WO2015108146A1 - Procédé de construction d'un pieu en béton coulé sur place - Google Patents

Procédé de construction d'un pieu en béton coulé sur place Download PDF

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Publication number
WO2015108146A1
WO2015108146A1 PCT/JP2015/051082 JP2015051082W WO2015108146A1 WO 2015108146 A1 WO2015108146 A1 WO 2015108146A1 JP 2015051082 W JP2015051082 W JP 2015051082W WO 2015108146 A1 WO2015108146 A1 WO 2015108146A1
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concrete
pile
cast
expanding
expansion
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PCT/JP2015/051082
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English (en)
Japanese (ja)
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中野隆夫
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中野隆夫
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Publication of WO2015108146A1 publication Critical patent/WO2015108146A1/fr

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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

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  • the present invention relates to a cast-in-place concrete pile method for forming a foundation pile such as a building.
  • a cast-in-place concrete pile construction method is known as a method for forming a foundation pile such as a building.
  • the cast-in-place concrete pile construction method is a construction method in which excavation holes are formed in the ground and concrete is poured into the excavated excavation holes.
  • the tip support force coefficient is used as an index of the proof stress per unit area on the tip side of the cast-in-place concrete pile.
  • Patent Document 2 discloses that in placing concrete in a cast-in-place concrete pile, an inflatable material whose hardening is delayed from the pile concrete body is disposed on the peripheral surface of the pile, and the inflatable material expands.
  • Patent Document 3 describes a cast-in-place concrete pile by mixing a hardening retarder with a solidifying agent such as cement and attaching an expansion member that increases the peripheral friction of the pile to the cover portion (outer peripheral portion) of the cast-in-place concrete pile.
  • a construction method that increases the peripheral frictional force by generating and expanding the expansion member at the cover portion of the pile is disclosed.
  • the concrete pile construction method described in Patent Document 3 is a construction method in which the expansion member is hardened while being expanded behind the hardening of the concrete of the pile body, and therefore it takes a considerable amount of time to exhibit the performance as a concrete pile.
  • the expansion member is hardened while being expanded behind the hardening of the concrete of the pile body, and therefore it takes a considerable amount of time to exhibit the performance as a concrete pile.
  • the present invention has been made in view of such circumstances, and the concrete pile peripheral surface by placing an expanding concrete, an expanding concrete to which an expanding agent having an expanding action, an aggregate having an expanding action, and the like are added.
  • a cast-in-place concrete pile construction method that increases the tip support force, peripheral frictional force and pulling resistance force is provided.
  • the present invention is a cast-in-place concrete pile construction method in which concrete is placed in an excavation hole formed in the ground to form a cast-in-place concrete pile, and an expansion material
  • a cast-in-place concrete pile is formed by placing inflated concrete into an excavation hole and hardening the concrete to which at least one of a foaming agent having an expanding action and an aggregate having an expanding action is added.
  • At least one of the expansion material, the foaming agent, and the aggregate is formed on the widening portion formed at the tip of the excavation hole or in the middle of the excavation hole. It is characterized by placing inflated concrete to which either is added.
  • the present invention according to claim 3 is the invention according to claim 1 or 2, wherein at least one of the expansion material, the foaming agent, and the aggregate is added to at least a part of the cast-in-place concrete pile. It is characterized by casting concrete that expands.
  • the foaming agent is an aluminum powder, an amphoteric metal powder such as zinc, a carbon substance, a peroxide substance, or a sulfonyl hydrazide. It is one or more selected from compounds, azo compounds, nitroso compounds and hydrazine derivatives,
  • the present invention described in claim 5 is characterized in that, in the invention described in claim 4, the amount of aluminum powder added is 0.004% to 0.025% with respect to the cement.
  • the present invention according to claim 6 is characterized in that, in the invention according to any one of claims 1 to 5, the expanding concrete contains a fiber substance.
  • a strong cast-in-place concrete pile can be formed by a simple construction method by placing expansive concrete to which at least one of the aggregates having an expansion action is added into the excavation hole and curing it.
  • the volume of the concrete pile increases due to the expansion of the concrete added with an expansion material, a foaming agent, etc., and the pressure due to the outer wall surface of the cast-in-place concrete pile is applied to the inner wall surface of the excavation hole.
  • pressure from the inner wall surface of the excavation hole is applied to the outer wall surface of the concrete pile.
  • the gap between the outer wall surface of the concrete pile and the inner wall surface of the excavation hole is filled, and these can be integrated, and the effect of being able to construct a strong cast-in-place concrete pile with increased pile tip support force, etc.
  • a cast-in-place concrete pile is constructed integrally by adding an expanding material, a foaming agent having an expanding action, and an aggregate to cement, water, and aggregate.
  • a foaming agent having an expanding action there is no need for multiple constructions as described, and only one construction is required. Therefore, in the present invention, a cast-in-place concrete pile can be constructed by a simple construction method.
  • the expansion material, the foaming agent having the expansion action, the aggregate and the like are added simultaneously with the cement or the like at the time of producing the concrete, it is cured.
  • this invention has the effect which can shorten the time until the performance display of a concrete pile.
  • normal concrete is formed by placing inflated concrete to which at least one of the expansion material, the foaming agent and the aggregate is added to at least a part of the cast-in-place concrete pile.
  • Cast-in-place concrete piles with mixed concrete layers that can expand can be formed.
  • a plurality of concrete layers that expand in normal concrete can be formed, and the expansion rate of each layer can be made different.
  • the foaming agent is one or two selected from aluminum powder, powders of amphoteric metals such as zinc, carbon materials, peroxide materials, sulfonyl hydrazide compounds, azo compounds, nitroso compounds, and hydrazine derivatives. Since it is more than a seed, concrete containing foaming agent generates gas in the excavation hole and promotes the diffusion of cement using floating force such as gas, causing sufficient foaming function to expand concrete, It is possible to exhibit a dense and uniform expansion and hardening throughout the composition of the expanding concrete. Thereby, the gap between the inner wall surface of the excavation hole and the expanding concrete is closely filled with the expanding concrete. In addition, these can be integrated while applying expansion pressure to the hole wall ground of the excavation hole, and there is an effect that it is possible to construct a strong cast-in-place concrete pile with enhanced pile tip support force and the like.
  • the amount of aluminum powder added is 0.004% to 0.025% with respect to the cement, the expanding concrete to which this amount is added generates an expansion pressure in the excavation hole.
  • pressure is applied to the borehole wall, and a reaction reaction force is generated from the borehole wall ground.
  • the concrete pile and the surrounding underground ground are firmly integrated. It has the effect of greatly improving the pile tip support force, peripheral friction force and pulling resistance force of cast-in-place concrete piles.
  • the addition rate of the aluminum powder is less than 0.004%, a decrease in the concrete compressive strength can be suppressed, but since the expansion rate is low, the expansion pressure cannot be sufficiently applied to the wall surface of the excavation hole.
  • the addition rate of aluminum powder exceeds 0.025%, the strength decreases greatly, and it is necessary to increase the amount of cement in order to increase the strength, resulting in an increase in material cost and poor economic efficiency.
  • the expanding concrete since the expanding concrete contains a fiber substance, the expanding concrete has an effect of improving crack resistance.
  • FIG. 4 It is explanatory drawing explaining the modification 4 of the construction method of a cast-in-place concrete pile. It is explanatory drawing explaining the modification 5 of the construction method of a cast-in-place concrete pile. It is the list showing the material used for the compounding example 1.
  • FIG. It is a table
  • FIG. It is the list
  • FIG. 2 It is a table
  • FIG. 2 It is the list
  • FIG. It is a table
  • FIG. It is the list showing the result of the fresh test of concrete. It is the list
  • FIG. (A) Mixing conditions / test, (b) List of used mixers / mixing methods. It is a table
  • the present invention relates to a cast-in-place concrete pile construction method in which concrete is placed in an excavation hole 11 formed in the underground A to form a cast-in-place concrete pile 10, which includes an expanding material, a foaming agent having an expanding action, and an expanding action.
  • the cast-in-place concrete pile 10 is formed by placing the expanding concrete 12 to which at least one of the aggregates having slag is added into the excavation hole 11 and curing it.
  • the volume of the concrete pile 10 placed in the excavation hole 11 is expanded, so that the solid concrete pile 10 is formed integrally with the excavation hole 11.
  • the expansion material for expanding the concrete pile 10 is not particularly limited, and examples thereof include those that react with SO 4 2 ⁇ and H 2 O to generate ettringite during cement hydration.
  • a CaO—Al 2 O 3 —Fe 2 O 3 -based compound calcium aluminoferrite-based expansion material or a CaO—Al 2 O 3 —SO 3 -based compound calcium sulfoaluminate-based expansion material (CSA-based) is used.
  • a foaming agent is used as an expansion agent for expanding the concrete pile 10.
  • the foaming agent is not particularly limited as long as it foams bubbles (gas) at the time of kneading with cement and water.
  • aluminum powder that foams hydrogen gas, sulfonyl hydrazide compounds, azo compounds, nitroso compounds, and hydrazine derivatives of nitrogen gas foaming materials, etc., using amphoteric metal powders such as zinc, carbon materials, peroxide materials, etc. can do.
  • One type or two or more types of foaming materials such as the aluminum powder can be added and used.
  • the foaming agent can adjust the amount of bubbles, and the amount of expansion can be easily adjusted.
  • the foaming agent is used for reducing the weight of ordinary concrete, but in the present invention, it is used as having an expansion action.
  • an aggregate fine aggregate and / or coarse aggregate which expands and has an expansion action
  • the aggregate having an expanding action is not particularly limited as long as it expands or generates bubbles when kneaded with cement and water.
  • sand is usually used.
  • molten slag containing aluminum slag originating from a metal production process (iron slag, non-ferrous metal slag) or the like can be used.
  • iron slag, non-ferrous metal slag aluminum in the molten slag reacts with calcium hydroxide and water in the concrete to generate hydrogen gas and foams, and this foaming can generate an expansion action in the concrete pile 10. .
  • the expansion material can be added as necessary.
  • FIG. 4 is an explanatory diagram for explaining the effect of a foaming agent or the like when the expanding concrete 12 is cured.
  • a foaming agent or the like By using at least one of such a foaming agent and aggregate, as shown in FIG. 4, the bubbles 19 are diffused toward the outer wall surface G of the concrete pile 10 by an expansion action.
  • the concrete 12 which expands toward the outer wall surface G of the concrete pile 10 expand
  • FIG. 4 is an explanatory diagram for explaining the effect of a foaming agent or the like when the expanding concrete 12 is cured.
  • the present invention provides an original concrete by placing the expanding concrete 12 to which at least one of the expansion material, the foaming agent and the aggregate is added in the excavation hole 11 and curing the concrete. It is a construction method that increases the tip support force, the peripheral frictional force, and the pulling resistance force, which are functions of the pile 10.
  • the cast-in-place concrete pile 10 can be adjusted to fill a gap by adjusting the amount of the expansion material or the foaming agent added. As described above, the expansion material and the foaming agent are added so that the gap can be filled, so that the strength of the concrete pile 10 itself is not greatly reduced. And it has the effect which can improve a front-end
  • FIG. 1 is an explanatory diagram for explaining a standard method of cast-in-place concrete pile 10.
  • an excavation hole 11 having a predetermined depth is formed in the underground A by excavating with an excavator. Drilling is carried out by earth drill method, all casing method, reverse method, underground continuous wall foundation method (including wall pile and wall foundation), deep foundation method, BH method, etc. Is formed in the underground A.
  • the inner wall surface N of the excavation hole 11 other than the tip widening part 14 and the midway widening part 15 mentioned later is formed in the same diameter shape by the said earth drill construction method etc.
  • the bubble stabilizing liquid is a stabilizing liquid in which bubbles and water in which a diluted foaming agent is foamed are injected and mixed with excavated soil.
  • a rebar cage 13 having a mesh structure is built in the excavation hole 11.
  • the reinforcing bar 13 is arranged in a mesh shape with a predetermined interval depending on the length and diameter of the concrete pile 10.
  • an expanding concrete 12 to be placed in the excavation hole 11 is prepared.
  • Concrete is composed of cement (for example, Portland cement), water, and aggregate (fine aggregate and / or coarse aggregate).
  • swells in a raw plant factory or the field is produced
  • the expanding concrete 12 is obtained by adding an admixing material such as an expanding material or a foaming agent having an expanding action in addition to the cement, water, and aggregate.
  • an admixture material such as the expansion material or the foaming agent may be added as necessary.
  • the tremy tube 17 is suspended in the excavation hole 11 in which the reinforcing bar 13 is built in the excavation hole 11.
  • a pump is connected to the head of the tremy tube 17 to remove slime (not shown) at the tip S of the excavation hole 11.
  • concrete 12 is placed in the excavation hole 11 from the mixer truck (not shown) through the treme tube 17.
  • the placement height is confirmed with a measuring tape (not shown), and the tremy tube 17 is pulled out upwards.
  • the bottom portion of the tremy tube 17 is always buried in the expanding concrete 12. Further, the stabilizing liquid 16 is pulled out while placing the expanding concrete 12.
  • the concrete pile 10 can be constructed by curing and hardening the placed concrete 12 as necessary.
  • the concrete pile 10 main body of this invention can be constructed
  • a concrete frame may expand
  • the concrete 12 that is expanded by any one of the expansion material, the foaming agent, and the aggregate is expanded so as to fill a gap formed between the inner wall surface N of the excavation hole 11 and the outer wall surface G of the concrete pile 10. It is configured.
  • the volume of the concrete pile 10 is increased by the expanding concrete 12, so that pressure from the outer wall surface G of the concrete pile 10 is applied to the inner wall surface N of the excavation hole 11.
  • pressure is applied to the outer wall surface G of the concrete pile 10.
  • the expanding concrete 12 forming the main body of the concrete pile 10 is placed on the inner wall surface N of the excavation hole 11 substituting the formwork, so that the inner wall surface N (hole wall ground) of the excavation hole 11 substituting the formwork is placed. This restrains the expansion of the concrete 12 that expands. Thereby, the clearance gap between the outer wall surface G of the concrete pile 10 and the inner wall surface N of the excavation hole 11 is filled, and these are integrated. Therefore, the concrete pile 10 has a large tip support force, peripheral surface friction force, and pull-out resistance force.
  • the cast-in-place concrete pile 10 can be constructed with only one construction. Therefore, the time until the performance of the concrete pile 10 can be shortened as compared with the prior art disclosed in the prior patent document.
  • the construction method of the cast-in-place concrete pile 10 of the present invention is a comparatively simple construction method, and a strong foundation pile can be constructed.
  • the standard cast-in-place concrete pile 10 is completed by removing the casing and the like from the excavation hole 11 and performing pile head treatment, backfilling treatment, and the like.
  • FIG. 2 is an explanatory view for explaining a construction method for placing an expanding concrete 12 having an expanding action on a widened portion formed at the tip S or midway T of the excavation hole 11.
  • a widening excavator (not shown) is used as a drilling method for forming a widened portion (tip widened portion 14 or midway widened portion 15) in which the tip S or midway T of the excavation hole 11 is widened.
  • a bucket that excavates the inside of the underground A and forms the excavation hole 11 has a flared shape.
  • 11 may have a shape in which the tip portion S of the skirt extends.
  • an inclined surface widening blade (not shown) for excavating the upper inclined surface portion B of the distal end widening portion 14 is provided above the bucket, and this blade protrudes outward from the excavation range of the bucket, thereby making the distal end of the excavation hole 11
  • the portion S may form the tip widened portion 14 having a shape that spreads at the bottom.
  • the widening excavator forms a distal end widened portion 14 that is larger than the shaft portion at the distal end S of the excavation hole 11. Then, the expanding concrete 12 having an expanding action is placed in the widening end portion 14 of the excavation hole 11. Then, the expanding concrete is filled in the tip widened portion 14 of the excavation hole 11 while generating and expanding bubbles 19.
  • the expanding concrete 12 having an expanding action is placed on the distal end widening portion 14 and hardened, whereby the distal end S of the excavation hole 11 expands downward as shown in FIG. Force to act. Further, a reaction force from the inner wall surface N of the tip S of the excavation hole 11 acts. Thereby, the concrete pile 10 and the inner wall surface N are united with each other at the tip portion S, and the tip support force is increased.
  • excavation is performed with a blade or the like (not shown) protruding outward from the bucket above the cylindrical bucket, so that the diameter is larger than the diameter of the excavation hole 11.
  • a midway widened portion 15 is formed.
  • a plurality of midway widening portions 15 can be provided in the excavation hole 11.
  • the concrete 12 that expands is placed in the middle by placing the concrete 12 that expands into the tip widened portion 14 at the tip S of the excavation hole 11 or the middle widened portion 15 at the midway T. Since it expands at the widened portion 15, the peripheral frictional force and the tip support force increase. That is, it is possible to increase the volume of the expanding concrete 12 at the widened portion, increase the peripheral friction force generated there, and increase the peripheral support force and the pulling resistance force.
  • FIG. 3 is an explanatory diagram for explaining the cast-in-place concrete pile 10 in which the expanding concrete 12 and the normal concrete 18 are mixed.
  • a predetermined amount of expanding concrete 12 to which an expansion material or a foaming agent is added is placed on the tip side through the tremy tube 17, and then normal concrete 18 is driven to the pile head of the concrete pile 10.
  • the concrete pile 10 in which the tip supporting force is increased by forming the expanding concrete 12 layer in the lower part can be constructed.
  • a concrete 12 layer that expands in the lower part it is possible to construct a concrete pile 10 with increased tip support force.
  • the concrete pile 10 formed in multiple layers can be formed by mixing the concrete 12 which expands, and the normal concrete 18. As shown in FIG. The number of layers is not limited.
  • the concrete pile 10 can be constructed
  • a concrete pile 10 can be constructed in which the expansion rate is increased in the lower concrete layer and the expansion rate is decreased in the upper part.
  • the embodiment of the cast-in-place concrete pile construction method of this invention was described based on drawing, other embodiment which gave various deformation
  • a prefabricated pile is built on top of the cast-in-place concrete pile (pile head), such as the construction method and continuous underground wall construction method (including wall piles and wall foundations), and expands with the tip of the prefabricated pile (rooting part) It is also possible to carry out the construction method of cast-in-place concrete composite piles in which the concrete is integrated and the upper part is composed of ready-made piles and the lower part is an expanded concrete pile.
  • the inside of the excavation hole 11 is filled with the stabilizing liquid 16 to protect the inner wall surface N of the excavation hole 11.
  • a rebar cage 13 having a mesh structure is built in the excavation hole 11.
  • a tremy tube 17 is suspended in the excavation hole 11 in which the reinforcing bar 13 is built in the excavation hole 11.
  • a pump is connected to the head of the tremy tube 17 to remove slime (not shown) at the tip S of the excavation hole 11.
  • a predetermined amount of expanding concrete 12 to which an expanding material, a foaming agent, etc. are added is placed on the tip side from the mixer truck (not shown) through the treme tube 17.
  • the ready-made pile 20 is inserted into the expanding concrete 12 before hardening, and the composite pile 21 composed of the concrete pile 10 and the ready-made pile 20 is constructed.
  • the tip supporting force, the peripheral surface friction force, and the pulling resistance force are increased by forming the composite pile 21 in which the concrete pile 10 in which the concrete 12 that expands in the lower part is hardened and the ready-made pile 20 are formed.
  • the synthetic pile 21 can be constructed.
  • a concrete pile 21 composed of a concrete pile 10 and a ready-made pile 20 is formed by placing concrete 12 that expands into the excavation hole 11 and inserting the ready-made pile 20 into the expanding concrete 12. Is formed.
  • a steel construction pillar is used as an example.
  • the inside of the excavation hole 11 is filled with the stabilizing liquid 16 to protect the inner wall surface N of the excavation hole 11.
  • the tremely pipe 17 is suspended in the excavation hole 11.
  • a pump is connected to the head of the tremy tube 17 to remove slime (not shown) at the tip S of the excavation hole 11.
  • a predetermined amount of expanding concrete 12 to which an expanding material, a foaming agent, etc. are added is placed on the tip side from the mixer truck (not shown) through the treme tube 17.
  • the ready-made pile 20 is inserted into the expanding concrete 12 before hardening, and the composite pile 21 composed of the concrete pile 10 and the ready-made pile 20 is constructed.
  • the tip supporting force, the peripheral surface friction force, and the pulling resistance force are increased by forming the composite pile 21 in which the concrete pile 10 in which the concrete 12 that expands in the lower part is hardened and the ready-made pile 20 are formed.
  • the synthetic pile 21 can be constructed.
  • the inside of the excavation hole 11 is filled with the stabilizing liquid 16 to protect the inner wall surface N of the excavation hole 11.
  • the upper part of the rebar cage 13 having a mesh structure is inserted and fixed in the intermediate space of the ready-made pile 20 and integrated.
  • the ready-made pile 20 integrated with the reinforcing steel basket 13 is built in the excavation hole 11, and the tremy pipe 17 is suspended in the excavation hole 11 through the inner hole of the ready-made pile 20.
  • a pump is connected to the head of the tremy tube 17 to remove slime (not shown) at the tip S of the excavation hole 11.
  • a predetermined amount of expanding concrete 12 to which an expanding material, a foaming agent, etc. are added is placed on the tip side from the mixer truck (not shown) through the treme tube 17.
  • the composite pile 21 composed of the concrete pile 10 and the ready-made pile 20 is constructed. That is, the ready-made pile 20 and the reinforcing steel basket 13 are integrated, and the concrete 12 that expands with the form in which the upper part of the reinforcing steel basket 13 is inserted into the hollow of the ready-made pile 20 is cured to construct the composite pile 21.
  • the composite pile 21 in which the concrete pile 10 in which the expanded concrete 12 is hardened, the ready-made pile 20 and the reinforcing steel basket 13 are integrated is formed in the lower portion, thereby increasing the tip support force, the peripheral friction force, and the pulling resistance force.
  • the constructed synthetic pile 21 can be constructed.
  • the composite pile 21 which a pile head can endure enough when a horizontal force is applied can be constructed
  • a composite pile 21 composed of a reinforcing bar 13, a ready-made pile 20 and a concrete pile 10 is constructed.
  • the composite pile 21 in which the concrete pile 10 in which the concrete 12 expanding in the lower part is hardened, the ready-made pile 20 and the reinforcing steel basket 13 are integrated is formed, so that the tip support force, the peripheral friction force, and the pulling resistance force are increased.
  • the increased composite pile 21 can be constructed.
  • the concrete pile 10 is driven into the upper part (pile head) of the reinforcing steel basket 13 in the excavation hole 11 by wrapping the ready-made pile 20 to be integrated and expanded.
  • the synthetic pile 21 which consists of the rebar basket 13 with the pile 20 is formed.
  • the composite pile 21 is a cast-in-place steel pipe concrete pile in which the pile head of the cast-in-place concrete pile using expanding concrete is reinforced with a steel pipe with protrusions, a striped steel pipe, or a bare steel pipe. Cast-in-place concrete pile reinforced with carbon fiber pipe.
  • the inside of the excavation hole 11 is filled with the stabilizing liquid 16 to protect the inner wall surface N of the excavation hole 11.
  • the steel bar 13 having a mesh structure is reinforced with a ready-made pile 20 such as a steel pipe or a carbon fiber pipe and is built in the excavation hole 11.
  • the ready-made pile 20 is integrated into the upper part of the reinforcing bar basket 13 and built in the excavation hole 11, and the tremy pipe 17 is suspended in the excavation hole 11.
  • a pump is connected to the head of the tremy tube 17 to remove slime (not shown) at the tip S of the excavation hole 11.
  • a predetermined amount of expanding concrete 12 to which an expanding material, a foaming agent, etc. are added is placed on the tip side from the mixer truck (not shown) through the treme tube 17.
  • a composite pile 21 composed of a concrete pile 10 and a rebar cage 13 with a ready-made pile 20 is constructed. That is, since the diameter of the ready-made pile 20 is larger than the diameter of the reinforcing bar 13, the concrete 12 that expands in the form in which the upper part of the reinforcing bar 13 is inserted into the hollow of the ready-made pile 20 is cured to construct the synthetic pile 21.
  • the composite pile 21 in which the concrete pile 10 in which the expanding concrete 12 is hardened and the reinforcing steel basket 13 with the ready-made pile 20 is integrated is formed, thereby increasing the tip supporting force, the peripheral friction force, and the pulling resistance force.
  • the constructed synthetic pile 21 can be constructed.
  • the composite pile which a pile head can endure enough when a horizontal force is applied by using the ready-made pile 20 for a pile head can be constructed
  • the outer periphery or inner periphery of the ready-made pile may be configured to increase the coupling with the concrete pile by providing protrusions or irregularities.
  • the above-mentioned ready-made pile 20 is a steel pile or a ready-made concrete pile
  • the steel pile is a steel pipe pile, an H-shaped steel pile, a structural pillar pile, or the like
  • the ready-made concrete pile is a PHC pile (Pretensioned ension Spun). High Strength concrete Piles), ST pile (Step Tapered Piles), Node pile (Nodular Piles), SC pile (Steel Composite Concrete Piles), PRC pile (Pretensioned & Reniforced Spun Hig Strength Concrete Piles) Sile ) Etc.
  • the expanding concrete may contain a fiber material.
  • the fiber material include steel fiber, vinylon fiber, carbon fiber, and wollastonite fiber. Expanding concrete containing fiber material has the effect of improving crack resistance.
  • the shapes of the piles in FIGS. 5 to 9 described above are straight piles (straight piles) of cast-in-place concrete piles using expanding concrete. However, as shown in FIG. It may be in a form in which ordinary concrete is cast on the top. In addition, it can also be applied to the tip widening piles and midway widening piles of cast-in-place concrete piles using expanding concrete, and underground continuous wall piles including tip widening and midway widening (including wall piles and wall foundations) Is possible.
  • FIG. 10 is a list showing materials used in Formulation Example 1
  • FIG. 11 shows the amount of materials used in Formulation Example 1
  • FIG. 12 shows the amount of AL (aluminum powder) added in Formulation Example 1 varied.
  • FIG. 13 is a graph showing the relationship between the expansion rate and the elapsed time in Formulation Example 1
  • FIG. 14 is a regression of the AL addition amount and the expansion rate in Formulation Example 1. It is a graph which shows a type
  • Formulation Example 1 it is an expandable high-fluidity concrete using ordinary Portland cement.
  • the addition rate of aluminum powder as a foaming agent (cement weight ratio) 15 g, 30 g, and 45 g of aluminum powder are calculated to be 0.003%, 0.006%, and 0.009% respectively for a cement amount of 500 kg. .
  • the expansion rate corresponding to the amount of aluminum powder added is 0.2%, 1.0%, and 2.5%.
  • the water cement ratio is 35%.
  • the expansion rate of concrete to which aluminum powder is added increases substantially linearly according to the amount of aluminum powder added.
  • the expansion rate of the concrete when aluminum powder is added at an addition rate of 0.012%, the expansion rate of the concrete is about 3.6%, and when aluminum powder is added at an addition rate of 0.015%, It can be predicted from the regression equation that the expansion rate is about 4.77%, and when the aluminum powder is added at an addition rate of 0.020%, the expansion rate of the concrete is about 6.72%. Therefore, the expansion rate of concrete can be appropriately adjusted by the amount of aluminum powder added.
  • FIG. 15 is a list showing materials used in Formulation Example 2
  • FIG. 16 shows the amount of materials used in Formulation Example 2
  • FIG. 17 is a fresh test when the AL addition amount in Formulation Example 2 is changed.
  • FIG. 18 is a graph showing a regression equation of the AL addition amount and the expansion coefficient in Formulation Example 2.
  • the expansion rate of the concrete to which aluminum powder is added increases substantially linearly according to the amount of aluminum powder added.
  • FIG. 19 is a list showing materials used in the blending example 3
  • FIG. 20 is a list showing blending amounts of the materials used in the blending example 3
  • FIG. 21 is a list showing the results of the fresh test of concrete
  • FIG. FIG. 23 is a list showing the fresh test and the expansion rate when the AL addition amount is changed in Formulation Example 3
  • FIG. 23 is a list showing the AL addition amount and the expansion coefficient measurement result
  • FIG. 25 is a graph showing the relationship between the expansion rate and elapsed time
  • FIG. 25 is a graph showing the regression equation of the AL addition amount and the expansion rate in Formulation Example 3.
  • Formulation Example 3 it is an expandable high-fluidity concrete using low heat Portland cement.
  • the addition ratio of aluminum powder as a foaming agent (cement weight ratio) 20 g, 40 g, and 60 g of aluminum powder are calculated as cement ratios of 0.004%, 0.008%, and 0.012%, respectively, with respect to 500 kg of cement. .
  • the expansion coefficients corresponding to the amount of aluminum powder added are 0.94%, 3.28%, and 4.67%.
  • the water cement ratio is 34%.
  • the expansion rate of the concrete to which the aluminum powder is added increases substantially linearly according to the addition amount of the aluminum powder.
  • the expansion rate of the concrete is about 6.23%, and when aluminum powder is added at an addition rate of 0.020%, It can be predicted from the regression formula that the expansion rate is about 8.57%. Therefore, the expansion rate of concrete can be appropriately adjusted by the amount of aluminum powder added.
  • FIG. 26 is a list showing materials used in the blending examples 4 and 5
  • FIG. 27 is a list showing (a) blending conditions and tests, (b) used mixers and mixing methods
  • FIG. 28 is a blending.
  • 29 is a list showing the blending amounts of the materials used in Example 4
  • FIG. 29 is a list showing the concrete test results when the AL addition amount in blending example 4 is changed
  • FIG. 30 is the expansion coefficient of blending example 4
  • FIG. 31 is a graph showing a regression equation of the AL addition amount and the expansion coefficient in Formulation Example 4.
  • the expansion rate of concrete to which aluminum powder is added increases substantially linearly according to the amount of aluminum powder added.
  • FIG. 32 is a list showing the blending amounts of the materials used in blending example 5
  • FIG. 33 is a list representing the concrete test results when the AL addition amount in blending example 5 is changed
  • FIG. 34 is a blending example.
  • 5 is a graph showing the relationship between the expansion rate of 5 and the elapsed time
  • FIG. 35 is a graph showing a regression equation of the AL addition amount and the expansion rate in Formulation Example 5.
  • the expansion rate of the concrete to which aluminum powder is added increases substantially linearly according to the amount of aluminum powder added.
  • the expansion rate of the concrete when aluminum powder is added at an addition rate of 0.015%, the expansion rate of the concrete is about 1.9%, and when aluminum powder is added at an addition rate of 0.020%, It can be predicted from the regression equation that the expansion rate will be about 2.93%.
  • NO1 indicates the relationship between 0% expansion rate and 35% water cement ratio in Formulation Example 1
  • NO2 indicates the relationship between expansion rate -0.3% and 43% water cement ratio in Formulation Example 2.
  • NO3 indicates the relationship between the expansion rate of 0% of the blending example 3 and the water cement ratio of 34%
  • NO4 indicates the expansion coefficient of -0.89% of the blending example 4 and the water cement ratio of 50%.
  • NO5 indicates the relationship between the expansion coefficient of -0.55% in Formulation Example 5 and the water cement ratio of 45.9%.
  • the initial concrete expansion coefficient (when the addition rate of aluminum powder is 0%) can be predicted to be 39.5% of the water cement ratio.
  • the expansion coefficient can be generated reliably.
  • FIG. 36 is a list showing the blending amounts (without AL) of the materials used in blending examples 4 and 5
  • FIG. 37 is a list representing the concrete test results in blending examples 4 and 5.
  • FIG. 38 is a graph showing the amount of bleeding (cm 3) per elapsed time in Formulation Example 4 and Formulation Example 5.
  • NO1 is Formulation Example 4 using the admixture SV10L
  • NO2 is Formulation Example 5 using the admixture SF500S. That is, as shown in FIG. 37, the formulation example 4 of NO1 has a bleeding rate of 3.57% when the admixture SV10L (AE water reducing agent standard form) C ⁇ 1.0%, and the formulation example 5 of NO2 When the agent SF500S (high performance AE water reducing agent) C ⁇ 0.8%, the bleeding rate is 1.24%.
  • the foaming agent aluminum powder (Celmec P) is added to the concrete blend using the high-performance AE water reducing agent of the admixture, the unit water amount can be reduced, so that the amount of sedimentation is reduced, and finally The concrete can be expanded by a predetermined amount.
  • the amount of concrete settling increases as the amount of concrete bleeding increases. Therefore, when the sedimentation amount of concrete increases, the amount of expansion due to the aluminum powder (Celmec P) of the foaming agent decreases.
  • the expansion of concrete due to the amount of aluminum powder added as a foaming agent is determined as appropriate by determining the amount of aluminum powder required for the set expansion rate by adding 0% of the initial expansion rate to suppress bleeding from the water-cement ratio. It is preferable to do.
  • a large expansion coefficient can be obtained by increasing the unit cement amount and increasing the amount of aluminum powder added as a foaming agent.
  • FIG. 40 is a graph showing the relationship between the aluminum powder addition rate and the concrete compressive strength in Formulation Examples 3, 4, and 5.
  • the reduction of the compressive strength changes substantially linearly.
  • the aluminum powder addition rate is 0.008%
  • the reduction strength rate of Formulation Example 3 is 92.02%
  • the reduction strength rate of Formulation Example 5 is 93.29%
  • the reduction strength rate of Formulation Example 4 is 93. 60%. Therefore, when the aluminum powder addition rate is 0.008%, the reduction strength rate can be predicted to be about 92% at maximum.
  • the reduction strength rate of Formulation Example 3 is 80.67%
  • the reduction strength rate of Formulation Example 5 is 84.91%
  • the reduction strength rate of Formulation Example 4 Is 88.24%. Therefore, when the aluminum powder addition rate is 0.012%, the reduction strength rate can be predicted to be about 80% at the maximum, and the blending plan of the amount of the aluminum powder added as the foaming agent can be made in advance.
  • the reduction strength rate of Formulation Example 3 is 79.36%, which is a reduction of Formulation Example 5.
  • the strength rate is 81.19%, and the reduced strength rate of Formulation Example 4 can be estimated to be 85.15%. Therefore, when the aluminum powder addition rate is 0.015%, the reduction strength rate can be predicted to be about 79% at the maximum.
  • the reduction strength rate of Formulation Example 3 is 68.40%
  • the reduction strength rate of Formulation Example 5 is 75.04%
  • the reduced intensity rate can be estimated as 80.41%. Therefore, when the aluminum powder addition rate is 0.020%, the reduction strength rate can be predicted to be about 68% at the maximum.
  • the addition rate of the aluminum powder of the foaming agent is preferably in the range of 0.004% to 0.025%.
  • the expanding concrete to which this addition amount was added generated an expansion pressure in the drilling hole and applied pressure to the drilling hole wall. It will be in a state, and it will be in the state where reaction force of reaction occurs from the excavation hole wall ground. As the concrete hardens in this state, the concrete pile and the surrounding underground ground are firmly integrated. It has the effect of greatly improving the pile tip support force, peripheral friction force and pulling resistance force of cast-in-place concrete piles.
  • the addition rate of the aluminum powder is less than 0.004%, a decrease in the concrete compressive strength can be suppressed, but since the expansion rate is low, the expansion pressure cannot be sufficiently applied to the wall surface of the excavation hole.
  • the addition rate of aluminum powder exceeds 0.025%, the strength decreases greatly, and it is necessary to increase the amount of cement in order to increase the strength, resulting in an increase in material cost and poor economic efficiency.
  • Example of expanded cast-in-place concrete pile Assume that a cast-in-place concrete pile is actually expanded, that is, the volume of the pile is expanded. For example, the expansion ratio of expanding the pile diameter ⁇ 1200 mm by 10 mm to ⁇ 1210 mm is 1.67%. The expansion coefficient of expanding the pile diameter ⁇ 1500 mm by 10 mm to ⁇ 1510 mm is 1.33%. The expansion ratio of the pile diameter ⁇ 2000 mm to 10 mm by expanding 10 mm is 1.00%.
  • Expansion rate to expand the pile diameter ⁇ 1200mm by 20mm to ⁇ 1220mm is 3.36%.
  • the expansion ratio of the pile diameter ⁇ 1500 mm to 20 mm to ⁇ 1520 mm is 2.63%.
  • the expansion ratio of the pile diameter ⁇ 2000 mm expanded to 20 mm by ⁇ 20 mm is 2.01%.
  • the expansion rate to expand the pile diameter ⁇ 1200mm by 30mm to ⁇ 1230mm is 5.06%.
  • the expansion rate of the pile diameter ⁇ 1500 mm to 30 mm to ⁇ 1530 mm is 4.04%.
  • the expansion rate of the pile diameter ⁇ 2000 mm to 30 mm and ⁇ 2030 mm is 3.02%.
  • Expansion rate to expand the pile diameter ⁇ 1200mm by 40mm to ⁇ 1240mm is 6.77%.
  • the expansion rate of expanding the pile diameter ⁇ 1500 mm to 40 mm to ⁇ 1540 mm is 5.04%.
  • the expansion ratio of the pile diameter ⁇ 2000 mm to 40 mm by expanding it to ⁇ 2040 mm is 4.04%.
  • the expansion rate to expand the pile diameter ⁇ 1200mm by 50mm to ⁇ 1250mm is 8.50%.
  • the expansion rate of the pile diameter ⁇ 1500 mm to 50 mm to ⁇ 1550 mm is 6.77%.
  • the expansion coefficient of expanding the pile diameter ⁇ 2000 mm by 50 mm to ⁇ 2050 mm is 5.06%.
  • the expansion coefficient 1.00% to 8.50% that can expand the pile diameter of the pile body from 10 mm to 50 mm is 0.94% expansion rate from 0.003% of the aluminum powder addition ratio, and the addition ratio 0.012%
  • the expansion rate is 4.67%.
  • the addition rate is 0.020% and the expansion rate is 8.57%.
  • These figures are the measured values (average of 3 specimens) for the expansion rates of 0.94% and 4.67% for aluminum powder addition rates of 0.004% and 0.012%, and the expansion rate of 8.57% is the predicted value from the regression equation. And predictable. From the above, the aluminum powder of the foaming agent can express a large amount of expansion predictably.
  • the loosening of the ground of the excavation hole by the cast-in-place concrete pile method is estimated to be about 5 mm on one side, and the pile diameter will increase by 10 mm.
  • the gap with the inner wall is filled and loosening of the ground is eliminated.
  • an expansion amount of 10 mm or more causes an expansion pressure to be applied to the excavation hole wall, and a reaction reaction force is generated from the excavation hole wall ground.
  • the concrete pile and the surrounding underground ground are firmly integrated. It has the effect of greatly improving the pile tip support force, peripheral friction force and pulling resistance force of cast-in-place concrete piles.
  • the expansion amount of the pile concrete body is preferably about 20 mm or more, and it is preferable to cause an expansion amount of 40 mm to 50 mm.
  • the expanding concrete placed in the excavation hole is directly placed in the excavation hole with concrete that expands by the tremy method, so it is constrained by the excavation hole wall instead of the formwork.
  • the restraint expansion coefficient and strength of can be expressed.
  • the expansion rate that expands 40mm to 50mm of this expanding concrete fills the looseness of the drilling hole wall with the expansion pressure, and the remaining expansion pressure is the reaction force from the ground of the drilling hole wall while applying pressure to the drilling hole wall.
  • the cast-in-place concrete pile and the peripheral ground are in a strongly integrated state, and the performance of the pile tip support force, peripheral friction force, and pull-out resistance force can be greatly improved.
  • the concrete strength after expansion can be predicted without actually decreasing because concrete does not swell from 40 mm to 50 mm.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)

Abstract

L'invention concerne un procédé permettant de construire un pieu en béton coulé sur place qui augmente la force de soutien de bout, le frottement de surface périphérique, et la résistance au retrait en enfouissant des interstices dans la surface périphérique du pieu en béton en plaçant un béton à expansion auquel on a ajouté un matériau d'expansion, un agent de libération de gaz ou un agrégat possédant un effet d'expansion, ou similaires. Le procédé de construction d'un pieu en béton coulé sur place forme un pieu en béton coulé sur place (10) en plaçant du béton dans un trou excavé (11) formé sous le sol (A), et est caractérisé par la mise en place dans le trou excavé (11) d'un béton à expansion (12) auquel on a ajouté au moins un matériau parmi un matériau d'expansion, un agent de libération de gaz possédant un effet d'expansion, et un agrégat possédant un effet d'expansion, puis le durcissement du résultat pour former le pieu en béton coulé sur place (10).
PCT/JP2015/051082 2014-01-17 2015-01-16 Procédé de construction d'un pieu en béton coulé sur place WO2015108146A1 (fr)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110424444A (zh) * 2019-08-13 2019-11-08 中国电建集团山东电力建设有限公司 钢管杆架空线路基础桩施工方法
CN110965549A (zh) * 2019-12-17 2020-04-07 广东省水利水电第三工程局有限公司 一种钻孔灌注桩施工方法
CN115977132A (zh) * 2023-01-05 2023-04-18 中国电建集团西北勘测设计研究院有限公司 一种非静压式光伏支架预制管桩基础施工方法

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS6117636A (ja) * 1984-07-02 1986-01-25 Nippon Gijutsu Hanbai Kk 吸水膨張性コンクリ−トを用いた地耐力増強方法
JP2000144726A (ja) * 1998-11-05 2000-05-26 Taisei Corp 場所打ち杭、地下壁およびその構築方法
JP2001355233A (ja) * 2000-06-14 2001-12-26 East Japan Railway Co 混合攪拌による場所打ち杭の造成方法
JP2004124360A (ja) * 2002-09-30 2004-04-22 Asahi Denka Kogyo Kk 基礎杭形成用組成物、その製造方法及び基礎杭形成方法

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS6117636A (ja) * 1984-07-02 1986-01-25 Nippon Gijutsu Hanbai Kk 吸水膨張性コンクリ−トを用いた地耐力増強方法
JP2000144726A (ja) * 1998-11-05 2000-05-26 Taisei Corp 場所打ち杭、地下壁およびその構築方法
JP2001355233A (ja) * 2000-06-14 2001-12-26 East Japan Railway Co 混合攪拌による場所打ち杭の造成方法
JP2004124360A (ja) * 2002-09-30 2004-04-22 Asahi Denka Kogyo Kk 基礎杭形成用組成物、その製造方法及び基礎杭形成方法

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110424444A (zh) * 2019-08-13 2019-11-08 中国电建集团山东电力建设有限公司 钢管杆架空线路基础桩施工方法
CN110965549A (zh) * 2019-12-17 2020-04-07 广东省水利水电第三工程局有限公司 一种钻孔灌注桩施工方法
CN110965549B (zh) * 2019-12-17 2020-11-24 广东省水利水电第三工程局有限公司 一种钻孔灌注桩施工方法
CN115977132A (zh) * 2023-01-05 2023-04-18 中国电建集团西北勘测设计研究院有限公司 一种非静压式光伏支架预制管桩基础施工方法

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