CN101122131A - Foundation pit supporting pile using pipe casting pile embedding in rock - Google Patents
Foundation pit supporting pile using pipe casting pile embedding in rock Download PDFInfo
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- CN101122131A CN101122131A CNA2007100297925A CN200710029792A CN101122131A CN 101122131 A CN101122131 A CN 101122131A CN A2007100297925 A CNA2007100297925 A CN A2007100297925A CN 200710029792 A CN200710029792 A CN 200710029792A CN 101122131 A CN101122131 A CN 101122131A
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Abstract
The invention relates to a foundation pit supporting pile socketed by pipe pile, which includes an upper supporting cast-in-place pile and a lower socketing pipe pile. The supporting cast-in-place pile consists of the pile body concrete and the pile body reinforcing bars, and the diameter of the pile hole is 0.8 to 2.0mm; the socketed pipe pile is formed by inlaying the pipe into the foundation rock, with cement slurry poured; the upper part of the pipe is inserted into the supporting cast-in-place pile and connected with the pile body reinforced bars. The invention adopts a drilling rig to conduct hole drilling, pipe laying and cast-in-place of the pipe at the hole opening, during which the diameter of the small holes is big, the number of holes is small, the pipe laying is highly correct, the cost is low and the construction speed is very high; the socketed pipe pile connects the foundation pit and the supporting cast-in-place pile which makes full use of the strength of the rock and saves the price of the concrete for socketing, and the technologies are simple, which reduces the cost and shortens the construction period; the invention can vertically cross caverns in karst areas, which saves concrete and ensure stability of the socketed sections of supporting piles; and the invention also has advantages to no explosion, no vibration and high construction safety.
Description
[technical field]
The invention belongs to the ground foundation engineering field, especially relate to a kind of foundation pit supporting pile with pipe casting pile embedding in rock.
[background technology]
At present, deep big foundation pit is because lateral earth pressure is big, geological conditions is complicated, and excavation of foundation pit adopts piled anchor or interior support supporting more, and soldier pile generally uses boring or punching or digging hole filling pile, the degree of depth is determined following certain depth at the bottom of foundation ditch, pile body arrangement of reinforcement and concrete perfusion by calculating.Yet, when the design soldier pile needs the construction of embedding rock, often because basement rock is hard, speed of application is slow, vibration or blast working influence the safe in utilization of foundation ditch surrounding enviroment again, when soldier pile also has personal safety problem during for hole digging pile, grow the area at karst and also have the super phenomenon of irritating of concrete, there is long, shortcoming such as cost is high, potential safety hazard is big of construction period in traditional embedding rock construction this moment.
The general employing bored aperture in the supporting priming concrete pile hole, insert reinforcing bar perfusion mortar formation embedding rock sand slurry anchor pole and substitute, and insert the quantity of reinforcing bar by the uniform section Reinforcement Calculation.But, because the reinforcing bar cross section is less, it is more to press the required number of steel bars of uniform section Reinforcement Calculation, and corresponding aperture is also more, in limited supporting castinplace pile aperture scope, small aperture is restricted, cause boring cost height, and adopt when boring (dashing) hole pouring pile technology, owing to be full of slurry coat method in the supporting priming concrete pile hole, insert reinforcing bar to aperture and be difficult to centering, constructional difficulties; Simultaneously, when adopting the cement mortar perfusion, the filling effect to bedrock fracture in the basement rock of cranny development is very poor, pattern foundation pit supporting structure pile embedding in rock section is because of cranny development, strength deficiency and have technology hidden danger can cause the soldier pile distortion excessive, influences the safety of excavation of foundation pit and peripheral structure.
Therefore, when the embedding petrosa branch of soldier pile is constructed, also need consider to control the aperture hole count, reduce boring cost, the centering problem when overcoming construction and solve the strength problem of basement rock because of cranny development.
[summary of the invention]
The construction of castinplace pile embedding petrosa branch is long in time limit in the prior art, cost is high, the big shortcoming of construction safety hidden danger in order to solve, the invention provides a kind of foundation pit supporting pile with pipe casting pile embedding in rock, by control aperture hole count, reduce the boring cost, when overcoming construction the centering difficulty and solve the strength problem of basement rock because of cranny development, the purpose that reach the reduction of erection time, reduce cost, eliminates safe hidden trouble.
The technical solution adopted for the present invention to solve the technical problems is: a kind of foundation pit supporting pile with pipe casting pile embedding in rock, comprise top supporting castinplace pile and the stake of bottom embedding pipe spare, the supporting castinplace pile is made up of pile concrete and pile body arrangement of reinforcement, and the stake bore dia is 0.8～2.0m; The stake of embedding pipe spare adopts pipe fitting to embed basement rock and grout injection constitutes, and pipe fitting top is stretched in the supporting castinplace pile and overlapped with the pile body arrangement of reinforcement.
Described foundation pit supporting pile with pipe casting pile embedding in rock also is included in when karst area runs into solution cavity and carries out inserting pipe fitting again after high-pressure rotary-spray is handled to solution cavity earlier.
Described foundation pit supporting pile with pipe casting pile embedding in rock also is included in and inserts pipe fitting to aperture under the complete condition of basement rock and carry out the cement injection mortar.
The described construction of using the foundation pit supporting pile of pipe casting pile embedding in rock may further comprise the steps:
At first adopt downwards artificial or mechanical hole building along the soldier pile center, the aperture is 0.8～2.0m, and pore-forming stops pore-forming during to complete bedrock surface; Bore aperture with rig in the supporting priming concrete pile hole, hole diameter is 90～200mm, inserts pipe fitting and inject cement paste in aperture after boring is finished, and by the stake of embedding pipe spare supporting castinplace pile and basement rock is coupled as one; Carry out the construction of supporting castinplace pile then.
Good effect of the present invention is:
1, the reduction of erection time, reduce cost: with the construction of the foundation pit supporting pile of pipe casting pile embedding in rock, when pouring pile hole when the hard scar, embedding rock efficiency of construction is low, speed of application is very slow, expense is higher, also there is the super phenomenon of irritating of concrete in karst area, and carry out the boring of pipe fitting stake, down pipe, perfusion work in the aperture with rig, small aperture is big, hole count is few, down Guan Shiyi centering, expense is low, speed of application is very fast.By the stake of embedding pipe spare basement rock and supporting castinplace pile are fused, make full use of the intensity of rock, saved the concrete cost that the embedding petrosa divides, technology is simple, thereby has reduced cost, shortened the duration; Also can vertically cross over solution cavity at karst area, save the stability of concrete material and assurance supporting pile embedding in rock section.
2, security performance is good: because the construction that supporting castinplace pile embedding petrosa divides vibration is big, also have the influence of explosion when adopting the construction of manually digging hole technology, cause the destruction and the hole wall collapse that close on structure, even accident such as casualties takes place; Adopt the construction of the foundation pit supporting pile of pipe casting pile embedding in rock, utilize pipe fitting to replace the pile body arrangement of reinforcement, bear the shearing at pulling force and supporting castinplace pile and basement rock interface, technology is simple, need not explosion, does not have vibration, the construction cover plate is laid in the aperture, and the working security height is to the not influence of foundation ditch surrounding enviroment; Simultaneously, grow the area at bedrock fracture, by grout injection, the filling crack is significantly improved basement rock intensity, has solved the strength problem of basement rock because of cranny development.
[description of drawings]
Fig. 1 is a structural representation of the present invention;
Fig. 2 is the structural representation of example 2 of the present invention;
Fig. 3 is an A-A sectional drawing among Fig. 1;
Fig. 4 is a B-B structure chart among Fig. 2.
Among Fig. 1: 1-ground, 2-excavation of foundation pit side, the 3-foundation ditch is met native side, 4-supporting castinplace pile, 5-foundation ditch bottom surface, 6-basement rock end face, the stake of 7-embedding pipe spare, 8-supporting castinplace pile arrangement of reinforcement, the 9-steel supports, limit, 10-hole structure, GL-Guan Liang, the H-cutting depth, D-embeds the degree of depth at the bottom of the foundation ditch, the length of soldier pile is stretched in the stake of L1-embedding pipe spare, and the stake of L2-embedding pipe spare embeds the degree of depth of basement rock.
[specific embodiment]
A kind of foundation pit supporting pile with pipe casting pile embedding in rock, its structure comprises supporting castinplace pile 4 and embedding pipe spare stake 7 as shown in Figure 1, and supporting castinplace pile 4 is made up of pile concrete and supporting perfusion arrangement of reinforcement 8, and pile body diameter is 0.8～2.0m; Embedding pipe spare stake 7 is made up of degree of depth L2 and grout injection that several pipe fittings embed basement rock, and pipe fitting top is stretched into the degree of depth L1 of castinplace pile and overlapped with reinforcing cage.
Described foundation pit supporting pile with pipe casting pile embedding in rock also comprises when karst area runs into solution cavity and carries out inserting pipe fitting again after high-pressure rotary-spray is handled to solution cavity at the bottom of the stake earlier; Described foundation pit supporting pile with pipe casting pile embedding in rock also is included in and inserts pipe fitting to aperture under the complete condition of basement rock and carry out the cement injection mortar.
Construction of the present invention may further comprise the steps:
1, adopt artificial or mechanical hole building downwards along the soldier pile center, the aperture is 0.8～2.0m;
When 2, pore-forming is to complete bedrock surface, stop pore-forming;
3, bore aperture in the supporting priming concrete pile hole, hole diameter is 90～200mm, inserts pipe fitting and inject cement paste in aperture after boring is finished, and by the stake of embedding pipe spare supporting castinplace pile and basement rock is coupled as one;
4, carry out the pouring construction of soldier pile.
Concrete work progress of the present invention is as follows:
At first, along the soldier pile center of arranging from ground 1 downward pore-forming, the aperture is 0.8～2.0m; When pore-forming stops pore-forming during to complete bedrock surface 6, carry out pipe fitting stake pile hole construction in pipe fitting stake position with rig, hole to the following D in foundation ditch bottom surface, insert pipe fitting and grout injection then in the hole, form vertical pipe fitting stake, the dark L1 of soldier pile place is stretched in the pipe fitting stake, embed the dark L2 of basement rock place, pipe fitting and supporting castinplace pile 4 arrangements of reinforcement are connect, carry out the 4 concrete perfusions of supporting castinplace pile at last, form complete soldier pile.
The present invention is the concrete that utilizes basement rock to replace supporting castinplace pile 4 embedding petrosas to divide, and inserts pipe fitting 7, bears the shearing at pulling force and supporting castinplace pile 4 and basement rock interface, simultaneously, by the fixed bedrock fracture of grout injection, mentions basement rock intensity; This soldier pile also can be united use with anchor pole (rope) or support system, forms support system.
Foundation pit supporting pile is a flexural member, bears moment of flexure and shearing that lateral earth pressure produces.Pressure zone pressure is mainly born by concrete, and the tensile region pulling force is born by reinforcing bar.Cardinal principle of the present invention is: the concrete that (1) utilizes basement rock to replace soldier pile embedding petrosa to divide bears compressive stress, has saved the concrete that the embedding petrosa divides; (2) utilize the pipe fitting stake, embed basement rock and stretch into top supporting castinplace pile, bear tensile stress, resist the shearing at supporting castinplace pile 4 and basement rock interface simultaneously; (3) connect top supporting castinplace pile 4 by embedding pipe spare stake 7, make its stressed coordinating and unifying, and can unite use with anchor pole (rope) or support system; (4) by grout injection, fixed bedrock fracture improves basement rock intensity.
Introduce two application examples of invention below:
Example 1
Because foundation ditch is more shallow, adopts Cantilever Retaining as calculated, the dark 8m of foundation ditch.
As shown in Figure 1, arrange soldier pile stake position according to drawing, 1 holes downwards from ground, and aperture 800mm is drilled into bedrock surface and promptly stops, and the bedrock surface buried depth is about 9m.According to calculating, the uniform arrangement of reinforcement of design reinforcing cage is two grade reinforcing steels of 16 25mm, 4 of design pipe fitting stakes, adopt diameter 89 * 10 seamless geology pipe fittings to make material, at the bottom of the hole, carry out pipe fitting stake pore-forming in the aperture, aperture 90mm, pipe fitting embeds the following 3.0m of bedrock surface, stretch into soldier pile 1.0m, cement injection mortar in pipe fitting.The pipe fitting pile driving construction finishes, and bedrock surface is cleaned out, and lays reinforcing cage and concrete perfusion then, treats to be preced with after supporting castinplace pile 4 has been constructed beam GL construction.
Example 2
Excavation of foundation pit is darker, when technology and safety requirements are not satisfied in the cantilevered supporting, adopts soldier pile to add the method supporting of anchoring or support.This example is to support the example of combined supporting with pipe fitting, the dark 10.0m of foundation ditch, and geological conditions complexity, surrounding enviroment require very high.
Shown in Fig. 2,3 and 4.This base pit engineering cutting depth is 10m, is certain refinery effluent " zero-emission " engineering catchment pond, and the duration is extremely nervous, and foundation ditch surrounding enviroment complexity, place are narrow, and basement rock is a limestone, and crack, solution cavity are grown.Because foundation ditch back-to-back device factory building, periphery does not allow than big bang, must not carry out punching construction and blast working, and the hand excavated pile supporting is adopted in the soldier pile design; Because of having with underground structure, the support of two roads conflicts, and the influence excavation, so laying, design shores together; For working to tight deadlines, hole digging pile embedding petrosa divides the stake of employing pipe fitting to substitute simultaneously, and actual design supporting and protection structure is seen shown in Figure 2.
The design soldier pile adopts manually digging hole technology, stake footpath 1200mm, and pile spacing 1800mm, design embedding rock section substitution material adopts diameter 89 * 10 seamless geology pipe fittings, calculates the real area 13254mm that joins of pile body master muscle through structural internal force
2(for the sectional area of the muscle of being advocated), promptly two grade reinforcing steels of 27 diameter 25mm utilize diameter 89 * 10 seamless geology pipe fittings to make anchor tube, directly embed rock, grout injection.According to anchorage length and the calculating of stretching into the hole pile length, determine that it is 4.2m that pipe fitting embeds the basement rock degree of depth, stretch into the hole pile length and get 1.8m, promptly single pipe fitting stake length overall is 6.0m; Drilling diameter is suitable 〉=100mm, and the center increases by a pipe fitting stake and adjusts stress condition, arranges 7 pipe fitting stakes altogether, as shown in Figure 3.
When basement rock is complete when stable, it is 1.5m that the rock degree of depth is gone in center pipe fitting stake, and it is 4.5m that the rock degree of depth is gone in peripheral pipe fitting stake.When meeting solution cavity, when top plate thickness h≤2m, the whole hole of pipe fitting stake condition is hole accumulative total embedding rock thickness 4.5m or hole depth reaches 9m; When top plate thickness＞2m, the whole hole of pipe fitting stake condition is hole depth 7m or accumulative total embedding rock thickness 4.5m (the following degree of depth of " hole depth " basidigitale).
Arrange soldier pile stake position according to drawing during construction, perform seepage control measure, face down from ground and carry out manual digging pile construction, aperture 1200mm digs to bedrock surface and promptly stops, and the bedrock surface buried depth is about 12.0m.At the bottom of the hole, carry out pipe fitting stake pore-forming in the aperture with rig, aperture 100mm, pipe fitting embeds below the bedrock surface by designing requirement, and stretches into soldier pile 1.8m, grout injection in pipe fitting.The pipe fitting pile driving construction finishes, and bedrock surface is cleaned out, and carries out pile body arrangement of reinforcement and concrete perfusion then, treats that the supporting filling pile construction carries out the Guan Liang construction after intact.Carry out the construction of support in the pipe fitting when excavating at last.
Claims (4)
1. foundation pit supporting pile with pipe casting pile embedding in rock, it is characterized in that: comprise top supporting castinplace pile and the stake of bottom embedding pipe spare, the supporting castinplace pile is made up of pile concrete and pile body arrangement of reinforcement, and a stake bore dia is 0.8～2.0m; The stake of embedding pipe spare adopts pipe fitting to embed basement rock and grout injection constitutes, and pipe fitting top is stretched in the supporting castinplace pile and overlapped with the pile body arrangement of reinforcement.
2. the foundation pit supporting pile with pipe casting pile embedding in rock as claimed in claim 1 is characterized in that: described foundation pit supporting pile with pipe casting pile embedding in rock also is included in when karst area runs into solution cavity and carries out inserting pipe fitting again after high-pressure rotary-spray is handled to solution cavity earlier.
3. the foundation pit supporting pile with pipe casting pile embedding in rock as claimed in claim 1 or 2 is characterized in that: described foundation pit supporting pile with pipe casting pile embedding in rock also is included in and inserts pipe fitting to aperture under the complete condition of basement rock and carry out the cement injection mortar.
4. the construction of the foundation pit supporting pile with pipe casting pile embedding in rock as claimed in claim 1 may further comprise the steps: at first adopt artificial or mechanical hole building downwards along the soldier pile center, the aperture is 0.8～2.0m, and pore-forming stops pore-forming during to complete bedrock surface; Bore aperture with rig in the supporting priming concrete pile hole, hole diameter is 90～200mm, inserts pipe fitting and inject cement paste in aperture after boring is finished, and by the stake of embedding pipe spare supporting castinplace pile and basement rock is coupled as one; Carry out the construction of supporting castinplace pile then.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2007100297925A CN101122131B (en) | 2007-08-14 | 2007-08-14 | Foundation pit supporting pile using pipe casting pile embedding in rock |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2007100297925A CN101122131B (en) | 2007-08-14 | 2007-08-14 | Foundation pit supporting pile using pipe casting pile embedding in rock |
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| Publication Number | Publication Date |
|---|---|
| CN101122131A true CN101122131A (en) | 2008-02-13 |
| CN101122131B CN101122131B (en) | 2010-09-08 |
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| CN2007100297925A Expired - Fee Related CN101122131B (en) | 2007-08-14 | 2007-08-14 | Foundation pit supporting pile using pipe casting pile embedding in rock |
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| CN102071683A (en) * | 2011-02-15 | 2011-05-25 | 中交第四公路工程局有限公司 | Water drill dug pile construction method |
| CN102146672A (en) * | 2011-03-15 | 2011-08-10 | 中铁六局集团有限公司 | Method for constructing pile foundation in karst area |
| CN102936894A (en) * | 2012-11-27 | 2013-02-20 | 中铁上海工程局有限公司第五分公司 | Method for anchoring small-diameter cast-in-place pile and bed rock |
| CN103161151A (en) * | 2013-04-02 | 2013-06-19 | 中国水电顾问集团中南勘测设计研究院 | Construction method of high pressure jet grouting hollow strengthening tubular pile and high pressure jet grouting hollow strengthening tubular pile |
| CN104196014A (en) * | 2014-09-11 | 2014-12-10 | 中南大学 | Combined rock-embedded anchor cable slide-resistant pile where round steel is implanted and construction method thereof |
| CN107339122A (en) * | 2017-08-31 | 2017-11-10 | 徐州中国矿大岩土工程新技术发展有限公司 | A kind of steel pipe column handles goaf engineering method |
| CN108086307A (en) * | 2017-12-26 | 2018-05-29 | 中铁第四勘察设计院集团有限公司 | Compound mini pile is perfused in concrete filled steel tube borehole |
| CN108517876A (en) * | 2018-04-18 | 2018-09-11 | 中国建筑第八工程局有限公司 | Pattern foundation pit supporting structure means for mounting coupling parts and its construction method |
| CN109632371A (en) * | 2016-08-31 | 2019-04-16 | 杭州格临检测股份有限公司 | A kind of acquisition method of whole section of soil |
| CN109914395A (en) * | 2019-01-28 | 2019-06-21 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of Big-Diameter Rock-Embedded Pile rapid constructing method and its structure |
| CN111535307A (en) * | 2020-05-22 | 2020-08-14 | 河北建设勘察研究院有限公司 | Hole forming construction method for rotary drilling cast-in-place pile in reef limestone stratum |
| CN111851510A (en) * | 2020-07-30 | 2020-10-30 | 四川港航建设工程有限公司 | Earth rock foundation pit blasting excavation system and construction method applying same |
| CN112482367A (en) * | 2020-11-26 | 2021-03-12 | 广东省有色矿山地质灾害防治中心 | Foundation pit support pile for replacing cast-in-place pile rock-socketed with steel pipe pile |
| CN112502141A (en) * | 2020-10-23 | 2021-03-16 | 广州市设计院 | Composite fender pile and construction method thereof |
| CN113026760A (en) * | 2021-03-04 | 2021-06-25 | 青岛业高建设工程有限公司市北分公司 | Combined type supporting pile for double-element foundation pit of soil and rock and construction method thereof |
| CN113324454A (en) * | 2021-07-09 | 2021-08-31 | 广东中人岩土工程有限公司 | Karst geological foundation pit blasting construction device and process thereof |
| CN113700000A (en) * | 2021-08-26 | 2021-11-26 | 中建八局第二建设有限公司 | Supporting construction of binary geology hitching leg stake |
| CN115478542A (en) * | 2022-09-21 | 2022-12-16 | 张军舰 | Enclosing method for deep foundation pit supporting of miniature steel pipe pile inscribed in reinforced concrete cast-in-place pile |
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- 2007-08-14 CN CN2007100297925A patent/CN101122131B/en not_active Expired - Fee Related
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| CN102071683A (en) * | 2011-02-15 | 2011-05-25 | 中交第四公路工程局有限公司 | Water drill dug pile construction method |
| CN102146672A (en) * | 2011-03-15 | 2011-08-10 | 中铁六局集团有限公司 | Method for constructing pile foundation in karst area |
| CN102146672B (en) * | 2011-03-15 | 2012-09-05 | 中铁六局集团有限公司 | Method for constructing pile foundation in karst area |
| CN102936894A (en) * | 2012-11-27 | 2013-02-20 | 中铁上海工程局有限公司第五分公司 | Method for anchoring small-diameter cast-in-place pile and bed rock |
| CN103161151A (en) * | 2013-04-02 | 2013-06-19 | 中国水电顾问集团中南勘测设计研究院 | Construction method of high pressure jet grouting hollow strengthening tubular pile and high pressure jet grouting hollow strengthening tubular pile |
| CN103161151B (en) * | 2013-04-02 | 2015-08-26 | 中国电建集团中南勘测设计研究院有限公司 | A kind of high-pressure rotary-spray hollow reinforces construction method and the high-pressure rotary-spray hollow reinforcing pile tube of pile tube |
| CN104196014A (en) * | 2014-09-11 | 2014-12-10 | 中南大学 | Combined rock-embedded anchor cable slide-resistant pile where round steel is implanted and construction method thereof |
| CN109632371A (en) * | 2016-08-31 | 2019-04-16 | 杭州格临检测股份有限公司 | A kind of acquisition method of whole section of soil |
| CN107339122A (en) * | 2017-08-31 | 2017-11-10 | 徐州中国矿大岩土工程新技术发展有限公司 | A kind of steel pipe column handles goaf engineering method |
| CN108086307A (en) * | 2017-12-26 | 2018-05-29 | 中铁第四勘察设计院集团有限公司 | Compound mini pile is perfused in concrete filled steel tube borehole |
| CN108517876A (en) * | 2018-04-18 | 2018-09-11 | 中国建筑第八工程局有限公司 | Pattern foundation pit supporting structure means for mounting coupling parts and its construction method |
| CN109914395B (en) * | 2019-01-28 | 2024-03-01 | 中国电建集团贵阳勘测设计研究院有限公司 | Rapid construction method and structure of large-diameter rock-socketed pile |
| CN109914395A (en) * | 2019-01-28 | 2019-06-21 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of Big-Diameter Rock-Embedded Pile rapid constructing method and its structure |
| CN111535307A (en) * | 2020-05-22 | 2020-08-14 | 河北建设勘察研究院有限公司 | Hole forming construction method for rotary drilling cast-in-place pile in reef limestone stratum |
| CN111851510A (en) * | 2020-07-30 | 2020-10-30 | 四川港航建设工程有限公司 | Earth rock foundation pit blasting excavation system and construction method applying same |
| CN112502141A (en) * | 2020-10-23 | 2021-03-16 | 广州市设计院 | Composite fender pile and construction method thereof |
| CN112482367A (en) * | 2020-11-26 | 2021-03-12 | 广东省有色矿山地质灾害防治中心 | Foundation pit support pile for replacing cast-in-place pile rock-socketed with steel pipe pile |
| CN113026760A (en) * | 2021-03-04 | 2021-06-25 | 青岛业高建设工程有限公司市北分公司 | Combined type supporting pile for double-element foundation pit of soil and rock and construction method thereof |
| CN113324454A (en) * | 2021-07-09 | 2021-08-31 | 广东中人岩土工程有限公司 | Karst geological foundation pit blasting construction device and process thereof |
| CN113324454B (en) * | 2021-07-09 | 2022-09-02 | 广东中人岩土工程有限公司 | Karst geological foundation pit blasting construction device and process thereof |
| CN113700000A (en) * | 2021-08-26 | 2021-11-26 | 中建八局第二建设有限公司 | Supporting construction of binary geology hitching leg stake |
| CN115478542A (en) * | 2022-09-21 | 2022-12-16 | 张军舰 | Enclosing method for deep foundation pit supporting of miniature steel pipe pile inscribed in reinforced concrete cast-in-place pile |
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| Publication number | Publication date |
|---|---|
| CN101122131B (en) | 2010-09-08 |
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