CN1441124A - High-pressure rotary spraying and core inserting process to form pedestal pile - Google Patents
High-pressure rotary spraying and core inserting process to form pedestal pile Download PDFInfo
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- CN1441124A CN1441124A CN 03109768 CN03109768A CN1441124A CN 1441124 A CN1441124 A CN 1441124A CN 03109768 CN03109768 CN 03109768 CN 03109768 A CN03109768 A CN 03109768A CN 1441124 A CN1441124 A CN 1441124A
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Abstract
The present invention relates to high-pressure rotary spraying and core inserting process to form pedestal pipe. The pedestal pile consists of core pile, column and pile depestal. The cylindrical or turned frustum-shaped core pile may be prefabricated reinforced concrete pile, in-situ deposited pile or other pile in different cross section shapes. The pile pedestal below the core pile has diameter greater than that of the core pile. The column has circular, semi-circular of fan-shaped cross section. There may be several auxiliary core piles around the main solid or hollow core pile and several rings in relatively great diameter around the column. The present invention has reasonable design, compact structure, high friction resistance, and wide application in building engineering, bridge engineering, civil engineering, water engineering, etc.
Description
Technical field
The present invention relates to the stake of various basic loads such as a kind of construction work, bridge engineering, municipal engineering, hydraulic engineering, relate in particular to a kind of high-pressure rotary-spray lock pin expanded bore pile.
Background technology
At present, be used in the structure types of the various basic pile foundations of engineering such as construction work, bridge engineering, municipal engineering, hydraulic engineering stake of single structure type and the stake of combining structure type being arranged.The single structure stake has tube-sinking cast-in-situ pile, bored pile, precast square pile, pile tube, agitation pile, CFG stake etc.; The stake of combining structure type has compaction pile, Concrete Core Mixing Pile, 3M stake etc.The above-mentioned stake type part that comes with some shortcomings respectively or jointly.For example, the ratio of performance to price of single structure type stake is low, and especially the defective of the tube-sinking cast-in-situ pile in the stake of single structure type, bored pile, precast square pile, pile tube, agitation pile, CFG stake existence is mud contamination and noise problem.The vibration that compaction pile in the stake of combining structure type produces in manufacturing process particularly disturbs residents, and in addition, it rams the degree of depth that expands not only limitation, and it can only improve the end load.Concrete Core Mixing Pile because of stirred, the influence of factors such as pressure and equipment limitation, it stirs degree of depth, a stake footpath size all has limitation, the top weak soil is stirred the back improve lessly, and can only improve the part side friction, so bearing capacity is higher than not with price.
Summary of the invention
Main purpose of the present invention is intended to solve the problem in the above-mentioned pile foundation, and a kind of high-pressure rotary-spray lock pin expanded bore pile that can give full play to deep cement earth pile face side resistance and stake end bottom resistance is provided.
The technical solution adopted for the present invention to solve the technical problems is:
By the core stake, pile body and stake bottom are formed, and the core stake is cylindricality or inversed taper platform shape, and precast reinforced concrete piles is adopted in the core stake, present walling pile, and steel structure pile and other stakes, the cross section is square, circle and H shape.Along core stake surface opposing parallel pile body is set, the stake of pile body parcel core, the bottom of core stake is the stake bottom, and the diameter of stake bottom is greater than the core stake, and the pile body cross section is circular, semicircle and fan-shaped.
The core stake can be adopted precast reinforced concrete piles, the structure stake with higher-strength and load-carrying ability that present walling pile, steel work and other any forms, any material constitute.Pile body increases the superficial area of pile body itself and native frictional resistance, improves the collateral resistance of stake.The diameter that enlarges the stake bottom can improve the side friction of stake, can improve end bearing capacity, uplift resistance and anti-horizontal thrust simultaneously.
Around the core stake some auxiliary wick stakes are set around the core stake.
The side frictional resistance of auxiliary wick stake with raising core stake and pile body is set around the core stake, and then increases the intensity of pile body, improve load.
The core stake is solid tubbiness or hollow barrel.
The weight that the core stake of hollow barrel alleviates, but do not reduce side friction and load power.
At interval the reducing pile body is set on the pile body, the diameter of reducing pile body is greater than pile body.
The pile body of reducing can increase pile body and native superficial area at interval, improves side friction.
At interval the diameter of reducing pile body is greater than the diameter of pile body, and the degree of depth that former ground or dykes and dams substance are handled can reach more than the 50m, and a stake footpath maximum can reach more than the 1.8m, mixes the ash amount and also is higher than existing agitation pile.
The middle part of core stake is provided with pile body with lower edge core stake surface opposing parallel, the stake of pile body parcel core.
When the following soil layer of soft foundation (particularly the top layer is the soft foundation of mud and silt clay) is carried out the pile foundation processing, only the better soil property of lower floor is carried out high-pressure rotary-spray and handle, can improve bearing capacity of single pile to greatest extent.Intersect along pile body the pile body side of the side stake of adjacent parcel core with several of the pile body of parcel core stake, becomes an integral body.Pile body and pile body intersect formation one integral body, the pile foundation that improves the load of pile foundation and reinforce flood fighting antiseepage dykes and dams hole and uplift pile.
During use, adopt earlier the high-pressure rotary jet grouting pile machine to hole, make the degree of depth of boring reach the pile body projected depth after, carry brill while rotate, the high-pressure rotary-spray by the high-pressure rotary jet grouting pile machine injects cement paste, makes bottom pile body and the stake.When high-pressure rotary-spray arrives design height, stop slip casting and extract drilling rod, with pipeline sinking pile machine or Static pressure pile driver or auger insertion one or several core stake.
During use, adopt earlier the high-pressure rotary jet grouting pile machine to hole, make the degree of depth of boring reach the pile body projected depth after, carry brill while rotate, the high-pressure rotary-spray by the high-pressure rotary jet grouting pile machine injects cement paste, makes bottom pile body and the stake.Regulate the high-pressure rotary-spray pressure of high-pressure rotary jet grouting pile machine and on pile body, make the reducing pile body at interval, when high-pressure rotary-spray arrives design height, stop slip casting and extract drilling rod, with pipeline sinking pile machine or Static pressure pile driver or auger insertion one or several core stake.
The present invention is a high-pressure rotary-spray lock pin expanded bore pile.Reasonable in design, compact conformation, the frictional resistance height, the better soil layer in bottom is carried out high-pressure rotary-spray to be expanded after the end, can insert the structure that constitutes with rotary churning pile concentric one or the stake of several bars concrete pipe sinking, castinplace pile, preformed pile, structure stake or other any forms, any material as core, improve the intensity of pile body with this high-intensity core with higher-strength and load-carrying ability.Vertical bearing capacity of single pile and resistance to plucking, anti-horizontal thrust have been improved; Bearing capacity of single pile is higher than existing stake type with the price ratio; Because high-pressure rotary-spray lock pin expanded bore pile reduces soil body resistance, realizes the static pressed pile core easily, can also reduce cost; Adopt multicore structure, be applied to the timber pile footpath, the high-bearing capacity stake can further reduce cost; For the stake design of playing soft sleeper more deeply, can pass hard formation, handle soft sleeper by high-pressure rotary-spray and reduce pile body length; Can realize that the stake of static pressure lock pin reaches noiselessness, friction, no mud emission; The bearing capacity of stake is reliable, and discreteness is little; It is faster to construct.Applied range can be widely used in the pile foundation of building foundation, structure, Equipment Foundations and the soft foundation of construction work, bridge engineering, municipal engineering, hydraulic engineering etc., and the pile foundation of reinforcing flood fighting antiseepage dykes and dams hole and uplift pile.The present invention is applied to meet after testing in the actual engineering People's Republic of China's industry standard " technical code for building pile foundation " JGJ94-94 and " building lot treatment technology standard " JGJ79-91.
Description of drawings
Below in conjunction with drawings and Examples to the detailed description of the invention.
The schematic diagram of Fig. 1 high-pressure rotary-spray lock pin expanded bore pile
The schematic diagram of Fig. 2 high-pressure rotary-spray lock pin expanded bore pile
The schematic diagram of Fig. 3 high-pressure rotary-spray lock pin expanded bore pile
The schematic diagram of Fig. 4 high-pressure rotary-spray lock pin expanded bore pile
The schematic diagram of Fig. 5 high-pressure rotary-spray lock pin expanded bore pile
The schematic cross-section of Fig. 6 high-pressure rotary-spray lock pin expanded bore pile
The schematic cross-section of Fig. 7 high-pressure rotary-spray lock pin expanded bore pile
The schematic cross-section of Fig. 8 high-pressure rotary-spray lock pin expanded bore pile
The schematic cross-section of Fig. 9 high-pressure rotary-spray lock pin expanded bore pile
The schematic cross-section of Figure 10 high-pressure rotary-spray lock pin expanded bore pile
The schematic cross-section of Figure 11 high-pressure rotary-spray lock pin expanded bore pile
The schematic cross-section of Figure 12 high-pressure rotary-spray lock pin expanded bore pile
The schematic cross-section of Figure 13 high-pressure rotary-spray lock pin expanded bore pile
The schematic cross-section of Figure 14 high-pressure rotary-spray lock pin expanded bore pile
The schematic diagram of Figure 15 high-pressure rotary-spray lock pin expanded bore pile
The schematic cross-section of Figure 16 high-pressure rotary-spray lock pin expanded bore pile
1 core stake, 2 pile bodies, 3 bottoms, 4 auxiliary wick stakes, 5 reducing pile bodies
The specific embodiment
By core stake (1), pile body (2) and the stake end (3) are formed, and core stake (1) is a cylindricality, and precast reinforced concrete piles is adopted in core stake (1), and the cross section is square.Along the surperficial opposing parallel of core stake (1) pile body (2) is set, the core stake (1) of pile body (2) parcel, the bottom of core stake (1) is stake bottom (3), the diameter of stake bottom (3) is greater than core stake (1), pile body (2) cross section is circular, as Fig. 1, Fig. 2, Fig. 6, Fig. 7, Fig. 8, Figure 11, Figure 12, shown in Figure 13.
By core stake (1), pile body (2) and the stake end (3) are formed, and core stake (1) is a cylindricality, and present walling pile is adopted in core stake (1), and the cross section is circular.Along the surperficial opposing parallel of core stake (1) pile body (2) is set, the core stake (1) of pile body (2) parcel, the bottom of core stake (1) is stake bottom (3), the diameter of stake bottom (3) is greater than core stake (1), pile body (2) cross section is fan-shaped, as Fig. 1, Fig. 2, Fig. 9, Figure 11, shown in Figure 14.
By core stake (1), pile body (2) and the stake end (3) are formed, and core stake (1) is a cylindricality, and steel structure pile is adopted in core stake (1), and the cross section is a H shape.Along the surperficial opposing parallel of core stake (1) pile body (2) is set, the core stake (1) of pile body (2) parcel, the bottom of core stake (1) is stake bottom (3), the diameter of stake bottom (3) is greater than core stake (1), pile body (2) cross section is semicircle, as Fig. 1, Fig. 2, Fig. 8, shown in Figure 10.
Embodiment 4
By core stake (1), pile body (2) and the stake end (3) are formed, and core stake (1) is an inversed taper platform shape, and precast reinforced concrete piles is adopted in core stake (1), and the cross section is square.Along the surperficial opposing parallel of core stake (1) pile body (2) is set, the core stake (1) of pile body (2) parcel, the bottom of core stake (1) is stake bottom (3), the diameter of stake bottom (3) is greater than core stake (1), pile body (2) cross section is circular, as Fig. 6, Fig. 7, Fig. 8, Figure 11, Figure 12, Figure 13, shown in Figure 15.
By core stake (1), pile body (2) and the stake end (3) are formed, and core stake (1) is an inversed taper platform shape, and present walling pile is adopted in core stake (1), and the cross section is circular.Along the surperficial opposing parallel of core stake (1) pile body (2) is set, the core stake (1) of pile body (2) parcel, the bottom of core stake (1) is stake bottom (3), the diameter of stake bottom (3) is greater than core stake (1), pile body (2) cross section is fan-shaped, as Fig. 9, Figure 11, Figure 14, shown in Figure 15.
Embodiment 6
Around core stake (1) 3 auxiliary wick stakes (4) are set around the core stake (1), as shown in Figure 3.
Around core stake (1) 4 auxiliary wick stakes (4) are set around the core stake (1), as shown in Figure 3.
Core stake (1) is solid tubbiness, as Fig. 1, Fig. 2, Fig. 3, Fig. 5, Fig. 7, Fig. 8, Fig. 9, Figure 10, Figure 11, Figure 12, Figure 14, Figure 15, shown in Figure 16.
Embodiment 8
Core stake (1) is a hollow barrel, as Fig. 4, Fig. 6, shown in Figure 13.
Embodiment 9
Pile body (2) is gone up at interval reducing pile body (5) is set, and the diameter of reducing pile body (5) is greater than pile body (2), as shown in Figure 5.
Embodiment 10
The middle part of core stake (1) is provided with pile body (2) with the surperficial opposing parallel of lower edge core stake (1), the core stake (1) of pile body (2) parcel, as shown in Figure 2.
Embodiment 11
Intersect along pile body (2) side of the pile body (2) of parcel core stake (1) and pile body (2) side of 1 adjacent parcel core stake (1), becomes an integral body, as Figure 11, Figure 14, shown in Figure 16.
Embodiment 12
Intersect along pile body (2) side of the pile body (2) of parcel core stake (1) and pile body (2) side of 2 adjacent parcel cores stake (1), becomes an integral body, as shown in figure 12.
Embodiment 13
During use, adopt earlier the high-pressure rotary jet grouting pile machine to hole, make the degree of depth of boring reach pile body (2) projected depth after, carry brill while rotate, the high-pressure rotary-spray by the high-pressure rotary jet grouting pile machine injects cement paste, makes (3) bottom pile body (2) and the stake.When high-pressure rotary-spray arrives design height, stop slip casting and extract drilling rod, with pipeline sinking pile machine or a Static pressure pile driver or an auger insertion core stake (1), as Fig. 1, Fig. 2, Fig. 4, Fig. 5, Fig. 6, Fig. 7, Fig. 8, Fig. 9, Figure 10, shown in Figure 13.
Embodiment 14
During use, adopt earlier the high-pressure rotary jet grouting pile machine to hole, make the degree of depth of boring reach pile body (2) projected depth after, carry brill while rotate, the high-pressure rotary-spray by the high-pressure rotary jet grouting pile machine injects cement paste, makes (3) bottom pile body (2) and the stake.When high-pressure rotary-spray arrives design height, stop slip casting and extract drilling rod, with pipeline sinking pile machine or Static pressure pile driver or an auger insertion core stake (1) and several auxiliary wick stake (4), as shown in Figure 3.
Embodiment 15
During use, adopt earlier the high-pressure rotary jet grouting pile machine to hole, make the degree of depth of boring reach pile body (2) projected depth after, carry brill while rotate, the high-pressure rotary-spray by the high-pressure rotary jet grouting pile machine injects cement paste, makes (3) bottom pile body (2) and the stake.Regulate the high-pressure rotary-spray pressure of high-pressure rotary jet grouting pile machine and on pile body, make reducing pile body (5) at interval, when high-pressure rotary-spray arrives design height, stop slip casting and extract drilling rod, with pipeline sinking pile machine or a Static pressure pile driver or an auger insertion core stake (1), as shown in Figure 5.
Claims (6)
1, a kind of high-pressure rotary-spray lock pin expanded bore pile is characterized in that being made up of core stake (1), pile body (2) and stake bottom (3), and core stake (1) is cylindricality or inversed taper platform shape, precast reinforced concrete piles is adopted in core stake (1), present walling pile, steel structure pile and other stake, the cross section is square, circle and H shape; Along the surperficial opposing parallel of core stake (1) pile body (2) is set, the core stake (1) of pile body (2) parcel; The bottom of core stake (1) is stake bottom (3), and the diameter of stake bottom (3) is greater than core stake (1), and pile body (2) cross section is circular, semicircle and fan-shaped.
2, high-pressure rotary-spray lock pin expanded bore pile according to claim 1, what it is characterized in that described core stake (1) is provided with some auxiliary wick stakes (4) around core stake (1) on every side.
3, high-pressure rotary-spray lock pin expanded bore pile according to claim 1 is characterized in that described core stake (1) is solid tubbiness or hollow barrel.
4, high-pressure rotary-spray lock pin according to claim 1 stake is characterized in that described pile body (2) upward is provided with reducing pile body (5) at interval, and the diameter of reducing pile body (5) is greater than pile body (2).
5, high-pressure rotary-spray lock pin according to claim 1 stake is characterized in that the middle part of described core stake (1) is provided with pile body (2) with the surperficial opposing parallel of lower edge core stake (1), the core stake (1) of pile body (2) parcel.
6, high-pressure rotary-spray lock pin according to claim 1 stake is characterized in that pile body (2) side of the side stake of adjacent parcel core with several (1) of the pile body (2) of described parcel core stake (1) is intersected along pile body (2), becomes an integral body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 03109768 CN1219945C (en) | 2003-04-18 | 2003-04-18 | High-pressure rotary spraying and core inserting process to form pedestal pile |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 03109768 CN1219945C (en) | 2003-04-18 | 2003-04-18 | High-pressure rotary spraying and core inserting process to form pedestal pile |
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| Publication Number | Publication Date |
|---|---|
| CN1441124A true CN1441124A (en) | 2003-09-10 |
| CN1219945C CN1219945C (en) | 2005-09-21 |
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|---|---|---|---|
| CN 03109768 Expired - Fee Related CN1219945C (en) | 2003-04-18 | 2003-04-18 | High-pressure rotary spraying and core inserting process to form pedestal pile |
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Cited By (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1320214C (en) * | 2004-12-29 | 2007-06-06 | 雷玉华 | Long spiral press pouring concrete lock pin combination pile and construction method thereof |
| CN100350104C (en) * | 2005-07-04 | 2007-11-21 | 雷玉华 | Construction method of synchronous combined pile with high-pressure rotary-spraying pile tip |
| CN100354479C (en) * | 2004-12-06 | 2007-12-12 | 雷玉华 | Constructing machinery for cement slotting composite piles |
| CN100366829C (en) * | 2005-12-27 | 2008-02-06 | 雷玉华 | Method for construction of large head expanding combined pile |
| CN102373710A (en) * | 2011-02-23 | 2012-03-14 | 上海城地建设发展有限公司 | Enclosing method for inserting pre-stressed centrifugal pipe pile (square pile) into three-axis (two-axis) cement mixing pile |
| CN103469791A (en) * | 2013-10-15 | 2013-12-25 | 青岛理工大学 | Preparation method of static pressure expanded head prestressed high-strength concrete pipe pile |
| CN103485339A (en) * | 2013-10-15 | 2014-01-01 | 青岛理工大学 | Static pressure enlarged footing prestressing force high strength concrete pipe pile |
| CN103669386A (en) * | 2013-12-30 | 2014-03-26 | 中铁二十四局集团有限公司 | Method for improving pile group bearing capacity by means of U-shaped row pile foundations |
| CN103696433A (en) * | 2013-12-30 | 2014-04-02 | 中铁二十四局集团有限公司 | Method for improving bearing capacity of pile group by grillage-type row pile foundations |
| CN103774645A (en) * | 2014-01-15 | 2014-05-07 | 西安建筑科技大学 | Cemented soil and concrete composite pile and construction method thereof |
| CN105256795A (en) * | 2015-10-21 | 2016-01-20 | 江国华 | End support type thread core composite pile and construction device and method for end support type thread core composite pile |
| CN105297717A (en) * | 2015-10-30 | 2016-02-03 | 周同和 | Composite foundation pile with lower portion enlarged diameter section and construction method of composite foundation pile |
| CN105672307A (en) * | 2016-01-12 | 2016-06-15 | 四川华西管桩工程有限公司 | Expanded-base combination end pile bearing foundation |
| CN106759295A (en) * | 2017-01-09 | 2017-05-31 | 东南大学 | The quiet combined pile and its construction method for boring extruding-enlarging branch tray and pile tube |
| CN108729440A (en) * | 2018-05-14 | 2018-11-02 | 中航旭日（北京）岩土工程技术有限公司 | Wing stirring base expanding and base expanding stiff composite pile, its construction method and drilling machine are expanded in the spray of spiral height |
| CN111809611A (en) * | 2020-08-24 | 2020-10-23 | 黑龙江辰午建筑工程有限公司 | Construction method of jet grouting prefabricated composite pile |
| CN112144516A (en) * | 2020-10-16 | 2020-12-29 | 王继忠 | Construction method of concrete pile |
| CN112252310A (en) * | 2020-10-24 | 2021-01-22 | 武汉安振岩土工程有限公司 | Method for deep foundation pit waterproof curtain construction by adopting high-pressure jet grouting pile machine |
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2003
- 2003-04-18 CN CN 03109768 patent/CN1219945C/en not_active Expired - Fee Related
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| CN100354479C (en) * | 2004-12-06 | 2007-12-12 | 雷玉华 | Constructing machinery for cement slotting composite piles |
| CN1320214C (en) * | 2004-12-29 | 2007-06-06 | 雷玉华 | Long spiral press pouring concrete lock pin combination pile and construction method thereof |
| CN100350104C (en) * | 2005-07-04 | 2007-11-21 | 雷玉华 | Construction method of synchronous combined pile with high-pressure rotary-spraying pile tip |
| CN100366829C (en) * | 2005-12-27 | 2008-02-06 | 雷玉华 | Method for construction of large head expanding combined pile |
| CN102373710A (en) * | 2011-02-23 | 2012-03-14 | 上海城地建设发展有限公司 | Enclosing method for inserting pre-stressed centrifugal pipe pile (square pile) into three-axis (two-axis) cement mixing pile |
| CN103469791A (en) * | 2013-10-15 | 2013-12-25 | 青岛理工大学 | Preparation method of static pressure expanded head prestressed high-strength concrete pipe pile |
| CN103485339A (en) * | 2013-10-15 | 2014-01-01 | 青岛理工大学 | Static pressure enlarged footing prestressing force high strength concrete pipe pile |
| CN103469791B (en) * | 2013-10-15 | 2015-10-14 | 青岛理工大学 | Preparation method of static pressure expanded head prestressed high-strength concrete pipe pile |
| CN103485339B (en) * | 2013-10-15 | 2017-01-11 | 青岛理工大学 | Static pressure enlarged footing prestressing force high strength concrete pipe pile |
| CN103669386A (en) * | 2013-12-30 | 2014-03-26 | 中铁二十四局集团有限公司 | Method for improving pile group bearing capacity by means of U-shaped row pile foundations |
| CN103696433A (en) * | 2013-12-30 | 2014-04-02 | 中铁二十四局集团有限公司 | Method for improving bearing capacity of pile group by grillage-type row pile foundations |
| CN103696433B (en) * | 2013-12-30 | 2017-02-01 | 中铁二十四局集团有限公司 | Method for improving bearing capacity of pile group by grillage-type row pile foundations |
| CN103669386B (en) * | 2013-12-30 | 2016-08-17 | 中铁二十四局集团有限公司 | Utilize the method that pile group bearing capacity is improved on U-shaped campshed basis |
| CN103774645A (en) * | 2014-01-15 | 2014-05-07 | 西安建筑科技大学 | Cemented soil and concrete composite pile and construction method thereof |
| CN103774645B (en) * | 2014-01-15 | 2016-05-18 | 西安建筑科技大学 | The construction method of a kind of soil cement and the stake of Combined concrete material |
| CN105256795A (en) * | 2015-10-21 | 2016-01-20 | 江国华 | End support type thread core composite pile and construction device and method for end support type thread core composite pile |
| CN105256795B (en) * | 2015-10-21 | 2017-07-14 | 江国华 | Hold type thread core built pile and its construction equipment and construction method in a kind of end |
| CN105297717A (en) * | 2015-10-30 | 2016-02-03 | 周同和 | Composite foundation pile with lower portion enlarged diameter section and construction method of composite foundation pile |
| CN105672307A (en) * | 2016-01-12 | 2016-06-15 | 四川华西管桩工程有限公司 | Expanded-base combination end pile bearing foundation |
| CN106759295A (en) * | 2017-01-09 | 2017-05-31 | 东南大学 | The quiet combined pile and its construction method for boring extruding-enlarging branch tray and pile tube |
| CN106759295B (en) * | 2017-01-09 | 2019-08-20 | 东南大学 | The quiet combined pile and its construction method for boring extruding-enlarging branch tray and tubular pole |
| CN108729440A (en) * | 2018-05-14 | 2018-11-02 | 中航旭日（北京）岩土工程技术有限公司 | Wing stirring base expanding and base expanding stiff composite pile, its construction method and drilling machine are expanded in the spray of spiral height |
| CN108729440B (en) * | 2018-05-14 | 2024-04-19 | 中航旭日（北京）岩土工程技术有限公司 | Spiral high-spraying wing-expanding stirring bottom-expanding stiffness composite pile, construction method thereof and drilling machine |
| CN111809611A (en) * | 2020-08-24 | 2020-10-23 | 黑龙江辰午建筑工程有限公司 | Construction method of jet grouting prefabricated composite pile |
| CN112144516A (en) * | 2020-10-16 | 2020-12-29 | 王继忠 | Construction method of concrete pile |
| CN112252310A (en) * | 2020-10-24 | 2021-01-22 | 武汉安振岩土工程有限公司 | Method for deep foundation pit waterproof curtain construction by adopting high-pressure jet grouting pile machine |
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