and narrow soil body between newly-built interlocking pile piling wall and existing structure, and simple in structure, simple operation, required construction space are little, and greatly reduce difficulty of construction and cost.Because hole-drilling interlocking pile is the Construction Technology of Retaining Structure of a comparative maturity at home, for A stake and B stake specifically build and the moulding process of piling wall is the general prior art in this area, those of ordinary skills can apparently construct, and do not repeat them here.
Embodiment bis-:
Fig. 3 is the schematic process flow diagram of the directed grouting and reinforcing soil body of interlocking pile method.The present embodiment proposes the directed grouting and reinforcing soil body of a kind of interlocking pile method, as Figure 1-3, comprises the following steps:
Step S1: the reinforcing cage 3 of prefabricated B stake 2 use.
Step S2: the circumferential lateral surface at reinforcing cage 3 is provided with for delivery of the grouting pipe 5 of slurries with for directly surrounding soil being carried out some slip casting efferent ducts 6 of compacting grouting and reinforcing, grouting pipe 5 is connected with some slip casting efferent duct 6 conductings, is provided with some slurry outlets on the tube wall of slip casting efferent duct 6.
Step S3: construct A stake 1, complete the construction in B stake stake hole simultaneously.
Step S4: the reinforcing cage 3 that is provided with grouting pipe 5 and slip casting efferent duct 6 is hung in described B stake stake hole to the side soil body (towards existing structure 7 one sides) that described slurry outlet is reinforced towards need.The grouting port of grouting pipe 5 is arranged on outside described B stake stake hole simultaneously and (bassets, facilitate follow-up connection grouting pipeline).
Step S5: build B stake 2, until B stake 2, reach after predetermined strength, grouting port access grouting pump 4 in grouting pipe 5, start grouting pump 4, slurries are delivered to slurry outlet and directly a side soil body of need reinforcing are carried out to compacting grouting and reinforcing (shown in arrow, the long and narrow soil body between interlocking pile piling wall and existing structure being carried out to grouting and reinforcing as in Figure 1 and Figure 2).
Therefore, according to above-mentioned steps, construct and can construct out the directed slip casting structure of interlocking pile described in embodiment mono-as depicted in figs. 1 and 2, and slurries have completed the consolidation grouting operation to a side soil body along the direction of arrow in Fig. 1 and Fig. 2.Because the occlusal position of A stake and B stake can not permeate slurries, so slurries all enter and need the side soil body reinforced, reduced running pulp, have altered the possibility of slurry, have reduced waste.The quality control of slip casting can be taked the method for grouting amount and grouting pressure dual control, and mud jacking amount is main conventionally, and pumping pressure is auxiliary.Therefore operating process is simple and convenient, required with low cost, consolidation effect is good.The soil mass consolidation method of the present embodiment can directly adopt the directed slip casting structure of the interlocking pile described in embodiment mono-, it is a kind of concrete application of embodiment mono-, constructing whole piling wall, and the grouting and reinforcing intensity of the long and narrow soil body reaches after designing requirement between piling wall and existing structure, can the relieved excavation that carries out foundation ditch 8.
The further specific embodiment as the present embodiment, on the slurry outlet of slip casting efferent duct 6, also can be coated with the covering layer (not shown) that prevents that sand from pouring in down a chimney, exemplary, covering layer in the present embodiment can adopt adhesive plaster or rubber parcel to cover slurry outlet, make slurry outlet in closed state, prevent that sand from being poured in down a chimney in slip casting efferent duct 6 by outside, and can wash covering layer open by slurries when pulp, recover conducting state, further improve reliability of the present invention.
The further specific embodiment as the present embodiment, the present embodiment is at three slip casting efferent ducts 6 that are parallel to each other of circular reinforcing cage 3 circumferential lateral surface horizontal arrangement, be grouting valves of each root slip casting efferent duct 6 configuration again, grouting pipe 5 connects conducting slip casting efferent duct 6 by grouting valve, be specially grouting valve one end and connect grouting pipe 5, the other end connects slip casting efferent duct 6, and exemplary, the grouting valve of the present embodiment is non retern valve.Certainly, in other embodiments, also can adopt the grouting valve of other types and quantity, carry out as required suitable layout simultaneously.
As the further specific embodiment of the present embodiment, the slurries that the present embodiment adopts are class g cement slurries P.042.5, and the water/binder ratio of described slurries is 0.55-0.6, and exemplary water/binder ratio can adopt 0.55 or 0.58 or 0.6.And the slurries that configure are through wet milk micronization processes and through strainer filtering before injecting, and described filter screen mesh is less than 40 μ m, exemplary described filter screen mesh used heat diameter can adopt 10 μ m or 20 μ m or 30 μ m or other to be less than the size of 40 μ m.
The further specific embodiment as the present embodiment, described step S5 also comprises in 7-8 hour that builds after B stake 2 piles, the current that are 0.8-1.2MPa at the grouting port cut-in pressure of grouting pipe 5 (building in 7 or 8 hours after B stake pile by exemplary adopting, the grouting port cut-in pressure of grouting pipe 5 be 0.8 or the current of 1.2MPa carry out clear water and open plug), stop water filling after opening plug.Above-mentionedly open plug operation and can avoid timely and effectively slurry outlet to be stopped up by sandstone, and can break action to covering layer, be convenient to follow-up slip casting operation, further improve operating efficiency and functional reliability.
Again at B stake 2 piles after 2 days and within after should not being later than pile 30 days, carry out slip casting operation, parameters: grouting pressure is 0.2-0.3MPa, injection speed is that 10-15L/min(is exemplary, can after 2 days or 15 days or 30 days, carry out slip casting operation at B stake pile, grouting pressure is set is 0.2 or 0.3MPa, injection speed be 10 or 15L/min), finally start grouting pump 4, slurries are delivered to slurry outlet and directly surrounding soil are carried out to compacting grouting and reinforcing, complete soil mass consolidation operation.
The present embodiment is after A stake 1 and B stake 2 interlock piles, and the soil body that need reinforce to existing structure 7 one sides by slip casting efferent duct 6 carries out one-sided directed cement injection, and cement grout infiltrates the hole in soil layer, reaches the effect that improves soil strength.The present embodiment can and be reinforced requirement according to soil layer situation, by the increase and decrease vertical spacing of slip casting efferent duct and grouting amount, realizes designing requirement.It is simple that the present embodiment has construction technology, and cost is low, easy to operate, easily reaches the feature of design effect, is specially adapted to periphery existing structure clear distance narrow and small, and the base pit engineering that cannot construct of conventional soil stabilization machinery.
More than describe preferred embodiment of the present invention in detail.Should be appreciated that those of ordinary skill in the art just can design according to the present invention make many modifications and variations without creative work.Therefore, all technician in the art, all should be in the determined protection domain by claims under this invention's idea on the basis of existing technology by the available technical scheme of logical analysis, reasoning, or a limited experiment.
Claims (10)
1. the directed slip casting structure of interlocking pile, comprises that described B stake is built-in with reinforcing cage for constructing A stake and the B stake of interlocking pile piling wall; It is characterized in that, also comprise: for the filling system of directed slip casting, described filling system comprises grouting pump for exporting slurries, for delivery of the grouting pipe of slurries with for directly surrounding soil being carried out the slip casting efferent duct of compacting grouting and reinforcing, described grouting pump connects described slip casting efferent duct by described grouting pipe, some described slip casting efferent ducts are arranged in the circumferential lateral surface of described reinforcing cage of described B stake, on described slip casting efferent duct, be provided with some slurry outlets, the side soil body that described slurry outlet is reinforced towards need.
2. the directed slip casting structure of interlocking pile as claimed in claim 1, it is characterized in that: described slip casting efferent duct is arc flexible pipe, described grouting pipe is communicated with arc flexible pipe described in each simultaneously, some described arc flexible pipe horizontal arrangement are reinforced in the circumferential lateral surface of a side soil body at described reinforcing cage towards need, the two-port sealing of described arc flexible pipe, and described slurry outlet is arranged on described arc flexible pipe and reinforces on the tube wall of a side soil body towards need.
3. the directed slip casting structure of interlocking pile as claimed in claim 1 or 2, is characterized in that: in described grouting pipe, be provided with and make the grouting valve that slurries can only one-way flow.
4. the directed slip casting structure of interlocking pile as claimed in claim 3, is characterized in that: described grouting valve is non retern valve.
5. the directed grouting and reinforcing soil body of an interlocking pile method, is characterized in that: comprise the following steps:
Step 1: the reinforcing cage of prefabricated B stake use;
Step 2: the circumferential lateral surface at described reinforcing cage is provided with for delivery of the grouting pipe of slurries with for directly surrounding soil being carried out some slip casting efferent ducts of compacting grouting and reinforcing, described grouting pipe is connected with the conducting of described some slip casting efferent ducts, is provided with some slurry outlets on the tube wall of described slip casting efferent duct;
Step 3: construct A stake, complete the construction in B stake stake hole simultaneously;
Step 4: the reinforcing cage that is provided with described grouting pipe and described slip casting efferent duct is hung in described B stake stake hole to the side soil body that described slurry outlet is reinforced towards need;
Step 5: build B stake, reach after predetermined strength until B stake, the grouting port access grouting pump in described grouting pipe, starts grouting pump, slurries is delivered to slurry outlet and directly a side soil body of need reinforcing is carried out to compacting grouting and reinforcing.
6. the directed grouting and reinforcing soil body of interlocking pile as claimed in claim 5 method, is characterized in that: on the slurry outlet of described slip casting efferent duct, be coated with the covering layer that prevents that sand from pouring in down a chimney.
7. the directed grouting and reinforcing soil body of interlocking pile as claimed in claim 5 method, is characterized in that: described grouting pipe connects slip casting efferent duct described in conducting by grouting valve.
8. the directed grouting and reinforcing soil body of interlocking pile as claimed in claim 5 method, it is characterized in that: described slurries are class g cement slurries P.042.5, the water/binder ratio of described slurries is 0.55-0.6, and the slurries that configure are through wet milk micronization processes and through strainer filtering before injecting, and described filter screen mesh is less than 40 μ m.
9. the directed grouting and reinforcing soil body of interlocking pile as claimed in claim 6 method, it is characterized in that: described step 5 also comprises in 7-8 hour that builds after B stake pile, the current that are 0.8-1.2MPa at the grouting port cut-in pressure of described grouting pipe, carry out clear water and open plug, stop water filling after opening plug.
10. the directed grouting and reinforcing soil body of the interlocking pile as described in claim as arbitrary in claim 5-9 method, it is characterized in that: described step 5 is at B stake pile after 2 days and within after should not being later than pile 30 days, carry out slip casting operation, grouting pressure is 0.2-0.3MPa, and injection speed is 10-15L/min.
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| CN201310093407.9A CN104060613B (en) | 2013-03-22 | 2013-03-22 | The directed slip casting structure of interlocking pile and interlocking pile directed grouting and reinforcing soil body method |
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| CN201310093407.9A CN104060613B (en) | 2013-03-22 | 2013-03-22 | The directed slip casting structure of interlocking pile and interlocking pile directed grouting and reinforcing soil body method |
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| CN112538850A (en) * | 2020-12-03 | 2021-03-23 | 中建市政工程有限公司 | Device and method suitable for advanced grouting of pipe gallery for tree protection |
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| CN106480879A (en) * | 2016-02-15 | 2017-03-08 | 王郁东 | A kind of prestressed concrete Quincunx tubular pile |
| CN109518698A (en) * | 2018-12-20 | 2019-03-26 | 中铁二院工程集团有限责任公司 | Close to operation high-speed rail sand pebble layer rich water deep footing groove enclosing structure and its construction method |
| CN109518698B (en) * | 2018-12-20 | 2023-11-17 | 中铁二院工程集团有限责任公司 | Water-rich deep foundation pit support structure close to operating high-iron sand pebble layer and construction method thereof |
| CN112538850A (en) * | 2020-12-03 | 2021-03-23 | 中建市政工程有限公司 | Device and method suitable for advanced grouting of pipe gallery for tree protection |
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| Publication number | Publication date |
|---|---|
| CN104060613B (en) | 2016-04-20 |
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