CN114808943A - Grouting construction process for micro steel pipe - Google Patents
Grouting construction process for micro steel pipe Download PDFInfo
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- CN114808943A CN114808943A CN202210364077.1A CN202210364077A CN114808943A CN 114808943 A CN114808943 A CN 114808943A CN 202210364077 A CN202210364077 A CN 202210364077A CN 114808943 A CN114808943 A CN 114808943A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 91
- 239000010959 steel Substances 0.000 title claims abstract description 91
- 238000010276 construction Methods 0.000 title claims abstract description 78
- 238000000034 method Methods 0.000 title claims abstract description 36
- 230000008569 process Effects 0.000 title claims abstract description 32
- 239000000945 filler Substances 0.000 claims abstract description 76
- 238000007789 sealing Methods 0.000 claims abstract description 69
- 238000005056 compaction Methods 0.000 claims abstract description 32
- 230000000694 effects Effects 0.000 claims abstract description 14
- 238000005553 drilling Methods 0.000 claims abstract description 12
- 239000002002 slurry Substances 0.000 claims abstract description 8
- 239000004568 cement Substances 0.000 claims abstract description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 5
- 238000007569 slipcasting Methods 0.000 abstract description 9
- 239000013049 sediment Substances 0.000 description 22
- 239000002689 soil Substances 0.000 description 19
- 230000002829 reductive effect Effects 0.000 description 18
- 239000000463 material Substances 0.000 description 16
- 239000011440 grout Substances 0.000 description 11
- 238000003825 pressing Methods 0.000 description 9
- 238000004140 cleaning Methods 0.000 description 7
- 230000002441 reversible effect Effects 0.000 description 5
- 239000000203 mixture Substances 0.000 description 4
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 3
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- 241001330002 Bambuseae Species 0.000 description 3
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- 230000008878 coupling Effects 0.000 description 3
- 238000010168 coupling process Methods 0.000 description 3
- 238000005859 coupling reaction Methods 0.000 description 3
- 230000008595 infiltration Effects 0.000 description 3
- 238000001764 infiltration Methods 0.000 description 3
- 230000035699 permeability Effects 0.000 description 3
- 238000007493 shaping process Methods 0.000 description 3
- 238000005429 filling process Methods 0.000 description 2
- 235000011194 food seasoning agent Nutrition 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 238000012856 packing Methods 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 230000006978 adaptation Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
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- 238000005516 engineering process Methods 0.000 description 1
- 230000036961 partial effect Effects 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
- E02D5/665—Mould-pipes or other moulds for making piles
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The application relates to the field of building pile foundations, and particularly discloses a miniature steel pipe grouting construction process, which comprises the following steps: s1, performing geological survey, namely performing geological survey on a to-be-constructed area, and selecting a proper pile-setting area; s2, pile arrangement design, namely designing proper pile positions, pile depths and pile arrangement quantity in a lower pile area according to the bearing capacity requirement of the design requirement; s3, drilling, namely drilling at a pile position to a designed elevation to form a pile hole; s4, inserting a pipe, namely inserting a steel pipe body into the pile hole to the bottom of the pile hole; s5, compacting the filler, filling the filler into the steel pipe body in multiple times, and compacting the filler to form a compaction head; and S6, grouting, namely, pouring a grouting pipe in the steel pipe body, sealing a gap between the steel pipe body and the grouting pipe, and injecting cement slurry into the steel pipe body to a designed elevation. This application has the single pile and bears the weight of the dynamic height and require less effect to slip casting pressure.
Description
Technical Field
The application relates to the field of building pile foundations, in particular to a micro steel pipe grouting construction process.
Background
The miniature steel pipe pile is a grouting steel pile with the pile diameter smaller than 300mm, has the advantages of high material strength, strong penetrating power, portable pile pressing equipment or drilling equipment, convenience in connection and the like, and is widely applied to engineering construction and foundation reinforcement. The current micro steel pipe pile construction methods mainly comprise three methods: hammer, static pressure, and pre-drilled flush.
However, in practical application, the vertical bearing capacity of the miniature steel pipe pile is limited due to the small diameter of the miniature steel pipe pile, the small surface area around the pile and the small friction force with the soil, so that in order to increase the bearing capacity of a single pile, slurry outlet holes are mostly formed in the steel pipe pile body, after pile sinking is finished, pressure grouting is carried out in hollow steel pipes, pressure is applied by grouting equipment, slurry capable of solidifying is uniformly injected into soil layers around the pile body through the slurry outlet holes in the pile body, the slurry permeates, diffuses, fills and is compacted in a grouting layer under the action of pressure, and original loose soil particles are cemented into a whole so as to improve the pile side resistance.
Chinese patent No. CN106638578A in the related art proposes a construction method of high pressure circulation grouting miniature steel pipe pile, which includes the steps of: (1) geological exploration; (2) pile arrangement design; (3) drilling; (4) inserting a tube; (5) and (3) grouting, namely, hermetically connecting a high-pressure grouting pipe on the steel pipe, and injecting cement paste into the steel pipe through a high-pressure pump.
With respect to the related art among the above, the inventors consider that the following drawbacks exist: after the grout outlet is formed in the steel pipe, the side resistance of the steel pipe pile can be improved to a certain degree, the aperture of the grout outlet is too small, the lifting of the side resistance is not large, the aperture of the grout outlet is too large, the overall structural strength of the steel pipe is reduced, the single-pile bearing performance of the steel pipe pile is reduced, and the single-pile bearing capacity of the steel pipe pile is not obviously improved.
Disclosure of Invention
In order to improve through setting up the not significant problem of grout outlet hole to steel-pipe pile single pile bearing capacity promotion, this application provides a miniature steel pipe slip casting construction technology.
The application provides a miniature steel pipe slip casting construction process adopts following technical scheme:
a micro steel pipe grouting construction process comprises the following steps:
s1, performing geological survey, namely performing geological survey on a to-be-constructed area, and selecting a proper pile-setting area;
s2, pile arrangement design, namely designing proper pile positions, pile depths and pile arrangement quantity in a lower pile area according to the bearing capacity requirement of the design requirement;
s3, drilling, namely drilling at the pile position to a designed elevation to form a pile hole;
s4, inserting a pipe, namely inserting a steel pipe body into the pile hole to the bottom of the pile hole;
s5, compacting the filler, filling the filler into the steel pipe body in multiple times, and compacting the filler to form a compaction head;
s6, grouting, namely, pouring a grouting pipe in the steel pipe body, sealing a gap between the steel pipe body and the grouting pipe, and injecting cement slurry into the steel pipe body to a designed elevation.
By adopting the technical scheme, after the steel pipe body is inserted into the pile hole, the filler is filled into the steel pipe body and tamped, and the filler and the sediment at the bottom of the pile hole can be mixed at the bottom of the steel pipe body to form a compaction head, so that on one hand, the pile bottom sediment cleaning operation is not required, the complex process construction for cleaning the sediment in the miniature pile hole is avoided, and the construction difficulty is reduced; secondly, the sediment and the filler are compacted to form a compaction head, so that the pile end bearing performance of the formed steel pipe pile can be obviously improved, the pile end bearing performance of the steel pipe pile can be obviously improved, and the single pile bearing capacity of the steel pipe pile can be further improved; the three aspects compare in prior art through high-pressure slip casting improve the permeability of grout and make in order to improve the pile end bearing performance's of shaping steel-pipe pile mode in the soil layer of thick liquid infiltration steel body bottom, this application need not to apply too high pressure to the thick liquid, undoubtedly greatly reduced the construction requirement, saved the expensive use expense of high-pressure slip casting equipment, greatly reduced construction cost.
Optionally, in the step S5, a hollow hammer is used for compacting when the filler is compacted, a plurality of sealing plates are movably arranged at the bottom of the hollow hammer, and the coplanar area of the sealing plates is larger than the area of the opening at the lower end of the hollow hammer;
and the hollow hammer is provided with an opening and closing structure for driving the sealing plate to close/open the lower end opening of the hollow hammer.
By adopting the technical scheme, when the hollow hammer is used for filling and pressing, the lower end opening of the hollow hammer can be opened through the opening and closing structure, at the moment, filling materials can be injected into the pile hole from the upper end opening of the hollow hammer, then the lower end opening of the hollow hammer is closed by the plurality of sealing plates through the opening and closing structure, at the moment, the filling materials are pressed by the hollow hammer, the plurality of sealing plates are contacted with the filling materials, the filling material pressing effect of the hollow hammer can be ensured as much as possible, then the filling materials and the pressing are repeated, and finally, a pressing head or an expanding head is formed at the end part of the steel pipe body; in the process, the hollow hammer can be directly filled without completely lifting out the pile hole, the filling time is shortened, the construction efficiency is improved, and construction in a narrow place is facilitated.
Optionally, the lower end of the hollow hammer is fixedly connected with a plurality of shaft levers along the radial direction of the hollow hammer, the sealing plate is hinged on the shaft levers, and the opening and closing structure comprises an elastic part, one end of the elastic part is fixedly connected with the sealing plate, and the other end of the elastic part is fixedly connected with the hollow hammer or the shaft levers;
the elastic piece has the tendency of driving the closing plate to overturn towards the direction close to the hollow hammer.
By adopting the technical scheme, when the filler is needed, the filler can be directly filled in from the hollow part of the hollow hammer, the sealing plate is driven to turn downwards by the self weight of the filler, and then the seasoning falls into the pile hole from the gap between the sealing plate and the hollow hammer, so that the convenient and fast charging effect of the filler can be realized; after the filler is added, the sealing plate is automatically turned to be attached to the hollow hammer under the action of the elastic piece, so that the hollow hammer and the sealing plate can compact the filler.
Optionally, the elastic member is a torsional elastic member, the torsional elastic member is sleeved on the shaft lever, one end of the torsional elastic member is fixedly connected with the sealing plate, and the other end of the torsional elastic member is fixedly connected with the shaft lever.
Through adopting above-mentioned technical scheme, when the downward upset of filler promotion shrouding, twist reverse the elastic component and take place to twist reverse deformation, after the filler slip on the shrouding, twist reverse the deformation power of elastic component and order about the shrouding upwards to overturn with closed cavity hammer lower extreme opening.
Optionally, the elastic member is a linear elastic member, one end of the linear elastic member is fixedly connected with the sealing plate, and the other end of the linear elastic member is fixedly connected with the inner wall of the hollow hammer.
Through adopting above-mentioned technical scheme, when the downward upset of filler promotion shrouding, linear elastic component is stretched and is produced deformation, and after the filler slip on the shrouding, linear elastic component's deformation power orders about the shrouding and upwards overturns in order to close cavity hammer lower extreme opening.
Optionally, the shrouding activity sets up the cavity hammer lower extreme, the shrouding is close to one side of cavity hammer is connected with draws the piece, cavity hammer upper end is equipped with and is used for realizing draw the piece and be in the adjusting part that goes up and down in the cavity hammer.
By adopting the technical scheme, when the filler is needed, the traction piece descends in the hollow hammer through the adjusting assembly, the sealing plate movably arranged on the hollow hammer moves downwards to enable a gap to be reserved between the sealing plate and the hollow cone, and the filler in the hollow hammer falls into the pile hole; after the filler is added and is accomplished, make to draw the piece through adjusting part and rise in the cavity hammer, drive the shrouding and shift up in order to seal cavity hammer lower extreme opening, can effectively avoid the phenomenon of rocking of shrouding on the cavity hammer in the work progress.
Optionally, the sealing plate is provided with a reinforcing rib.
Through adopting above-mentioned technical scheme, the stiffening rib has improved the structural strength of shrouding for the shrouding can bear great reverse impact force when the compaction is packed.
Optionally, one side of the sealing plate, which is away from the hollow hammer, is provided with a protruding thorn.
By adopting the technical scheme, the arrangement of the spurs can further improve the packing compaction effect of the sealing plate to the packing so as to improve the forming probability of the enlarged head at the lower end of the steel pipe body; and after the pile bottom sediment is compacted by a seal plate with protruding thorns before filling, the filled filler can be embedded into the holes punched by the protruding thorns on the sediment layer, so that the filler can be tightly combined with the sediment; meanwhile, in the subsequent filling process, the fillers in each batch can be tightly combined with the fillers in the previous batch, so that the mixing degree and the compaction degree of the fillers in the compaction head can be effectively improved; and in the process of compacting the filler, the hollow hammer is intermittently rotated to compact, so that the compaction degree of the compaction head can be further improved.
Optionally, when the construction in the step S5 is performed in the pile position, the pile position and the pile position where the construction in the step S5 is completed should be separated by at least one pile position distance.
By adopting the technical scheme, when the step S5 construction is carried out, a certain soil squeezing effect can exist at the bottom of the pile hole, and the excessive concentration of the soil layer stress at the elevation position of the bottom of the pile hole can be effectively avoided after the interval construction.
Optionally, after the hollow hammer completes the construction in step S5, the hollow hammer is transferred to the next pile position where the construction can be performed, and the pile position where the construction in step S5 is completed is subjected to the construction in step S6.
By adopting the technical scheme, one or more sets of equipment for the construction step S5 and equipment for the construction step S6 can be prepared respectively, construction can be carried out on multiple pile positions in a flow line mode, the total using time of single equipment can be effectively reduced by adopting the construction, the using cost of the equipment is reduced, and meanwhile, when the multiple pile positions are constructed, because the construction of the step S5 of different pile positions can be carried out in sequence, the influence on the forming of the steel pipe pile after grouting in the process of compacting the filling materials in the step S5 can be reduced, and the forming quality of the steel pipe pile is ensured as much as possible.
In summary, the present application includes at least one of the following beneficial technical effects:
1. after the steel pipe body is inserted into the pile hole, filling materials are injected into the pile hole and compacted to form a compaction head, on one hand, hole cleaning operation is not needed, on the other hand, the compaction head can obviously improve the bearing capacity of a single pile of the formed steel pipe pile, on the other hand, grouting equipment with higher pressure is not needed, and the construction cost is reduced;
2. the sealing plate and the opening and closing structure are arranged at the lower end of the hollow hammer, so that the hollow hammer can be directly filled without being completely lifted out of a pile hole in the construction process, the filling time is shortened, the construction efficiency is improved, and construction in a place with a narrow space is facilitated;
3. the back of the sealing plate is provided with the spurs, so that the squeezing effect of the filler can be improved, the mixing degree of the sediment and the filler is enhanced, and the overall squeezing degree of the squeezing head is improved.
Drawings
Fig. 1 is a sectional view of a steel pipe pile constructed in example 1 of the present application.
Fig. 2 is a schematic sectional view of a hollow hammer and a closing plate according to example 1 of the present application.
Fig. 3 is an enlarged schematic view of a portion a in fig. 2.
Fig. 4 is a schematic partial sectional view of the hollow hammer, the closing plate and the adjusting assembly according to embodiment 2 of the present application.
Reference numerals: 1. pile holes; 2. a steel pipe body; 3. compacting the head; 4. grouting layer; 5. a hollow hammer; 6. closing the plate; 61. reinforcing ribs; 62. bur protruding; 71. a shaft lever; 72. a torsional elastic member; 73. a linear elastic member; 81. a traction member; 91. an adjusting cylinder; 92. adjusting a rod; 93. a locking lever; 94. an adjustment groove; 95. and (4) locking the groove.
Detailed Description
The present application is described in further detail below with reference to figures 1-4.
Example 1:
the embodiment of the application discloses a grouting construction process for a miniature steel pipe. Referring to fig. 1, the micro steel pipe grouting construction process includes the following steps:
s1, geological exploration is conducted on an area to be constructed, a proper pile driving area is selected according to soil layer properties, and particularly the soil layer distribution condition of the pile driving area is determined.
And S2, pile arrangement design, wherein proper pile positions, pile depths and pile arrangement quantity are designed in a lower pile area according to the bearing capacity requirement of the design requirement.
And S3, drilling, namely drilling at the pile position to a designed elevation to form a pile hole 1, wherein the drilling is finished by a drilling machine.
S4, inserting the pipe, welding and cutting the steel pipe and the length required by the design to form a steel pipe body 2, inserting the steel pipe body 2 into the pile hole 1 to the bottom of the pile hole 1, and performing the pipe inserting process by using a vibration hammer or a counter-force device.
S5, compacting the filler, filling the filler into the steel pipe body 2 in multiple times, and compacting the filler to form a compaction head 3.
The filler can be selected from any one or a mixture of three-mixed soil, dry hard concrete and cement sand mixture according to the geological survey conclusion in the step S1; for example, if the elevation of the pile bottom is a rock stratum, the filler should be a mixture of three-in-one soil or cement sand, so that the filler is tightly combined with the sediment of the pile bottom, and the bearing capacity of the compaction head 3 is improved; if the elevation of the pile bottom is a soil layer or a mud rock layer, the filler can be any one or a mixture of a plurality of the three fillers, so that the filler and the sediment of the pile bottom can form a compacted enlarged head at the pile bottom, and the pile end bearing performance of the formed steel pipe pile is improved.
S6, grouting, namely, pouring a grouting pipe in the steel pipe body 2, sealing a gap between the steel pipe body 2 and the grouting pipe, and injecting cement slurry into the steel pipe body 2 to form a grouting layer 4 to reach the designed elevation.
When the construction of step S5 is performed at one pile position, the pile position is spaced by at least one pile position interval from the pile position where the construction of step S5 was previously performed, and the hollow hammer 5 is transferred to the next pile position where the construction of step S5 is completed, and the construction of step S6 is performed at the pile position where the construction of step S5 is completed.
Therefore, during construction, the filler can be mixed with the sediment at the bottom of the pile hole 1 to form the compaction head 3 at the bottom of the steel pipe body 2, on one hand, the sediment cleaning operation at the bottom of the pile is not needed, the complex process construction for cleaning the sediment in the micro pile hole 1 is avoided, and the construction difficulty is reduced; secondly, the sediment and the filler are compacted to form the compaction head 3, so that the pile end bearing performance of the formed steel pipe pile can be obviously improved, the pile end bearing performance of the steel pipe pile can be obviously improved, and the single pile bearing capacity of the steel pipe pile can be further improved; the three aspects compare in prior art through the permeability that high-pressure slip casting improved the grout and make in the soil layer of grout infiltration 2 bottoms in order to improve the pile end bearing performance's of shaping steel-pipe pile mode, this application need not to apply too high pressure to the grout, undoubtedly greatly reduced the construction requirement, saved the expensive use cost of high-pressure slip casting equipment, greatly reduced construction cost.
Meanwhile, one or more sets of equipment for the construction step S5 and one or more sets of equipment for the construction step S6 can be prepared respectively, construction can be performed on multiple pile positions in a flow line mode, the total using time of single equipment can be effectively reduced by adopting the construction, the using cost of the equipment is reduced, and meanwhile, during the construction of the multiple pile positions, because the construction of the step S5 of different pile positions can be performed in sequence, the influence on the forming of the steel pipe pile after grouting in the process of compacting the filling material in the step S5 can be reduced, the phenomenon that the stress of the soil layer at the elevation of the bottom of the hole 1 of the pile hole is too concentrated can be effectively avoided, and the forming quality of the steel pipe pile is ensured as much as possible.
Specifically, referring to fig. 2 and 3, when the filling material is compacted in step S5, the filling material is compacted by using a hollow hammer 5, a plurality of sealing plates 6 are movably disposed at the bottom of the hollow hammer 5, and the coplanar area of the plurality of sealing plates 6 is greater than the area of the opening at the lower end of the hollow hammer 5; the hollow hammer 5 is provided with an opening and closing structure for driving the sealing plate 6 to close/open the lower end opening of the hollow hammer 5. In actual arrangement, the hollow hammer 5 is a solid hammer with a hollow middle part, namely a pipe with a large wall thickness, so that the hollow hammer 5 has large dead weight and the middle part can reserve a channel; therefore, when the filler is compacted, a tamping compaction mode of lifting the hollow hammer 5 by a certain height and then freely falling can be adopted, and a vibration compaction mode of clamping the upper end of the hollow hammer 5 by a vibration hammer can also be adopted, and the method is specifically determined according to the space of a construction site and the actual condition of surrounding buildings.
The tamping compaction mode has obvious compaction effect and high efficiency on the filler, but has the defects of high noise and large disturbance influence on the surrounding soil layer; the vibrating compaction mode has a weak compaction effect on the filler, but has small disturbance influence on the surrounding soil layer, low efficiency and low noise, and can be suitable for construction sites with narrow space. In the construction site generally using the micro steel pipe pile, the original building is generally reinforced or in a narrow space, so in this embodiment, a vibration compression method is selected to compress the filler.
When the hollow hammer 5 is used for filling and pressing, the lower end opening of the hollow hammer 5 can be opened through the opening and closing structure, at the moment, filling materials can be injected into the pile hole 1 from the upper end opening of the hollow hammer 5, then the lower end opening of the hollow hammer 5 is closed by the sealing plates 6 through the opening and closing structure, at the moment, the filling materials are pressed through the hollow hammer 5, the sealing plates 6 are in contact with the filling materials, the filling material pressing effect of the hollow hammer 5 can be ensured as far as possible, then the filling materials and the pressing are repeated, and finally the pressing head 3 or the expanding head is formed at the end part of the steel pipe body 2; in the process, the hollow hammer 5 is not required to be completely lifted out of the pile hole 1, so that the filling can be directly carried out, the filling time is shortened, the construction efficiency is improved, and the construction at a narrow place is facilitated.
In specific implementation, referring to fig. 2 and 3, the lower end of the hollow hammer 5 is fixedly connected with a plurality of axial rods 71 along the radial direction thereof, the sealing plates 6 are hinged on the axial rods 71, the number of the sealing plates 6 can be two, three, four, etc., and the number of the corresponding axial rods 71 is matched with that of the sealing plates 6, or two sealing plates 6 are provided and share one axial rod 71, which is adopted in this embodiment; the opening and closing structure comprises an elastic part, one end of the elastic part is fixedly connected with the closing plate 6, and the other end of the elastic part is fixedly connected with the hollow hammer 5 or the shaft lever 71; the spring has a tendency to urge the closure plate 6 to flip in a direction towards the hollow hammer 5. And in order to reduce the elastic influence of the filler on the elastic member, the outer side of the elastic member should be covered with a flexible protective sleeve, such as canvas, a telescopic tube and the like.
In some embodiments, the elastic member is a torsion elastic member 72, i.e. a torsion spring, the torsion elastic member 72 is sleeved on the shaft 71 and has one end fixedly connected to the sealing plate 6 and the other end fixedly connected to the shaft 71.
In other embodiments, the elastic member is a linear elastic member 73, i.e. a spring or an elastic rope, and one end of the linear elastic member 73 is fixedly connected to the sealing plate 6, and the other end is fixedly connected to the inner wall of the hollow hammer 5.
When the filler is needed, the filler can be directly filled in from the hollow part of the hollow hammer 5, the sealing plate 6 is driven to turn downwards by the self weight of the filler, and then the seasoning falls into the pile hole 1 from the gap between the sealing plate 6 and the hollow hammer 5, so that the convenient filler filling effect can be realized; after the filler is added, the sealing plate 6 is automatically turned over to be attached to the hollow hammer 5 under the action of the elastic piece, so that the hollow hammer 5 and the sealing plate 6 compact the filler.
Considering that the hollow hammer 5 is mainly contacted with the filler by the sealing plate 6 when the filler is compacted, referring to fig. 3, a reinforcing rib 61 is provided on the sealing plate 6, and the reinforcing rib 61 is welded and fixed on one side or both sides of the sealing plate 6, preferably on the side of the sealing plate 6 close to the hollow hammer 5, so as to improve the structural strength of the sealing plate 6, and enable the sealing plate 6 to bear larger reverse impact force when the filler is compacted.
And if only rely on shrouding 6 to carry out the compaction to the filler, difficultly realize the filler compaction and form the initial purpose of the setting of expanding the head, refer to fig. 2 and fig. 3, consequently be equipped with the spur 62 in one side that shrouding 6 deviates from hollow hammer 5, spur 62 can with shrouding 6 integrated into one piece, also can welded fastening on shrouding 6.
In some embodiments, the sealing plate 6 is provided with one protruding thorn 62, and the protruding thorn 62 is in a shape of a semi-cone or a semi-frustum of a prism, after the two sealing plates 6 are turned to be flush, the two protruding thorn 62 on the two sealing plates 6 form a convex portion which is integrally closed downwards, but in order to ensure that the sealing plate 6 can be smoothly turned downwards to blank, a gap is reserved between the two protruding thorn 62.
When the sealing plate 6 drives the spurs 62 to press the filler downwards, the convex part with the downward closing-in can extrude the filler or the soil layer below the steel pipe body 2 to the two sides of the steel pipe body 2, so that the filler, the sediment and the soil layer below the steel pipe body 2 can be extruded into a compact and dense soil body, and an expanded head can be formed below the steel pipe body 2 as far as possible, so that the bearing area of the steel pipe pile after forming is increased, and the bearing capacity of the single pile is improved.
In other embodiments, the sealing plate 6 is provided with a plurality of protrusions 62, and the protrusions 62 are in the shape of triangular pyramid, rectangular pyramid, cone, etc. Therefore, after the pile bottom sediment is compacted by the sealing plate 6 with a plurality of protruding thorns 62 before filling, the filled filler can be embedded into the holes punched by the protruding thorns 62 on the sediment layer, so that the filler can be tightly combined with the sediment; meanwhile, in the subsequent filling process, the fillers in each batch can be tightly combined with the fillers in the previous batch, so that the mixing degree and the compaction degree of the fillers in the compaction head 3 can be effectively improved; and in the process of compacting the filler by the hollow hammer 5, the compaction degree of the compaction head 3 can be further improved by intermittently rotating the hollow hammer 5 for compaction.
The implementation principle of the grouting construction process for the miniature steel pipe in the embodiment of the application is as follows: during construction, the filler can be mixed with the sediment at the bottom of the pile hole 1 to form a compaction head 3 at the bottom of the steel pipe body 2, so that on one hand, the sediment cleaning operation at the bottom of the pile is not needed, the complex process construction for cleaning the sediment in the micro pile hole 1 is avoided, and the construction difficulty is reduced; secondly, the sediment and the filler are compacted to form the compaction head 3, so that the pile end bearing performance of the formed steel pipe pile can be obviously improved, the pile end bearing performance of the steel pipe pile can be obviously improved, and the single pile bearing capacity of the steel pipe pile can be further improved; the three aspects compare in prior art through the permeability that high-pressure slip casting improved the grout and make in the soil layer of grout infiltration 2 bottoms in order to improve the pile end bearing performance's of shaping steel-pipe pile mode, this application need not to apply too high pressure to the grout, undoubtedly greatly reduced the construction requirement, saved the expensive use cost of high-pressure slip casting equipment, greatly reduced construction cost.
Example 2:
the embodiment of the application discloses a grouting construction process for a miniature steel pipe. Referring to fig. 4, the difference from embodiment 1 is that:
shrouding 6 activity sets up at hollow hammer 5 lower extreme, and shrouding 6 is connected with the piece 81 that draws near one side of hollow hammer 5, and hollow hammer 5 upper end is equipped with and is used for realizing drawing the adjusting part that the piece 81 goes up and down in hollow hammer 5.
At this moment, the closing plate 6 can be arranged in a whole block or in a plurality of blocks. The sealing plate 6 can be directly hinged at one end to the lower end of the hollow hammer 5 or can be completely separated from the hollow hammer 5; the traction element 81 may be a connecting rod hinged to the closing plate 6, or may be a wire rope fixed to the closing plate 6.
Wherein, adjusting element establishes to be the rigid coupling at the regulation section of thick bamboo 91 of hollow hammer 5 upper end, wears to be equipped with one end and the regulation pole 92 of pulling the piece 81 rigid coupling in adjusting section of thick bamboo 91, adjusts the lateral wall rigid coupling of pole 92 and has locked pole 93, adjusts a 91 lateral wall and runs through to set up along its axial adjustment tank 94, runs through on adjusting section of thick bamboo 91 and sets up the locked groove 95 with adjustment tank 94 intercommunication, locked groove 95 and adjustment tank 94 all with the locking pole 93 adaptation that slides. When the locking rod 93 slides into the uppermost locking groove 95, the sealing plate 6 abuts against the lower end face of the hollow hammer 5; when the locking rod 93 slides to the bottom of the adjustment groove 94, there is a gap between the closing plate 6 and the lower end of the hollow hammer 5.
In this embodiment, one sealing plate 6 is provided, the sealing plate 6 is provided separately from the hollow hammer 5, and the traction member 81 is a wire rope.
After the arrangement is adopted, when the filler is needed, the adjusting rod 92 is rotated to enable the locking rod 93 to be separated from the uppermost locking groove 95, at the moment, the adjusting rod 92 descends in the hollow hammer 5 along with the traction piece 81, the sealing plate 6 movably arranged on the hollow hammer 5 moves downwards to enable a gap to be formed between the sealing plate 6 and the hollow cone, and at the moment, the filler in the hollow hammer 5 falls into the pile hole 1; after the filler is added, the adjusting rod 92 is lifted again to enable the locking rod 93 to slide into the uppermost locking groove 95, so that the traction piece 81 rises in the hollow hammer 5 and drives the sealing plate 6 to move upwards to seal the opening at the lower end of the hollow hammer 5, and the shaking phenomenon of the sealing plate 6 on the hollow hammer 5 in the construction process can be effectively avoided.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (10)
1. The grouting construction process of the miniature steel pipe is characterized by comprising the following steps of: the method comprises the following steps:
s1, performing geological survey, namely performing geological survey on a to-be-constructed area, and selecting a proper pile-setting area;
s2, pile arrangement design, namely designing proper pile positions, pile depths and pile arrangement quantity in a lower pile area according to the bearing capacity requirement of the design requirement;
s3, drilling, namely drilling at the pile position to a designed elevation to form a pile hole (1);
s4, inserting a pipe, namely inserting a steel pipe body (2) into the pile hole (1) to the bottom of the pile hole (1);
s5, compacting the filler, namely filling the filler into the steel pipe body (2) in a grading manner, and compacting the filler to form a compaction head (3);
s6, grouting, namely, pouring a grouting pipe in the steel pipe body (2), sealing a gap between the steel pipe body (2) and the grouting pipe, and injecting cement slurry into the steel pipe body (2) to a designed elevation.
2. The micro steel pipe grouting construction process according to claim 1, characterized in that: in the step S5, a hollow hammer (5) is adopted for compacting when the filler is compacted, a plurality of sealing plates (6) are movably arranged at the bottom of the hollow hammer (5), and the coplanar area of the sealing plates (6) is larger than the area of an opening at the lower end of the hollow hammer (5);
the hollow hammer (5) is provided with an opening and closing structure for driving the sealing plate (6) to close/open the lower end opening of the hollow hammer (5).
3. The micro steel pipe grouting construction process according to claim 2, characterized in that: the lower end of the hollow hammer (5) is fixedly connected with a plurality of shaft rods (71) along the radial direction of the hollow hammer, the sealing plate (6) is hinged on the shaft rods (71), and the opening and closing structure comprises an elastic part, one end of the elastic part is fixedly connected with the sealing plate (6), and the other end of the elastic part is fixedly connected with the hollow hammer (5) or the shaft rods (71);
the elastic piece has the tendency of driving the closing plate (6) to turn towards the direction close to the hollow hammer (5).
4. The micro steel pipe grouting construction process according to claim 3, characterized in that: the elastic part is a torsional elastic part (72), the torsional elastic part (72) is sleeved on the shaft lever (71), one end of the torsional elastic part is fixedly connected with the sealing plate (6), and the other end of the torsional elastic part is fixedly connected with the shaft lever (71).
5. The micro steel pipe grouting construction process according to claim 3, characterized in that: the elastic piece is a linear elastic piece (73), one end of the linear elastic piece (73) is fixedly connected with the sealing plate (6), and the other end of the linear elastic piece is fixedly connected with the inner wall of the hollow hammer (5).
6. The micro steel pipe grouting construction process according to claim 2, characterized in that: shrouding (6) activity sets up cavity hammer (5) lower extreme, shrouding (6) are close to one side of cavity hammer (5) is connected with draws piece (81), cavity hammer (5) upper end is equipped with and is used for realizing draw piece (81) be in the adjusting part that goes up and down in cavity hammer (5).
7. The micro steel pipe grouting construction process according to any one of claims 2 to 6, characterized in that: and reinforcing ribs (61) are arranged on the sealing plate (6).
8. The micro steel pipe grouting construction process according to any one of claims 2 to 6, characterized in that: one side of the sealing plate (6) departing from the hollow hammer (5) is provided with a protruding thorn (62).
9. The micro steel pipe grouting construction process according to any one of claims 2 to 6, characterized in that: when the construction of the step S5 is performed in the pile position, the pile position and the pile position where the construction of the step S5 is completed should be separated by at least one pile position interval.
10. The micro steel pipe grouting construction process according to claim 9, characterized in that: and (5) after the construction of the step S5 is completed, the hollow hammer (5) is transferred to the next pile position which can be constructed, and the pile position which is constructed in the step S5 is subjected to the construction of the step S6.
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| CN202210364077.1A CN114808943A (en) | 2022-04-07 | 2022-04-07 | Grouting construction process for micro steel pipe |
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| CN202210364077.1A CN114808943A (en) | 2022-04-07 | 2022-04-07 | Grouting construction process for micro steel pipe |
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Application publication date: 20220729 |