CN114482021B - Method for solidifying preset reverse friction combined pile foundation soil and formed cast-in-place pile - Google Patents
Method for solidifying preset reverse friction combined pile foundation soil and formed cast-in-place pile Download PDFInfo
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- 239000002689 soil Substances 0.000 title claims abstract description 58
- 238000000034 method Methods 0.000 title claims abstract description 18
- 239000000463 material Substances 0.000 claims abstract description 22
- 238000007596 consolidation process Methods 0.000 claims abstract description 17
- 239000012530 fluid Substances 0.000 claims abstract description 9
- 239000013049 sediment Substances 0.000 claims description 11
- 238000007711 solidification Methods 0.000 claims description 2
- 230000008023 solidification Effects 0.000 claims description 2
- 238000010586 diagram Methods 0.000 description 4
- 239000000243 solution Substances 0.000 description 3
- 238000006243 chemical reaction Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000000605 extraction Methods 0.000 description 1
- 238000006703 hydration reaction Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 230000009916 joint effect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000007712 rapid solidification Methods 0.000 description 1
- 230000035484 reaction time Effects 0.000 description 1
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Classifications
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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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- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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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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Abstract
本发明涉及一种预设反向摩阻力联合桩底土固结的方法及形成的灌注桩,在地基内打设灌注桩桩孔,将一个高强度气禳放置在桩孔底部,在气禳表面安装一根双层导气管,并将双层导气管沿桩孔伸出灌注桩;桩孔内注入桩体材料,成桩;灌注桩桩体凝固若干天后,通过双层导气管向气禳的内部结构注气,对气禳的外部结构抽真空;待灌注桩固结一段时间后,停止向气禳的内部结构注气,以及停止对气禳的外部结构抽真空,灌注桩柱底软土发生固结;通过导气管的内管向气禳的内部结构注入流态凝胶材料,直至注满整个气禳内部结构;本发明可以有效提高桩的侧摩阻力以及桩端端承力,以达到提高桩基承载力的目的。
The invention relates to a method for preset reverse friction combined with pile bottom soil consolidation and the formed cast-in-place pile. A cast-in-place pile hole is drilled in the foundation, a high-strength air trap is placed at the bottom of the pile hole, and the cast-in-place pile is formed on the surface of the pile hole. Install a double-layer air pipe, and extend the double-layer air pipe out of the cast-in-place pile along the pile hole; inject pile material into the pile hole to form a pile; after the pile body of the cast-in-place pile solidifies for a few days, the double-layer air pipe is inserted into the cast-in-place pile through the double-layer air pipe. Inject air into the internal structure, and evacuate the external structure of the air column; after the cast-in-place pile has been consolidated for a period of time, stop injecting air into the internal structure of the air column, stop vacuuming the external structure of the air column, and pour soft soil at the bottom of the pile. Consolidation occurs; the fluid gel material is injected into the internal structure of the air box through the inner tube of the air conduit until the entire internal structure of the air box is filled; the present invention can effectively improve the side friction resistance of the pile and the pile end bearing capacity, so as to To achieve the purpose of improving the pile foundation bearing capacity.
Description
技术领域Technical field
本发明涉及一种预设反向摩阻力联合桩底土固结的方法及形成的灌注桩,属于增加软土地基技术,可用于水利工程、土木建筑工程等领域。The invention relates to a method for presetting reverse friction combined with pile bottom soil consolidation and the formed cast-in-place pile. It belongs to the technology of increasing soft soil foundation and can be used in fields such as water conservancy projects and civil construction projects.
背景技术Background technique
桩基是目前增加软土地基的重要方式。桩的承载能力主要来源于桩基承受载荷时,桩周土对桩基的作用反力,而桩周土对桩基的作用反力来自桩侧的摩阻力和桩底的端承力。一般情况下,桩基在承受荷载时,桩体有下沉趋势,相对于周围土体发生向下的位移,桩体本身发生压缩应变,所以桩周土会对桩体产生向上的侧摩阻力。桩基某一深度位置侧摩阻力的发挥程度与该深度桩基本身的应变大小密切相关,应变越大,该深度桩体与桩周土发生的相对位移越大,桩周土的侧摩阻力发挥越充分,桩的承载力越大。但对于一般的桩,桩的应变沿深度逐渐变小,导致侧摩阻力往往沿深度发挥程度也越来越小,不能完全发挥。Pile foundation is currently an important way to increase soft soil foundation. The bearing capacity of a pile mainly comes from the reaction force of the soil around the pile on the pile foundation when the pile foundation bears load, and the reaction force of the soil around the pile on the pile foundation comes from the frictional resistance on the pile side and the end bearing force of the pile bottom. Under normal circumstances, when a pile foundation is bearing a load, the pile body has a tendency to sink, and is displaced downward relative to the surrounding soil, and the pile body itself undergoes compressive strain, so the soil around the pile will produce upward lateral frictional resistance to the pile body. . The extent of the lateral friction resistance at a certain depth of the pile foundation is closely related to the strain of the pile foundation itself at that depth. The greater the strain, the greater the relative displacement between the pile body and the soil around the pile at that depth, and the lateral friction resistance of the soil around the pile. The more fully it is used, the greater the bearing capacity of the pile. However, for ordinary piles, the strain of the pile gradually becomes smaller along the depth, resulting in the lateral friction resistance often becoming smaller and smaller along the depth, and cannot be fully exerted.
同时,桩底的土体会对桩产生一个向上的支撑力,即端承力;桩端的端承力的发挥往往与桩端土的软弱程度相关,桩端土含水率越低,越坚硬,桩端承载力越大。实际情况下,对于软土地区,桩端端承力由于土体强度较小,导致端承力也较小。另外,对于钻孔灌注桩而言,往往会在钻孔过程中,在孔低残留一定的沉渣,导致成桩后,桩端土极其软弱,影响端承力的发挥。桩周土及桩端土对桩所产生的向上的侧摩阻力及端承力之和,即为桩的承载力。At the same time, the soil at the bottom of the pile will produce an upward supporting force for the pile, that is, the end-bearing force; the end-bearing force of the pile end is often related to the softness of the soil at the pile end. The lower the moisture content of the soil at the pile end, the harder it will be. The greater the end bearing capacity. In actual situations, in soft soil areas, the end bearing capacity of the pile end is also small due to the smaller strength of the soil. In addition, for bored piles, a certain amount of sediment often remains at the bottom of the hole during the drilling process. As a result, after the pile is completed, the soil at the end of the pile is extremely weak, affecting the end-bearing capacity. The sum of the upward lateral frictional resistance and end-bearing force produced by the soil around the pile and the soil at the pile end is the bearing capacity of the pile.
显然,提高桩的侧摩阻力及桩端端承力是提高桩的承载力的重要途径。Obviously, increasing the pile's side friction resistance and pile end bearing capacity are important ways to improve the pile's bearing capacity.
发明内容Contents of the invention
本发明提供一种预设反向摩阻力联合桩底土固结的方法及形成的灌注桩,可以有效提高桩的侧摩阻力以及桩端端承力,以达到提高桩基承载力的目的。The invention provides a method for presetting reverse friction resistance combined with pile bottom soil consolidation and the formed cast-in-place pile, which can effectively improve the side friction resistance of the pile and the pile end bearing capacity, so as to achieve the purpose of improving the bearing capacity of the pile foundation.
本发明解决其技术问题所采用的技术方案是:The technical solutions adopted by the present invention to solve the technical problems are:
一种预设反向摩阻力联合桩底土固结的方法,具体包括以下步骤:A method of presetting reverse friction resistance combined with pile bottom soil consolidation, specifically including the following steps:
步骤S1:在地基内打设灌注桩桩孔,进行成孔操作;Step S1: Drill cast-in-place pile holes in the foundation and perform hole forming operations;
步骤S2:将一个高强度气禳放置在桩孔底部,在气禳表面安装一根双层导气管,并将双层导气管沿桩孔伸出灌注桩,其中气禳为双层结构,气禳的内部结构与双层导气管的内管连通,气禳的外部结构与双层导气管的外管连通;Step S2: Place a high-strength air pot at the bottom of the pile hole, install a double-layer air conduit on the surface of the air pot, and extend the double-layer air conduit pipe out of the cast-in-place pile along the pile hole. The air pot has a double-layer structure. The internal structure of the air duct is connected to the inner tube of the double-layer air conduit, and the external structure of the air conduit is connected to the outer tube of the double-layer air conduit;
步骤S3:向桩孔内注入桩体材料,成桩;Step S3: Inject pile material into the pile hole to form a pile;
步骤S4:灌注桩桩体凝固若干天后,通过双层导气管向气禳的内部结构注气,对气禳的外部结构抽真空;Step S4: After the cast-in-place pile body solidifies for several days, inject air into the internal structure of the air bowl through the double-layer air conduit, and evacuate the external structure of the air bowl;
步骤S5:待灌注桩底部软土或沉渣固结一段时间后,停止向气禳的内部结构注气,以及停止对气禳的外部结构抽真空,灌注桩桩底软土或沉渣固结结束;Step S5: After the soft soil or sediment at the bottom of the cast-in-place pile has consolidated for a period of time, stop injecting air into the internal structure of the air bowl and stop vacuuming the external structure of the air bowl. The consolidation of the soft soil or sediment at the bottom of the cast-in-place pile ends;
步骤S6:此时气禳内部结构膨胀,通过导气管的内管向气禳的内部结构注入流态凝胶材料,直至注满整个气禳内部结构;Step S6: At this time, the internal structure of the air basket expands, and the fluid gel material is injected into the internal structure of the air basket through the inner tube of the air guide tube until the entire internal structure of the air basket is filled;
作为本发明的进一步优选,所述气禳包括内部结构和外部结构,外部结构为透水层,内部结构为空气禳本体,透水层包裹在空气禳本体外部;As a further preference of the present invention, the air basket includes an internal structure and an external structure, the outer structure is a water-permeable layer, the internal structure is the air basket body, and the water-permeable layer is wrapped around the outside of the air basket body;
作为本发明的进一步优选,所述桩体材料为混凝土或者固化土;As a further preference of the present invention, the pile material is concrete or solidified soil;
作为本发明的进一步优选,步骤S4中,灌注桩桩体凝固时间为28天;As a further preference of the present invention, in step S4, the solidification time of the cast-in-place pile body is 28 days;
作为本发明的进一步优选,双层导气管的内管与气压泵相连,双层导气管的外管与真空泵相连;As a further preference of the present invention, the inner tube of the double-layer air conduit is connected to the air pressure pump, and the outer tube of the double-layer air conduit is connected to the vacuum pump;
作为本发明的进一步优选,步骤S5中,底部软土或沉渣固结的时间为10-20天;As a further preference of the present invention, in step S5, the time for the bottom soft soil or sediment to consolidate is 10-20 days;
基于所述的预设反向摩阻力联合桩底土固结的方法形成的灌注桩,包括灌注桩本体,灌注桩本体桩体内底部设置气禳,气禳内部充填流态凝胶材料;The cast-in-place pile formed based on the method of preset reverse friction combined with soil consolidation at the bottom of the pile, includes a cast-in-place pile body, an air trap is provided at the bottom of the pile body of the cast-in-place pile body, and the inside of the air trap is filled with fluid gel material;
灌注桩桩体剩余部分充填混凝土或固化土。The remaining part of the cast-in-place pile body is filled with concrete or solidified soil.
通过以上技术方案,相对于现有技术,本发明具有以下有益效果:Through the above technical solutions, compared with the existing technology, the present invention has the following beneficial effects:
1、本发明在灌注桩内底部设置气禳,气禳内充气后,可以对灌注桩底部产生抬升力,桩周土对桩形成向上的侧摩阻力,使得桩体底部的侧摩阻力得到提升;1. The present invention provides an air trap at the bottom of the cast-in-place pile. After the air trap is inflated, it can generate a lifting force on the bottom of the cast-in-place pile. The soil around the pile forms upward lateral friction resistance on the pile, so that the lateral friction resistance at the bottom of the pile body is improved. ;
2、本发明布设在灌注桩底部的气禳为两层结构,其外层抽真空处理时在灌注桩桩底土中形成负压,内层充气对桩底形成挤压力,在正负压的共同作用下,桩底软土或沉渣发生固结,提高桩底土体的强度提高,从而提高桩体端承力;2. The air trap arranged at the bottom of the cast-in-place pile in the present invention has a two-layer structure. When the outer layer is evacuated, a negative pressure is formed in the soil at the bottom of the cast-in-place pile. The inner layer is inflated to form a squeezing force on the bottom of the pile. Under the positive and negative pressure, Under the joint action, the soft soil or sediment at the bottom of the pile is consolidated, which increases the strength of the soil at the bottom of the pile, thus increasing the end bearing capacity of the pile;
3、本发明在桩底软土发生固结后,气禳内部结构发生膨胀,注入的高强度凝胶材料在桩端形成了扩大的桩底,进一步提高了灌注桩的承载力。3. In the present invention, after the soft soil at the bottom of the pile is consolidated, the internal structure of the air box expands, and the injected high-strength gel material forms an enlarged pile bottom at the pile end, further improving the bearing capacity of the cast-in-place pile.
附图说明Description of the drawings
下面结合附图和实施例对本发明进一步说明。The present invention will be further described below in conjunction with the accompanying drawings and examples.
图1是本发明提供的优选实施例成孔后置入高强度气禳的结构示意图;Figure 1 is a schematic structural diagram of a preferred embodiment provided by the present invention in which a high-strength gas trap is inserted after hole formation;
图2是本发明提供的优选实施例灌注桩体材料成桩后的示意图;Figure 2 is a schematic diagram of the pile after the pile material is poured into the pile according to the preferred embodiment of the present invention;
图3是本发明提供的优选实施例通过双层导气管加压抽真空的示意图;Figure 3 is a schematic diagram of pressurizing and vacuuming through a double-layer air guide tube according to the preferred embodiment of the present invention;
图4是本发明提供的优选实施例填入高强度充填材料后的结构示意图;Figure 4 is a schematic structural diagram of the preferred embodiment provided by the present invention after filling with high-strength filling materials;
图5是本发明提供的双层导气管截面示意图。Figure 5 is a schematic cross-sectional view of the double-layer air guide tube provided by the present invention.
图中:1为灌注桩,2为桩孔,3为双层导气管,4为侧摩阻力,5为高强度气禳,6为流态凝胶材料,7为抬升力,8为外管,9为内管。In the picture: 1 is the cast-in-place pile, 2 is the pile hole, 3 is the double-layer air guide tube, 4 is the side friction resistance, 5 is the high-strength air trap, 6 is the fluid gel material, 7 is the lifting force, and 8 is the outer tube. , 9 is the inner tube.
具体实施方式Detailed ways
现在结合附图对本发明作进一步详细的说明。本申请的描述中,需要理解的是,术语“左侧”、“右侧”、“上部”、“下部”等指示的方位或位置关系为基于附图所示的方位或位置关系,仅是为了便于描述本发明和简化描述,而不是指示或暗示所指的装置或元件必须具有特定的方位、以特定的方位构造和操作,“第一”、“第二”等并不表示零部件的重要程度,因此不能理解为对本发明的限制。本实施例中采用的具体尺寸只是为了举例说明技术方案,并不限制本发明的保护范围。The present invention will now be described in further detail with reference to the accompanying drawings. In the description of this application, it should be understood that the orientation or positional relationship indicated by the terms "left side", "right side", "upper part", "lower part", etc. are based on the orientation or positional relationship shown in the drawings, and are only In order to facilitate the description of the present invention and simplify the description, it is not intended to indicate or imply that the device or element referred to must have a specific orientation, be constructed and operate in a specific orientation, and "first", "second", etc. do not refer to components. importance and therefore should not be construed as limitations of the invention. The specific dimensions used in this embodiment are only for illustrating the technical solution and do not limit the scope of the present invention.
桩基作为增加软土地基的重要方式,提高其承载力至关重要,研究表明,桩基的承载力影响因素主要包括两点,第一是桩的侧摩阻力,影响侧摩阻力发挥程度的因素主要是桩基本身应变大小,侧摩阻力发挥的越充分,那么桩的承载力就越大;第二是桩的桩端端承力,影响其发挥的主要因素为桩端土的软弱程度,因此桩端土的强度越大,端承力也就越大。Pile foundation is an important way to increase the soft soil foundation, and it is crucial to improve its bearing capacity. Research shows that the factors affecting the bearing capacity of pile foundations mainly include two points. The first is the side friction resistance of the pile, which affects the degree of side friction resistance. The main factor is the strain of the pile foundation itself. The more fully the lateral friction resistance is exerted, the greater the bearing capacity of the pile. The second factor is the end bearing capacity of the pile. The main factor affecting its performance is the softness of the soil at the pile end. , so the greater the strength of the soil at the pile end, the greater the end bearing capacity.
为了达到上述提升桩基承载力的目的,本申请提供一种预设反向摩阻力联合桩底土固结的方法,可以有效提高灌注桩1的承载能力,具体包括以下步骤:In order to achieve the above-mentioned purpose of increasing the bearing capacity of the pile foundation, this application provides a method of presetting the reverse friction resistance and consolidating the pile subsoil, which can effectively improve the bearing capacity of the cast-in-place pile 1, specifically including the following steps:
步骤S1:在地基内打入灌注桩1,对灌注桩进行成孔操作(沉管灌注桩或钻孔灌注桩),在灌注桩内形成桩孔2。Step S1: Drive the cast-in-place pile 1 into the foundation, perform a hole-forming operation on the cast-in-place pile (sinking cast-in-place pile or drilled cast-in-place pile), and form a pile hole 2 in the cast-in-place pile.
步骤S2:图1所示,将一个高强度气禳5放置在桩孔底部,在气禳表面安装一根双层导气管3,并将双层导气管沿桩孔伸出灌注桩,其中气禳同样为双层结构,这里为了方便阐述,将气禳分成内部结构和外部结构两个部分,外部结构为透水层,内部结构为空气禳本体,透水层包裹在空气禳本体外部,气禳的空气禳本体与双层导气管的内管9连通,气禳的透水层与双层导气管的外管8连通(图5所示,内管用于高压注气,外管用于真空抽气);透水层选用高强度的透水材料制成,当对透水层进行抽真空处理时,可以形成排水、导气通道。Step S2: As shown in Figure 1, place a high-strength air trap 5 at the bottom of the pile hole, install a double-layer air conduit 3 on the surface of the air cone, and extend the double-layer air conduit pipe out of the cast-in-place pile along the pile hole. The steamer is also a double-layer structure. For the convenience of explanation, the steamer is divided into two parts: the internal structure and the external structure. The outer structure is the water-permeable layer, and the inner structure is the air steamer body. The water-permeable layer is wrapped around the outside of the air steamer body. The air casing body is connected to the inner tube 9 of the double-layer air duct, and the water-permeable layer of the air casing is connected to the outer tube 8 of the double-layer air duct (as shown in Figure 5, the inner tube is used for high-pressure gas injection, and the outer tube is used for vacuum extraction); The permeable layer is made of high-strength permeable materials. When the permeable layer is vacuumed, drainage and air conduction channels can be formed.
步骤S3:向桩孔内注入桩体材料,所述桩体材料为混凝土或者固化土,图2所示,成桩。Step S3: Inject pile material into the pile hole, and the pile material is concrete or solidified soil, as shown in Figure 2, to form a pile.
步骤S4:灌注桩桩体凝固若干天后(这里水泥的水化反应时间约束为28天),双层导气管的内管与气压泵相连,双层导气管的外管与真空泵相连,图3所示,通过双层导气管向气禳的内部结构注气,对气禳的外部结构抽真空;空气禳本体内充气后会进行膨胀,导致桩体有向上抬升趋势,桩相对于土向上位移,桩周土对桩产生一个向下的侧摩阻力4,随着空气禳本体的膨胀,抬升力7小于桩侧摩阻力,也就是说,本申请中桩的侧摩阻力要远大于传统桩;Step S4: After the cast-in-place pile body solidifies for several days (the hydration reaction time of the cement here is constrained to 28 days), the inner tube of the double-layer air conduit is connected to the air pressure pump, and the outer tube of the double-layer air conduit is connected to the vacuum pump, as shown in Figure 3 Indicates that air is injected into the internal structure of the air trap through the double-layer air duct, and the external structure of the air trap is evacuated; the air trap body will expand after being inflated, causing the pile body to have an upward lifting tendency, and the pile will move upward relative to the soil. The soil around the pile produces a downward lateral frictional resistance 4 on the pile. As the air body expands, the lifting force 7 is less than the lateral frictional resistance of the pile. In other words, the lateral frictional resistance of the pile in this application is much greater than that of the traditional pile;
同时透水层进行抽真空过程中,真空负压由外管传递至桩底,在桩底土中形成负压,除此之外,空气禳本体膨胀,也会对桩底土形成挤压力,在正负压的共同作用下对桩端土体形成固结作用,导致桩底土体的强度提高,从而提高桩体端承力,固结作用中产生的水由外管排出桩体,通过负压真空,可以再一次有效加固桩端土体。At the same time, during the vacuuming process of the permeable layer, the vacuum negative pressure is transmitted from the outer tube to the bottom of the pile, forming a negative pressure in the soil at the bottom of the pile. In addition, the expansion of the air box itself will also form a squeezing force on the soil at the bottom of the pile. Under the combined action of negative pressure, the soil at the pile end is consolidated, resulting in an increase in the strength of the soil at the pile bottom, thereby increasing the pile end bearing capacity. The water generated during the consolidation is discharged from the pile body through the outer tube and passes through the negative pressure. Vacuum can once again effectively strengthen the soil at the pile end.
步骤S5:待灌注桩底部软土或沉渣固结一段时间后,这里,根据土体性质确定,底部软土或沉渣固结的时间为10-20天,停止向气禳的内部结构注气,以及停止对气禳的外部结构抽真空,即停止负压固结和充气,灌注桩柱底软土或沉渣固结结束。Step S5: After the soft soil or sediment at the bottom of the cast-in-place pile has consolidated for a period of time, here, depending on the properties of the soil, the time for the soft soil or sediment at the bottom to consolidate is 10-20 days, stop injecting gas into the internal structure of the air bowl. And stop vacuuming the external structure of the gas cylinder, that is, stop negative pressure consolidation and inflation, and the consolidation of soft soil or sediment at the bottom of the poured pile column is completed.
步骤S6:此时气禳内部结构膨胀,图4所示,通过导气管的内管向气禳的内部结构注入流态凝胶材料6,直至注满整个气禳内部结构,凝练材料注满后,会在短时间内迅速凝固,形成高强度固体,而由于桩底土发生固结,导致气禳膨胀,体积大于桩的直径,因此凝练材料的快速凝固会在桩端形成扩大的桩底,这也有效提高了桩的承载力;此种做法还可以达到一个效果,对于原始桩体在进行钻孔时,会在孔底残留一定的残渣,而流态凝胶材料可以避免残渣引起的桩端土软弱问题。Step S6: At this time, the internal structure of the air trap expands. As shown in Figure 4, the fluid gel material 6 is injected into the internal structure of the air trap through the inner tube of the air guide tube until the entire internal structure of the air trap is filled. After the condensed material is filled , will solidify rapidly in a short period of time to form a high-strength solid. However, due to the consolidation of the soil at the bottom of the pile, the air mass will expand and the volume will be larger than the diameter of the pile. Therefore, the rapid solidification of the condensed material will form an enlarged pile bottom at the pile end. This It also effectively improves the bearing capacity of the pile; this approach can also achieve an effect. When the original pile body is drilled, a certain amount of residue will remain at the bottom of the hole, and the fluid gel material can avoid pile ends caused by the residue. Soil weakness problem.
最后主要说明的一点是,通过气压泵向空气禳本体注气形成的气压大小,需要预先计算桩体的侧摩阻力,这个侧摩阻力的具体计算方式需要按照实际需求计算设定,这里不做赘述。The last main point to explain is that the air pressure formed by injecting air into the air pile body through the air pressure pump needs to be calculated in advance for the side friction resistance of the pile. The specific calculation method for this side friction resistance needs to be calculated and set according to actual needs, which will not be done here. Repeat.
按照上述方法形成的灌注桩,如图4所示,包括灌注桩本体,灌注桩本体桩体内底部设置气禳,气禳内部充填流态凝胶材料。The cast-in-place pile formed according to the above method, as shown in Figure 4, includes a cast-in-place pile body, an air bowl is provided at the bottom of the pile body, and the inside of the air bowl is filled with fluid gel material.
综上可知,本申请通过提高桩的侧摩阻力以及桩端端承力,最终实现桩承载力的提高。In summary, it can be seen that this application ultimately improves the pile bearing capacity by increasing the side friction resistance of the pile and the pile end bearing capacity.
本技术领域技术人员可以理解,除非另外定义,这里使用的所有术语(包括技术术语和科学术语)具有与本申请所属领域中的普通技术人员的一般理解相同的意义。还应该理解的是,诸如通用字典中定义的那些术语应该被理解为具有与现有技术的上下文中的意义一致的意义,并且除非像这里一样定义,不会用理想化或过于正式的含义来解释。It will be understood by one of ordinary skill in the art that, unless otherwise defined, all terms (including technical terms and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs. It should also be understood that terms such as those defined in general dictionaries are to be understood to have meanings consistent with their meaning in the context of the prior art, and are not to be taken in an idealized or overly formal sense unless defined as herein. explain.
本申请中所述的“和/或”的含义指的是各自单独存在或两者同时存在的情况均包括在内。The meaning of "and/or" mentioned in this application means that each exists alone or both exist at the same time.
本申请中所述的“连接”的含义可以是部件之间的直接连接也可以是部件间通过其它部件的间接连接。The meaning of "connection" in this application may be a direct connection between components or an indirect connection between components through other components.
以上述依据本发明的理想实施例为启示,通过上述的说明内容,相关工作人员完全可以在不偏离本项发明技术思想的范围内,进行多样的变更以及修改。本项发明的技术性范围并不局限于说明书上的内容,必须要根据权利要求范围来确定其技术性范围。Taking the above-mentioned ideal embodiments of the present invention as inspiration and through the above description, relevant workers can make various changes and modifications without departing from the scope of the technical idea of the present invention. The technical scope of the present invention is not limited to the content in the description, and must be determined based on the scope of the claims.
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