WO2022021469A1 - 一种在砂层或碎石层中施工沉管夯扩灌注桩的方法 - Google Patents

一种在砂层或碎石层中施工沉管夯扩灌注桩的方法 Download PDF

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WO2022021469A1
WO2022021469A1 PCT/CN2020/107609 CN2020107609W WO2022021469A1 WO 2022021469 A1 WO2022021469 A1 WO 2022021469A1 CN 2020107609 W CN2020107609 W CN 2020107609W WO 2022021469 A1 WO2022021469 A1 WO 2022021469A1
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pile
pipe
hole
pipeline
concrete
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PCT/CN2020/107609
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English (en)
French (fr)
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刘清洁
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陕西龙海新创基础工程有限公司
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Publication of WO2022021469A1 publication Critical patent/WO2022021469A1/zh

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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
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D33/00—Testing foundations or foundation structures
    • 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
    • E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
    • 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

Definitions

  • the invention relates to the field of building construction, in particular to a method for constructing an immersed pipe ramming and expanding cast-in-place pile in a sand layer or a gravel layer.
  • the soil layer of the proposed construction site is a sand layer or a gravel layer.
  • the upper part of the sand layer or the gravel layer is not compact, while the lower layer has a very dense sand or gravel layer.
  • the standard penetration number is greater than 15.
  • bored cast-in-place piles are used in the prior art, and the ultimate resistance of the pile side and the ultimate end resistance of the bored cast-in-situ piles are compared with the construction method of immersed tube ramming and expanding piles. much lower.
  • the same medium sand layer is the bearing layer at the end of the pile, and the limit value of the pile end resistance of the immersed tube ramming pile is 8000KPa. After repeated hammering, the actual end resistance value can be above 10000KPa, while the limit end resistance of the bored pile is only is 1900KPa.
  • it is difficult to construct the immersed tube into the sand layer or gravel layer site and it is impossible to ensure that the bottom end of the pile pipe enters the sand layer or gravel layer of the bearing layer. Therefore, it can be realized by the long auger drilling process, but the collapse of the leading hole in the sand layer or the gravel layer is inevitable, so it is impossible to ensure that the immersed tube can form a hole to the designed bearing layer.
  • the purpose of the present invention is to provide a method for constructing immersed pipe ramming and expanding cast-in-place piles in sand or gravel layers, so as to solve the above-mentioned problems in the prior art, ensure the depth of the immersed pipe into holes, and avoid hole collapse.
  • the present invention provides the following scheme:
  • the invention provides a method for constructing an immersed pipe ramming and expanding cast-in-place pile in a sand layer or a gravel layer, comprising the following steps:
  • Step 1 At the pile position, use a long auger to lead the hole, the depth of the lead hole is less than the design pile length, and the diameter of the lead hole is greater than the diameter of the pile pipe;
  • Step 2 inject mud or chemical slurry into the bottom of the hole from the central steel pipe of the long auger, and grouting while lifting the drill pipe to ensure that the sand layer or gravel layer does not collapse the hole;
  • Step 3 Use the immersed tube ramming and expanding pile equipment to hammer and sink the steel pile pipe conforming to the design into the introduced hole, so that the mud or chemical slurry is partially extruded from the pile pipe to the ground;
  • Step 4 place the steel reinforcement cage in the pile pipe, and pour concrete into the pile pipe, and the concrete pouring height is the height of the concrete after pulling out the pile pipe and the designed pile top elevation;
  • Step 5 Pull out the pile pipe and vibrate the upper end of the pile with a vibrating rod, and the construction of the pile is completed.
  • the pile pipe to be constructed includes an inner pipe and an outer pipe, the bottom end of the outer pipe is open, and the bottom end of the inner pipe is closed; the outer diameter of the inner pipe is smaller than the inner diameter of the outer pipe, and the length of the inner pipe is less than the length of the outer tube.
  • a hammer to sink the inner tube and outer tube into the hole at the same time; lift out the inner tube, add dry hard concrete into the outer tube, put the inner tube into the outer tube, and put the inner tube into the outer tube.
  • the dry-hard concrete hammer rammer expands out of the bottom end of the outer pipe, and squeezes and expands into a concrete expansion head at the bottom end of the outer pipe, and the construction is repeated until the diameter of the concrete expansion head meets the design requirements.
  • the diameter of the pile after construction is between 400mm and 600mm, and the length of the pile is between 4m and 40m.
  • the invention achieves the purpose of preventing the hole from collapsing, thereby ensuring that the depth of the hole formed by the immersed tube reaches the designed bearing layer, and the limit value of the resistance of the pile end meets the requirements.
  • the bearing capacity of the single pile is relatively large, the diameter of the pile is small, the construction period is short, and the cost is low.
  • the purpose of the present invention is to provide a method for constructing immersed pipe ramming and expanding cast-in-place piles in sand or gravel layers, so as to solve the above-mentioned problems in the prior art, ensure the depth of the immersed pipe into holes, and avoid hole collapse.
  • the invention provides a method for constructing an immersed pipe ramming and expanding cast-in-place pile in a sand layer or a gravel layer, comprising the following steps:
  • Step 1 At the pile position, use a long auger to lead the hole, the depth of the lead hole is less than the design pile length, and the diameter of the lead hole is greater than the diameter of the pile pipe;
  • Step 2 inject mud or chemical slurry into the bottom of the hole from the central steel pipe of the long auger, and grouting while lifting the drill pipe to ensure that the sand layer or gravel layer does not collapse the hole;
  • Step 3 Use the immersed pipe ramming and expanding pile equipment to hammer and sink the steel pile pipe that conforms to the design into the introduced hole, so that the mud or chemical slurry is partially extruded from the pile pipe to the ground;
  • Step 4 place the steel reinforcement cage in the pile pipe, and pour concrete into the pile pipe, and the concrete pouring height is the height of the concrete after pulling out the pile pipe and the designed pile top elevation;
  • Step 5 Pull out the pile pipe and vibrate the upper end of the pile with a vibrating rod, and the construction of the pile is completed.
  • the pile pipe to be constructed includes an inner pipe and an outer pipe, the bottom end of the outer pipe is open, and the bottom end of the inner pipe is closed; the outer diameter of the inner pipe is smaller than the inner diameter of the outer pipe, and the length of the inner pipe is less than the length of the outer tube.
  • the pile pipe to be constructed uses a hammer to sink the inner tube and outer tube into the hole at the same time; lift the inner tube, add dry hard concrete into the outer tube, put the inner tube into the outer tube, and hammer the dry hard concrete in the outer tube.
  • the bottom end of the outer pipe is expanded by ramming, and a concrete expansion head is extruded and expanded at the bottom end of the outer pipe, and the construction is repeated until the diameter of the concrete expansion head meets the design requirements.
  • the diameter of the pile after construction is between 400 and 600mm, and the length of the pile is between 4m and 40m.
  • the designed pile diameter is Pile length is 15m
  • Bored pile bearing capacity 2.198x(22x5+30x8+70x20)+1900x0.38
  • the cost of a single pile is 11,600 yuan, but the single pile bearing capacity of the immersed pipe ramming and expanded cast-in-situ pile of the invention is more than 3000KN, and the single pile bearing capacity is 2.47 times that of the bored cast-in-place pile. 40% for bored piles.
  • the soil layer of the proposed construction site of a project is: silt, the layer thickness is 5 meters, the average number of standard penetrations is 9, the silty sand, the layer thickness is 8 meters, the average number of standard penetrations is 11, the medium sand, the layer The thickness is 15 meters, and the average number of standard penetration hits is 18;
  • this project adopts hammering double casing ramming and expanding pile, and the pile diameter is The length of the pile is 14 meters, the end of the pile enters the sand layer in the layer of 1 meter, and the diameter of the concrete expansion head at the bottom of the pile is The concrete strength of the pile body is C40, and the main reinforcement of the steel cage is 6 The standard value of single pile bearing capacity limit is 3000KN.
  • the mud is injected into the hole from the long spiral central pipe through the conveying pump, and the mud is injected into the hole while lifting the drill pipe.
  • the height of the mud injection is 5m, that is, the bottom of the silt layer.

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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

本发明公开一种在砂层或碎石层中施工沉管夯扩灌注桩的方法，涉及建筑施工领域，包括如下步骤：步骤一；在桩位处先用长螺旋钻机引孔，引孔深度小于设计桩长，引孔直径大于桩管直径；步骤二；从长螺旋钻中心钢管内向孔底注入泥浆或化学浆，边提钻杆边注浆，保证砂层或碎石层不塌孔；步骤三；用沉管夯扩桩设备将与设计相符的钢桩管锤击沉入已引的孔中，使泥浆或化学浆部分从桩管外挤出地面；步骤四；将钢筋笼安放在桩管内，并向桩管内灌注混凝土，混凝土灌注高度为拔出桩管后混凝土的高度与设计桩顶标高相符；步骤五；拔出桩管，并对桩上端采用振动棒振捣，该桩施工完毕。本发明可保证沉管成孔的深度，同时避免塌孔。

Description

一种在砂层或碎石层中施工沉管夯扩灌注桩的方法 技术领域
本发明涉及建筑施工领域，特别是涉及一种在砂层或碎石层中施工沉管夯扩灌注桩的方法。
背景技术
随着工业与民用建筑的不断发展，经常遇到拟建场地土层为砂层或碎石层，通常地层上部分砂层或碎石层不密实，而下层有一个很密实的砂层或碎石层，标贯击数大于15击，对于这样的土层，现有技术采用钻孔灌注桩，而钻孔灌注桩的桩侧极限阻力和桩端极限端阻力比较沉管夯扩桩施工方法低很多。同样的中砂层为桩端持力层，而采用沉管夯扩桩桩端阻力极限值＝8000KPa，经反复锤击后实际端阻力值可在10000KPa以上，而钻孔灌注桩极限端阻力仅为1900KPa。但沉管成孔在砂层或碎石层场地施工困难，无法保证桩管底端进入持力层的砂层或碎石层内。所以采用长螺旋钻引孔工艺可以实现，但在砂层或碎石层中引孔塌孔是必然发生，从而也无法保证沉管成孔至设计持力层。
发明内容
本发明的目的是提供一种在砂层或碎石层中施工沉管夯扩灌注桩的方法，以解决上述现有技术存在的问题，可保证沉管成孔的深度，同时避免塌孔。
为实现上述目的，本发明提供了如下方案：
本发明提供一种在砂层或碎石层中施工沉管夯扩灌注桩的方法，包括如下步骤：
步骤一；在桩位处先用长螺旋钻机引孔，引孔深度小于设计桩长，引孔直径大于桩管直径；
步骤二；从长螺旋钻中心钢管内向孔底注入泥浆或化学浆，边提钻杆边注浆，保证砂层或碎石层不塌孔；
步骤三；用沉管夯扩桩设备将与设计相符的钢桩管锤击沉入已引的孔 中，使泥浆或化学浆部分从桩管外挤出地面；
步骤四；将钢筋笼安放在桩管内，并向桩管内灌注混凝土，混凝土灌注高度为拔出桩管后混凝土的高度与设计桩顶标高相符；
步骤五；拔出桩管，并对桩上端采用振动棒振捣，该桩施工完毕。
可选的，施工的桩管包括内管和外管，所述外管底端开口，所述内管底端封闭；所述内管外直径小于所述外管内直径，所述内管长度小于所述外管的长度。
可选的，施工时用锤将套设在一起的内管和外管同时沉入孔中；提出内管，向外管内加入干硬性混凝土，再将内管放入外管内，将外管内的干硬性混凝土锤击夯扩出外管底端，在外管底端挤扩成一个混凝土扩大头，如此反复施工，直至混凝土扩大头直径符合设计要求。
可选的，施工后的桩径为400～600mm之间，桩长为4m～40m之间。
本发明相对于现有技术取得了以下技术效果：
本发明实现了防止塌孔的目的，从而可保证沉管成孔的深度至设计持力层，且桩端阻力极限值符合要求。单桩承载力比较大，桩径小，施工周期短，费用低。
具体实施方式
下面将结合本发明实施例，对本发明实施例中的技术方案进行清楚、完整地描述，显然，所描述的实施例仅仅是本发明一部分实施例，而不是全部的实施例。基于本发明中的实施例，本领域普通技术人员在没有做出创造性劳动前提下所获得的所有其他实施例，都属于本发明保护的范围。
本发明的目的是提供一种在砂层或碎石层中施工沉管夯扩灌注桩的方法，以解决上述现有技术存在的问题，可保证沉管成孔的深度，同时避免塌孔。
为使本发明的上述目的、特征和优点能够更加明显易懂，下面结合具体实施方式对本发明作进一步详细的说明。
本发明提供一种在砂层或碎石层中施工沉管夯扩灌注桩的方法，包括如下步骤：
步骤一；在桩位处先用长螺旋钻机引孔，引孔深度小于设计桩长，引孔直径大于桩管直径；
步骤二；从长螺旋钻中心钢管内向孔底注入泥浆或化学浆，边提钻杆边注浆，保证砂层或碎石层不塌孔；
步骤三；用沉管夯扩桩设备将与设计相符的钢桩管锤击沉入已引的孔中，使泥浆或化学浆部分从桩管外挤出地面；
步骤四；将钢筋笼安放在桩管内，并向桩管内灌注混凝土，混凝土灌注高度为拔出桩管后混凝土的高度与设计桩顶标高相符；
步骤五；拔出桩管，并对桩上端采用振动棒振捣，该桩施工完毕。
进一步优选的，施工的桩管包括内管和外管，所述外管底端开口，所述内管底端封闭；所述内管外直径小于所述外管内直径，所述内管长度小于所述外管的长度。施工时用锤将套设在一起的内管和外管同时沉入孔中；提出内管，向外管内加入干硬性混凝土，再将内管放入外管内，将外管内的干硬性混凝土锤击夯扩出外管底端，在外管底端挤扩成一个混凝土扩大头，如此反复施工，直至混凝土扩大头直径符合设计要求。施工后的桩径为400～600mm之间，桩长为4m～40m之间。
实施例一
拟建场地地层从上而下分别为，1、粉土层，层厚5米，标贯击数为8击，孔隙比e＝0.9，桩侧的极限侧阻力为＝22Kpa；2、粉细砂层，层厚8米，标贯击数10击，桩的极限侧阻力为＝30Kpa；3、中砂层，层厚15米，标贯击数为18击，桩的极限侧阻力为＝70Kpa，该中砂层的极限端阻力＝1900Kpa。
按照《建筑桩基技术规范》有关规定计算单桩承载力：
设计桩径为
Figure PCTCN2020107609-appb-000001
桩长为15m
钻孔灌注桩承载力＝2.198x(22x5+30x8+70x20)+1900x0.38
＝490+722
＝1212(KN)
单桩的混凝土方量为V＝15x0.35x0.35x3.14＝5.8立方米。按目前市场施工单价2000元/m 3，单桩费用为11600元，而采用本发明沉管夯扩灌注 桩单桩承载力＞3000KN，单桩承载力是钻孔灌注桩的2.47倍，其费用为钻孔灌注桩40％。
本发明施工过程：
某工程拟建场地土层为，粉土，层厚5米，标贯击数平均值为9击，粉细砂，层厚8米，标贯击数平均值为11击，中砂，层厚15米，标贯击数平均值为18击；
设计参数，本工程采用锤击双重套管夯扩桩，桩径为
Figure PCTCN2020107609-appb-000002
桩长为14米，桩端进入层中砂层1米，桩底端混凝土扩大头直径为
Figure PCTCN2020107609-appb-000003
桩体混凝土强度为C40，钢筋笼主筋为6根
Figure PCTCN2020107609-appb-000004
单桩承载力极限标准值为3000KN。
施工程序：
1.在桩位处用直径为
Figure PCTCN2020107609-appb-000005
的长螺旋钻引孔深度为10m。
2.通过输送泵将泥浆从长螺旋中心管注入孔内，边提升钻杆边向孔内注泥浆，注泥浆高度为5m，即粉土层底部。
3.用沉管夯扩桩设备将外管直径为
Figure PCTCN2020107609-appb-000006
长度为14m，外管底端开口。内管直径
Figure PCTCN2020107609-appb-000007
长度为13.9m，内管底端封闭。将内管放入外管内，将内外管同时锤击沉入土中14m。
4.抽出内管，向外管内灌入0.3m 3干硬性混凝土。
5.再将内管放入外管内把外管内的0.3m 3干硬性混凝土锤击挤出外管底端，必然在外管底端形成一个扩大头。
6.拔出内管，将制作好的长度为14m钢筋笼放入外管内，再向外管内灌注桩体混凝土，混凝土塌落度为22cm，强度为C40，灌注高度为设计桩体长度加外管壁厚所占体积。
7.用锤反复振动桩外管，将内管压在外管内混凝土表面，缓慢匀速拔出外管，对桩上端四米采用振动棒振捣，该桩施工完成。后经静力荷载检测单桩竖向极限承载力标准值为3000KN时，沉降为15mm，满足设计要求。
本发明中应用了具体个例对本发明的原理及实施方式进行了阐述，以上实施例的说明只是用于帮助理解本发明的方法及其核心思想；同时，对于本领域的一般技术人员，依据本发明的思想，在具体实施方式及应用范 围上均会有改变之处。综上所述，本说明书内容不应理解为对本发明的限制。

Claims (4)

  1. 一种在砂层或碎石层中施工沉管夯扩灌注桩的方法，其特征在于：包括如下步骤：
    步骤一；在桩位处先用长螺旋钻机引孔，引孔深度小于设计桩长，引孔直径大于桩管直径；
    步骤二；从长螺旋钻中心钢管内向孔底注入泥浆或化学浆，边提钻杆边注浆，保证砂层或碎石层不塌孔；
    步骤三；用沉管夯扩桩设备将与设计相符的钢桩管锤击沉入已引的孔中，使泥浆或化学浆部分从桩管外挤出地面；
    步骤四；将钢筋笼安放在桩管内，并向桩管内灌注混凝土，混凝土灌注高度为拔出桩管后混凝土的高度与设计桩顶标高相符；
    步骤五；拔出桩管，并对桩上端采用振动棒振捣，该桩施工完毕。
  2. 根据权利要求1所述的在砂层或碎石层中施工沉管夯扩灌注桩的方法，其特征在于：施工的桩管包括内管和外管，所述外管底端开口，所述内管底端封闭；所述内管外直径小于所述外管内直径，所述内管长度小于所述外管的长度。
  3. 根据权利要求2所述的在砂层或碎石层中施工沉管夯扩灌注桩的方法，其特征在于：施工时用锤将套设在一起的内管和外管同时沉入孔中；提出内管，向外管内加入干硬性混凝土，再将内管放入外管内，将外管内的干硬性混凝土锤击夯扩出外管底端，在外管底端挤扩成一个混凝土扩大头，如此反复施工，直至混凝土扩大头直径符合设计要求。
  4. 根据权利要求1所述的在砂层或碎石层中施工沉管夯扩灌注桩的方法，其特征在于：施工后的桩径为400～600mm之间，桩长为4m～40m之间。
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