WO2021082767A1 - 一种基于增强纤维和偏高岭土的加压灌注桩的施工方法 - Google Patents
一种基于增强纤维和偏高岭土的加压灌注桩的施工方法 Download PDFInfo
- Publication number
- WO2021082767A1 WO2021082767A1 PCT/CN2020/115195 CN2020115195W WO2021082767A1 WO 2021082767 A1 WO2021082767 A1 WO 2021082767A1 CN 2020115195 W CN2020115195 W CN 2020115195W WO 2021082767 A1 WO2021082767 A1 WO 2021082767A1
- Authority
- WO
- WIPO (PCT)
- Prior art keywords
- pile
- concrete
- fiber
- metakaolin
- soil
- Prior art date
Links
Classifications
-
- 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
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/001—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing unburned clay
-
- 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
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02P—CLIMATE CHANGE MITIGATION TECHNOLOGIES IN THE PRODUCTION OR PROCESSING OF GOODS
- Y02P40/00—Technologies relating to the processing of minerals
- Y02P40/10—Production of cement, e.g. improving or optimising the production methods; Cement grinding
Definitions
- the invention is a construction method based on reinforced fiber and geopolymer pressurized cast-in-place pile foundation, and belongs to the technical field of civil engineering.
- Geopolymers are new types of cementing materials that use natural minerals, solid wastes, and artificial silicon-aluminum compounds as raw materials, and are called "green cementing materials in the 21st century.”
- metakaolin which has been used as an additional material for high-strength concrete in recent years.
- metakaolin 10%-15% instead of cement base material can increase the tensile strength of concrete by 1.3 times and the compressive strength by 2.0 times.
- Adding a certain proportion of steel fiber to concrete can not only improve its own compressive strength, tensile strength, toughness and carbonization resistance, but also can be used in many special constructions where steel bars cannot be used to increase the strength.
- the idea is to use steel fiber, polypropylene fiber, carbon fiber or basalt fiber and other fiber-reinforced materials to improve the characteristics of poor tensile properties and poor ductility of concrete; use geopolymers (abbreviated as geopolymers) using natural mineral metakaolin as raw materials It can improve the tensile strength, compressive strength and durability of concrete; the construction method of bored pressure grouting does not require mud wall protection, no sediment, no mud pollution, fast construction speed, low cost, and full pile body Due to its high rate, a construction method of pressurized cast-in-place pile foundation based on reinforced fiber and geopolymer is proposed.
- the present invention provides a construction method for pressurized cast-in-place piles based on reinforced fibers and metakaolin.
- Use fiber reinforced materials such as steel fiber, polypropylene fiber, carbon fiber or basalt fiber to improve the characteristics of poor tensile properties and poor ductility of concrete; use geopolymers (referred to as geopolymers) using natural mineral metakaolin as raw materials to improve The characteristics of concrete tensile strength, compressive strength and durability; the construction method of bored piles does not require mud wall protection, no sediment, no mud pollution, fast construction speed, low cost, and high pile filling rate.
- the first step fixed-point laying out according to the specific pile position, the pile position measurement error is not more than 10 mm. Take the center point of the pile as the center to dig out a circular foundation pit 300 mm larger than the designed pile diameter. The depth is subject to the removal of surface construction waste and stones.
- the steel protective tube (the diameter of the protective tube is D+200 mm, D Is the construction pile diameter) and fixed vertically at the pile position. It is required that the center deviation of the protective tube is not more than 2 cm, and the inclination is not more than 0.5%. After calibration, bury the outer side of the protective tube with plain soil to ensure that the protective tube does not float up and shift during drilling.
- Step 2 Treat the foundation of the pile machine operation area, and the foundation bearing capacity is required to reach 160 kN/m2.
- the bedding of the drilling rig is stable to ensure that the machine body is flat and the drill rod is vertical and stable.
- the lower end of the drill pipe is 10-20 cm away from the ground, and the drill bit is aligned with the pile position.
- the offset between the drill point and the pile point shall not be greater than 10 mm.
- the verticality is controlled within 1%.
- Step 3 Start the drill and lower the drill bit at a steady speed.
- the drilling speed should be determined according to the soil conditions: the miscellaneous fill and coarse-grained soil should be controlled at 1.0 m/min, and the soft clay, silt, and sandy soil should be controlled at 1.5 m/min.
- it is required not to change the rotation direction of the drilling rig or to raise the drill pipe. While rotating the drill pipe, remove the muck at the edge of the hole to prevent the soil from falling when the drill pipe is raised.
- the theodolite should be used to correct the verticality during the drilling process ( ⁇ 1%) . Stop the drilling rig after drilling to the design elevation.
- Step 4 Configure reinforced fiber and geopolymer concrete.
- the geopolymer is metakaolin with a particle size of ⁇ 0.045 mm, and the blending amount is 60 ⁇ 70 kg/m3;
- the reinforcing fiber is a steel fiber with a length of ⁇ 2 cm, and the tensile strength is required to be ⁇ 500 MPa, the elongation at break is not less than 10%, the blending amount is 15-20 kg/m3; the coarse aggregate particle size is 5-25 mm; the slump is 180 mm-220 mm; the initial setting time is ⁇ 6 hours.
- Step 5 After lifting the drill rod 200 mm, stop lifting the drill and start to use the ground pump to transport the reinforced fiber and geopolymer concrete.
- the maximum pressure of pumping concrete is 2 MPa, not less than 1 MPa.
- the drill continues to be lifted at a speed of ⁇ 2 m/min, and at the same time, the concrete is pumped continuously at a pressure of 1 MPa ⁇ 2 MPa.
- the distance between the ground pump and the drilling rig should be controlled within 60m, the concrete should be continuously mixed, and the height of the concrete in the top funnel should be ⁇ 40 cm, and the drill bit should always be buried under the concrete surface not less than 1m.
- the filling ratio of reinforced fiber and geopolymer concrete required to be poured (the ratio of the actual volume of concrete poured to the theoretical volume of the pile calculated according to the design diameter and depth of the pile) is 1.1 to 1.2.
- the measures of slowing down the lifting speed and increasing the grouting pressure can be used to regrouting the pile.
- Step 6 When the poured concrete should exceed the top of the pile by 500 mm-1000 mm, the reinforcement cage shall be inserted after the anchorage length is ⁇ 100 cm, extending 100 cm from the top of the pile as the pre-embedded steel bar connected to the pile cap. Complete construction.
- the characteristic value of single pile bearing capacity can reach 1200 kN or more;
- the concrete is dense and has the effect of infiltration and compaction of the soil around the pile hole, which increases the pile side friction resistance, so the single pile has high bearing capacity and strong pull resistance.
- the pile body adopts reinforced fiber, geopolymer and concrete composite materials to improve the strength of the pile body.
- the post-insertion steel cage does not require the full length of the pile body to be laid, which is economical and simple in construction.
- Figure 1 is a schematic diagram of the construction process of the present invention.
- circular foundation pit 1 steel casing 2; power unit 3; hollow drill pipe 4; top cavity 5; ground pump 6; reinforced fiber and geopolymer pile 7; embedded steel bar 8.
- the protective tube 2 to ensure the quality of the concrete construction at the top of the pile, the hollow drill rod 4 is driven by the power device 3, and the hollow drill rod 4 is rotated in the foundation soil to the design elevation of the designed pile bottom, and then the hollow drill rod 4 is rotated in the reverse direction, during the lifting process
- the composite concrete material with added fiber and metakaolin is poured into the cavity 5 and the hollow drill rod 4 through the pressure of the ground pump 6 to form the pile body 7, and finally the pre-embedded steel bars 8 are inserted.
- the specific steps are as follows:
- a. Perform fixed-point laying out according to the specific pile position, and the pile position measurement error shall not exceed 10 mm.
- the steel protective tube 2 (the diameter of the protective tube is D+200 mm , D is the diameter of the construction pile) is vertically fixed at the pile position. It is required that the center deviation of the protective tube is not more than 2 cm, and the inclination is not more than 0.5%. After calibration, bury the outer side of the protective tube with plain soil to ensure that the protective tube does not float up and shift during drilling.
- the foundation bearing capacity is required to reach 160 kN/m2.
- the bedding of the drilling rig is stable to ensure that the machine body is flat and the drill pipe 4 is vertical and stable.
- the lower end of the drill rod 4 is 10-20 cm away from the ground, and the drill bit is aligned with the pile position.
- the offset between the drill bit and the pile point shall not be greater than 10 mm.
- the verticality is controlled within 1%.
- the drilling speed should be determined according to the soil conditions: the miscellaneous fill and coarse-grained soil should be controlled at 1.0 m/min, and the soft clay, silt, and sandy soil should be controlled at 1.5 m/min.
- the miscellaneous fill and coarse-grained soil should be controlled at 1.0 m/min
- the soft clay, silt, and sandy soil should be controlled at 1.5 m/min.
- it is required not to change the rotation direction of the drill rig or to raise the drill pipe.
- the theodolite should be used to correct the verticality during the drilling process ( ⁇ 1%) ). Stop the drilling rig after drilling to the design elevation.
- the geopolymer is metakaolin with a particle size of ⁇ 0.045 mm, and the blending amount is 60 ⁇ 70 kg/m3;
- the reinforcing fiber is steel fiber, polypropylene fiber, carbon fiber or basalt fiber with a length of ⁇ 2 cm, and the tensile strength is required to be ⁇ 500 MPa, the elongation at break is not less than 10%, the blending amount is 15-20 kg/m3;
- the coarse aggregate particle size is 5-25 mm; the slump is 180 mm-220 mm; the initial setting time is ⁇ 6 hours .
- the maximum pressure for pumping concrete is 2 MPa, not less than 1 MPa.
- the lift speed is ⁇ 2 m/min, and the concrete is pumped at the pressure of 1 MPa ⁇ 2 MPa at the same time.
- the distance between the ground pump and the drilling rig should be controlled within 60m, the concrete should be continuously mixed, and the height of the concrete in the top funnel should be ⁇ 40 cm, and the drill bit should always be buried under the concrete surface not less than 1m.
- the filling rate of reinforced fiber and geopolymer concrete required to be poured (the ratio of the actual volume of concrete poured to the theoretical volume of the pile calculated according to the design diameter and depth of the pile) is 1.1 to 1.2.
- the construction method of a pressurized cast-in-place pile based on reinforced fibers and metakaolin of the present invention uses fiber reinforced materials such as steel fibers and geopolymer materials mainly based on metakaolin to improve the tensile performance and ductility of concrete.
- Excavate the foundation pit on the surface remove the surface construction waste and coarse-grained soil, and ensure the quality of the concrete construction at the top of the pile through the top steel protective tube.
- the hollow drill rod is driven by the power device to drill to the design elevation in the foundation soil, and then reverse Rotate the hollow drill rod, and during the lifting process, the composite concrete material with fiber and metakaolin is poured into the cavity on the top of the drill rod and the hollow drill rod through the pressure of the ground pump to form a pile body, and finally the embedded steel is inserted.
- It has the advantages of no need for mud wall protection, no sediment, no mud pollution, fast construction speed, low cost, high pile filling rate, and no post-insertion steel cage. It is suitable for pile foundations whose pile diameter is 400 ⁇ 800mm and the drilling depth is less than 30 m.
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Ceramic Engineering (AREA)
- Dispersion Chemistry (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Inorganic Chemistry (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Piles And Underground Anchors (AREA)
Abstract
Description
Claims (2)
- 一种基于增强纤维和偏高岭土的加压灌注桩的施工方法,其特征在于,该施工方法如下:1)根据具体桩位进行定点放线,桩位测量误差不大于10 mm,以桩位中心点为圆心挖出比设计桩径大300 mm的圆形基坑,深度以清除表面建筑垃圾和石块为准,将钢制护筒(护筒直径为D+200 mm,D为施工桩径)垂直固定于桩位处;要求护筒中心偏差不大于2 cm,倾斜度不大于0.5 %;校正后用素土将护筒外侧埋实,确保护筒在钻进中不发生上浮移位;2)对桩机作业区域地基进行处理,要求地基承载力达到160 kN/m2;钻机铺垫平稳,确保机身平整,钻杆垂直稳定牢固;钻杆下端距地面10~20 cm,钻头对准桩位,钻尖与桩点偏移不得大于10 mm,垂直度控制在1 %以内;3)启动钻机,以平稳速度下降钻头,钻进的速度应根据土层情况确定:杂填土、粗粒土控制在1.0 m/min,软黏土、粉土、砂土控制在1.5 m/min;施工过程中要求不转换钻机旋转方向或提升钻杆,边旋转钻杆边清除孔边渣土,以防止提升钻杆时土块掉入,钻孔过程要用经纬仪校正垂直度(≤1%),钻至设计标高后停止钻机掘进;4)配置增强纤维和地聚合物混凝土;其中地聚合物为粒径≤0.045 mm的偏高岭土,掺入量为60~70 kg/m3;增强纤维为长度≤2 cm的钢纤维,要求抗拉强度≥500 MPa,断裂伸长率不小于10%,掺入量为15~20 kg/m3; 粗骨料粒径为5~25 mm;坍落度为180 mm~220 mm;初凝时间≥6小时;5)上提钻杆200 mm后停止提钻,开始使用地泵输送增强纤维和地聚合物混凝土;泵送混凝土的最大压力为2 MPa,并不小于1 Mpa;当泵入的混凝土使钻杆埋入混凝土液面至少达500 mm后,开始继续提钻,提升速度为≤2 m/min,并同时在1 MPa~2 MPa压力下继续泵送混凝土;泵送过程中,地泵与钻机距离控制在60m以内,混凝土应连续搅拌,保持顶部漏斗内混凝土的高度≥40 cm,并保证钻头始终埋在混凝土面以下不小于1 m;要求灌注的增强纤维和地聚合物混凝土充盈率为1.1~1.2;当灌入压力低于静止侧压力σx=K0γz(其中σx为土体的水平向压力,K0为静止侧压力系数,γ为土的重度,z为土的深度),且充盈系数同时小于1,则说明该部位有可能发生了缩径现象,此时,可采用减慢提升速度,增大注浆压力的措施对该段桩体进行重新注浆;6)当灌入的混凝土应超出桩顶500 mm-1000mm,后插钢筋笼,满足锚固长度≥100 cm,伸出桩顶部100 cm,作为与承台连接的预埋钢筋,完成施工。
- 根据权利要求1所述的基于增强纤维和偏高岭土的加压灌注桩的施工方法,其特征在于,所述的桩体(7)材料包括:地聚合物为粒径≤0.045 mm的偏高岭土,掺入量为60~70 kg/m3;增强纤维为长度≤2 cm的钢纤维,要求抗拉强度≥500 MPa,断裂伸长率不小于10%,掺入量为15~20 kg/m3; 粗骨料粒径为5~25 mm;坍落度为180 mm~220 mm;初凝时间≥6小时。
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
AU2020376449A AU2020376449B2 (en) | 2019-10-31 | 2020-09-15 | Construction method of pressurized grouting pile based on reinforcing fiber and metakaolin |
Applications Claiming Priority (2)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN201911048649.X | 2019-10-31 | ||
CN201911048649.XA CN110924383A (zh) | 2019-10-31 | 2019-10-31 | 一种基于增强纤维和偏高岭土的加压灌注桩的施工方法 |
Publications (1)
Publication Number | Publication Date |
---|---|
WO2021082767A1 true WO2021082767A1 (zh) | 2021-05-06 |
Family
ID=69849962
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
PCT/CN2020/115195 WO2021082767A1 (zh) | 2019-10-31 | 2020-09-15 | 一种基于增强纤维和偏高岭土的加压灌注桩的施工方法 |
Country Status (3)
Country | Link |
---|---|
CN (1) | CN110924383A (zh) |
AU (1) | AU2020376449B2 (zh) |
WO (1) | WO2021082767A1 (zh) |
Cited By (10)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN114139252A (zh) * | 2021-11-15 | 2022-03-04 | 中交第三航务工程局有限公司 | 基于bim三维地质模型的岩溶地区旋挖灌注桩施工方法 |
CN114182721A (zh) * | 2021-12-22 | 2022-03-15 | 新疆路桥建设集团有限公司 | 一种湿陷性黄土地段筏板承托护筒钻孔灌注桩施工方法 |
CN114351692A (zh) * | 2022-01-26 | 2022-04-15 | 江苏省海洋资源开发研究院(连云港) | 一种用于软土加固的复合劲芯桩及成型方式 |
CN114591034A (zh) * | 2022-02-26 | 2022-06-07 | 深圳市和志诚环保建材有限公司 | 抗压强度增强型渣土砌块及其制备方法 |
CN114703831A (zh) * | 2022-04-20 | 2022-07-05 | 山西四建集团有限公司 | 一种复杂地质条件下钢筋混凝土灌注桩施工方法 |
CN114737568A (zh) * | 2022-05-13 | 2022-07-12 | 北京中岩大地环境科技有限公司 | 一种用于地下水污染的非开挖式prb施工方法 |
CN114855781A (zh) * | 2022-05-18 | 2022-08-05 | 筑邦建设集团股份有限公司 | 建筑桩基的施工方法 |
CN115198770A (zh) * | 2022-07-25 | 2022-10-18 | 浙江易通特种基础工程股份有限公司 | 一种定位护筒装置及使用其的静钻根植桩施工方法 |
CN115595964A (zh) * | 2022-12-05 | 2023-01-13 | 中建八局第二建设有限公司(Cn) | 一种超深流塑状淤泥土层抗侧向力桩基施工方法 |
CN116451329A (zh) * | 2023-06-14 | 2023-07-18 | 中铁二十三局集团第一工程有限公司 | 一种钢管桩与灌注桩复合支护的参数设计方法 |
Families Citing this family (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN110924383A (zh) * | 2019-10-31 | 2020-03-27 | 国家电网有限公司 | 一种基于增强纤维和偏高岭土的加压灌注桩的施工方法 |
Citations (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
WO2011087304A2 (ko) * | 2010-01-13 | 2011-07-21 | 전남대학교산학협력단 | 복합 알칼리 활성화제를 포함하는 무시멘트 알칼리 활성결합재, 이를 이용한 모르타르 또는 콘크리트 |
CN108675699A (zh) * | 2018-06-11 | 2018-10-19 | 浙江大学 | 一种耐腐蚀地聚合物混凝土灌注桩材料及其制备方法与施工工艺 |
CN108677932A (zh) * | 2018-05-29 | 2018-10-19 | 河北建设勘察研究院有限公司 | 一种桩身可加热的赤泥粉煤灰地质聚合物桩的施工方法 |
CN110255996A (zh) * | 2019-07-22 | 2019-09-20 | 北京慕湖房地产开发股份有限公司 | 一种粉煤灰地聚物混凝土及其制备方法 |
CN110924383A (zh) * | 2019-10-31 | 2020-03-27 | 国家电网有限公司 | 一种基于增强纤维和偏高岭土的加压灌注桩的施工方法 |
Family Cites Families (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
GB1476543A (en) * | 1975-02-10 | 1977-06-16 | Turzillo L | Apparatus for and method of forming a pile or the like in situ |
CN104631438B (zh) * | 2015-01-27 | 2016-08-24 | 安徽同济建设集团有限责任公司 | 长螺旋钻孔压灌混凝土抗拔桩施工方法 |
-
2019
- 2019-10-31 CN CN201911048649.XA patent/CN110924383A/zh active Pending
-
2020
- 2020-09-15 WO PCT/CN2020/115195 patent/WO2021082767A1/zh active Application Filing
- 2020-09-15 AU AU2020376449A patent/AU2020376449B2/en active Active
Patent Citations (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
WO2011087304A2 (ko) * | 2010-01-13 | 2011-07-21 | 전남대학교산학협력단 | 복합 알칼리 활성화제를 포함하는 무시멘트 알칼리 활성결합재, 이를 이용한 모르타르 또는 콘크리트 |
CN108677932A (zh) * | 2018-05-29 | 2018-10-19 | 河北建设勘察研究院有限公司 | 一种桩身可加热的赤泥粉煤灰地质聚合物桩的施工方法 |
CN108675699A (zh) * | 2018-06-11 | 2018-10-19 | 浙江大学 | 一种耐腐蚀地聚合物混凝土灌注桩材料及其制备方法与施工工艺 |
CN110255996A (zh) * | 2019-07-22 | 2019-09-20 | 北京慕湖房地产开发股份有限公司 | 一种粉煤灰地聚物混凝土及其制备方法 |
CN110924383A (zh) * | 2019-10-31 | 2020-03-27 | 国家电网有限公司 | 一种基于增强纤维和偏高岭土的加压灌注桩的施工方法 |
Cited By (14)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN114139252A (zh) * | 2021-11-15 | 2022-03-04 | 中交第三航务工程局有限公司 | 基于bim三维地质模型的岩溶地区旋挖灌注桩施工方法 |
CN114182721A (zh) * | 2021-12-22 | 2022-03-15 | 新疆路桥建设集团有限公司 | 一种湿陷性黄土地段筏板承托护筒钻孔灌注桩施工方法 |
CN114351692B (zh) * | 2022-01-26 | 2023-08-18 | 江苏海洋大学 | 一种用于软土加固的复合劲芯桩及成型方式 |
CN114351692A (zh) * | 2022-01-26 | 2022-04-15 | 江苏省海洋资源开发研究院(连云港) | 一种用于软土加固的复合劲芯桩及成型方式 |
CN114591034A (zh) * | 2022-02-26 | 2022-06-07 | 深圳市和志诚环保建材有限公司 | 抗压强度增强型渣土砌块及其制备方法 |
CN114703831A (zh) * | 2022-04-20 | 2022-07-05 | 山西四建集团有限公司 | 一种复杂地质条件下钢筋混凝土灌注桩施工方法 |
CN114737568A (zh) * | 2022-05-13 | 2022-07-12 | 北京中岩大地环境科技有限公司 | 一种用于地下水污染的非开挖式prb施工方法 |
CN114855781A (zh) * | 2022-05-18 | 2022-08-05 | 筑邦建设集团股份有限公司 | 建筑桩基的施工方法 |
CN114855781B (zh) * | 2022-05-18 | 2024-03-22 | 筑邦建设集团股份有限公司 | 建筑桩基的施工方法 |
CN115198770A (zh) * | 2022-07-25 | 2022-10-18 | 浙江易通特种基础工程股份有限公司 | 一种定位护筒装置及使用其的静钻根植桩施工方法 |
CN115198770B (zh) * | 2022-07-25 | 2024-05-28 | 浙江易通特种基础工程股份有限公司 | 一种定位护筒装置及使用其的静钻根植桩施工方法 |
CN115595964A (zh) * | 2022-12-05 | 2023-01-13 | 中建八局第二建设有限公司(Cn) | 一种超深流塑状淤泥土层抗侧向力桩基施工方法 |
CN116451329A (zh) * | 2023-06-14 | 2023-07-18 | 中铁二十三局集团第一工程有限公司 | 一种钢管桩与灌注桩复合支护的参数设计方法 |
CN116451329B (zh) * | 2023-06-14 | 2023-08-22 | 中铁二十三局集团第一工程有限公司 | 一种钢管桩与灌注桩复合支护的参数设计方法 |
Also Published As
Publication number | Publication date |
---|---|
AU2020376449B2 (en) | 2021-10-14 |
CN110924383A (zh) | 2020-03-27 |
AU2020376449A1 (en) | 2021-06-03 |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
WO2021082767A1 (zh) | 一种基于增强纤维和偏高岭土的加压灌注桩的施工方法 | |
CN110230309B (zh) | 岩溶区桥梁溶洞桩基施工方法 | |
CN102086645B (zh) | 嵌岩桩及其施工方法 | |
CN106988302B (zh) | 一种大倾角坚硬岩层旋挖桩施工工法 | |
CN105672348A (zh) | 一种深水区砂卵石地层截除桥梁桩基的施工方法 | |
CN103321244B (zh) | 砂土地基既有建筑增设地下室的施工方法 | |
CN107513994A (zh) | 一种分段变径自支护旋挖桩及其施工方法 | |
CN206070508U (zh) | 一种加固地基基础的装置 | |
CN111058443A (zh) | 一种消除黄土湿陷性的预制桩复合地基施工方法 | |
CN111676987A (zh) | 振冲浆夯法建筑肥槽回填施工方法 | |
CN113445516A (zh) | 一种钻孔灌注式水泥土桩及其施工方法 | |
Raju | Ground improvement-applications and quality control | |
CN111254909B (zh) | 一种软土地区地基复合桩基施工工艺 | |
CN108277800A (zh) | 一种固结砂层钢筋混凝土管节碎石桩及其施工方法 | |
CN112176947A (zh) | 一种淤泥层地基凹形岸线的护岸施工方法 | |
CN207846409U (zh) | 一种固结砂层钢筋混凝土管节碎石桩 | |
CN103790148A (zh) | 一种湿陷性黄土地基的联合处理施工方法 | |
CN108570979A (zh) | 一种在白云岩层上修筑防渗复合地基的施工方法 | |
CN113914304A (zh) | 一种cfg桩长螺旋钻孔芯管泵送混合料灌注成桩施工方法 | |
CN104727305B (zh) | 钻孔高压注浆抗拔桩施工方法 | |
CN107447775A (zh) | 滑坡灾害体造地排水加筋土挡墙结构 | |
CN101892665A (zh) | 一种注浆振冲碎石桩复合地基的施工方法 | |
CN201560425U (zh) | 嵌岩桩 | |
CN206495202U (zh) | 一种上部扩大型水泥土复合桩 | |
AU2021105983A4 (en) | A Construction Method for Reinforced-hoop Gravel Piles by Means of Immersed Tubes for Strengthening Soft Foundations |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
ENP | Entry into the national phase |
Ref document number: 2020376449 Country of ref document: AU Date of ref document: 20200915 Kind code of ref document: A |
|
121 | Ep: the epo has been informed by wipo that ep was designated in this application |
Ref document number: 20881025 Country of ref document: EP Kind code of ref document: A1 |
|
NENP | Non-entry into the national phase |
Ref country code: DE |
|
122 | Ep: pct application non-entry in european phase |
Ref document number: 20881025 Country of ref document: EP Kind code of ref document: A1 |