CN103774690A - Grabbing, drilling and punching combined underground continuous wall grooving construction method - Google Patents
Grabbing, drilling and punching combined underground continuous wall grooving construction method Download PDFInfo
- Publication number
- CN103774690A CN103774690A CN201210402641.0A CN201210402641A CN103774690A CN 103774690 A CN103774690 A CN 103774690A CN 201210402641 A CN201210402641 A CN 201210402641A CN 103774690 A CN103774690 A CN 103774690A
- Authority
- CN
- China
- Prior art keywords
- continuous wall
- groove
- mud
- grooving
- groove section
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Abstract
The invention provides an underground continuous wall grooving method under the soft soil and rock stratum combined geological conditions. The underground continuous wall grooving method comprises performing preparation work, wherein the preparation work comprises measurement and positioning, wall guide construction, division of groove sections of the underground continuous wall and slurry preparation; grabbing and digging the upper portion soft soil in the groove sections after slurry is injected into the groove sections and enabling the slurry to be added into groove holes along with unearthing; performing drilling and cutting on bottom hard rock stratums in the groove sections; breaking up the drilled hard rock stratums through a square hammer punching machine and performing groove repair; performing hole cleaning and hole cleaning acceptance by a slurry circulation method. According to the grabbing, drilling and punching combined underground continuous wall grooving construction method, grabbing, drilling and punching are combined with each other, grooving construction is performed on the different hardness of rock stratums through different constriction machines under the condition that the quality of the underground continuous wall grooving construction is ensured, and accordingly the construction capability of various common machines is fully utilized and the construction progress and quality of grooving is ensured; the influence on the surrounding environment of the punching grooving vibration can be effectively reduced; an expensive underground continuous wall groove milling machine does not need to be utilized and accordingly the construction cost can be effectively reduced.
Description
Technical field
The present invention relates to the realm of building construction, relate in particular to a kind of method of continuous wall trench underground construction.
Background technology
In recent years, diaphragm wall has widely and to use in China, is that under the geological conditions that is rock stratum of weak soil, bottom, the construction method of continuous wall trench underground mainly contains: a kind of is the method that adopts slotter construction on top, this number of devices is considerably less, and expensive; Another kind is to adopt the method for grab chute forming machine in conjunction with auger (or punching machine) trenching construction, the weak soil on top is adopted to grab chute forming machine construction, speed and economical rationality, but during to the hard rock stratum pore-forming of bottom, speed of application is slower to adopt auger (or punching machine), and work efficiency is not high.
Therefore, how to provide under a kind of geological conditions of being combined with rock stratum at weak soil, can guarantee construction speed and quality, the construction method that can reduce again the continuous wall trench underground of construction cost is those skilled in the art's technical problems urgently to be resolved hurrily.
Summary of the invention
A kind of method that the object of this invention is to provide continuous wall trench underground construction, under the geological conditions that had both guaranteed to be combined with rock stratum at weak soil, construction speed and the quality of grooving, saved again construction cost.
To achieve the above object, the present invention adopts following technical scheme:
Grab and bore a method of rushing the continuous wall trench underground that combines, being applied to top is that weak soil, bottom are the geological stratification of hard rock stratum, comprises the following steps:
Step 6, the indexs such as the slagging thickness to mud index, bottom land detect, if do not met the demands repeating step 5, until relevant qualified carries out an acceptance inspection to grooving quality.
Further, in step 2, the planar sequence of grooving is the length direction along groove section, and each groove section is first grabbed and dug both sides, after grab and dig in the middle of.
Further, in described step 2, adopt grab chute forming machine to grab the top weak soil digging in this groove section.
Further, in described step 2, when grooving, the grab bucket of grab chute forming machine is aimed at both sides and is led the center line between wall and become plumbness with this center line, and grab bucket 3 is cut the earth along leading wall, and constantly adjusts the verticality of grab bucket 3 in grooving process by inclinometer.
Further, in step 2, grabbing in the process of digging, regularly detect mud property index in hole, should change immediately slurry adjustment as found that index parameter changes.
Further, in described step 3, each width underground continuous wall groove segment adopts 2~3 geological drilling rigs to hole simultaneously.
Further, in described step 3, the arrangement mode of boring adopts the mode that is abound with boring, or adopts the mode of interval boring.
Further, the mode of described interval boring is to adopt brill one to arrange the mode in the hole joining between two, or adopt the mode in the hole of boring a row space, or the mode in the hole that the many rows of employing brill are joined between two, or adopt the mode in the holes of the many rows of brill space, or adopt surrounding brill one in groove section enclose the hole joining between two and bore at groove intersegmental part interval the hole that some rows are joined between two.
Further, between step 4 and step 5, increase following steps: adopt grab chute forming machine that the sediment of groove section bottom is excavated, can effectively improve the sediment expulsion efficiency of groove section bottom, reduce the use amount of circulation cleaning hole mud.
Beneficial effect of the present invention is as follows:
The continuous wall trench underground method that punching combines of boring of grabbing provided by the invention, guaranteeing under the requirement of continuous wall trench underground construction quality, weak soil is adopted to grab chute forming construction, hard rock stratum is realized to the cutting of hard rock stratum by boring, to carrying out impact grinding and repair groove through the hard rock stratum of boring cutting, and the mode in the employing clear hole of mud circulation method, can adopt different construction machineries to carry out trenching construction for the different rock-soil layer of hardness, make full use of the construction ability of all kinds of conventional machineries, construction speed and the quality of grooving are guaranteed, and can greatly reduce punching and shake the impact on surrounding enviroment.In addition,, because this method does not need to use expensive slotter, can effectively reduce construction cost.Therefore, the present invention is a kind of method of the continuous wall trench underground construction that is directed to relatively safety under the geological conditions of being combined with hard rock stratum at weak soil and economical rationality.
In addition, adopt geological drilling rig to the cutting of hole of hard rock stratum, due to the penetration rate of geological drilling rig soon and can the while operation of many bench drills machine, therefore, construction speed is fast, has improved efficiency of construction.
In addition, in impact grinding hard rock stratum and repair groove step and adopt and increase the step that adopts grab chute forming machine that the sediment of groove section bottom is excavated between the clear hole of mud circulation method step, can effectively improve the sediment expulsion efficiency of groove section bottom, reduce the use amount of circulation cleaning hole mud.
Accompanying drawing explanation
A kind of grabbing of the present invention bored the continuous wall trench underground construction method that combines of punching and provided by following embodiment and accompanying drawing.
Fig. 1 is the rock-soil layer distribution situation schematic diagram before continuous wall trench underground construction of the present invention.
Fig. 2 is the A-A sectional view of Fig. 1.
Fig. 3 is that the present invention adopts grab chute forming machine to grab to dig the upper strata weak soil schematic diagram in underground continuous wall groove segment.
Fig. 4 be the upper strata weak soil in underground continuous wall groove segment of the present invention grab dig order floor map.
Fig. 5 is that the present invention adopts geological drilling rig hard rock stratum, groove section bottom to be carried out to the boring schematic diagram of compartment.
Fig. 6 is the boring of hard rock stratum, the underground continuous wall groove segment of the present invention bottom floor map of arranging.
Fig. 7 is that the present invention adopts plane set-hammer punching machine to carry out impact grinding and the schematic diagram of repairing groove to hard rock stratum, underground continuous wall groove segment bottom.
Fig. 8 is the schematic diagram that the present invention adopts grab chute forming machine that the sediment of groove section bottom is excavated.
Fig. 9 is that the present invention adopts mud circulation method to carry out the schematic diagram in hole clearly to underground continuous wall groove segment.
In figure, 1-weak soil, 2-hard rock stratum, 3-grab bucket, 4-geological drilling rig, 41-drilling rod, 42-drill bit, 5-boring, 6-plane set-hammer, 7-sediment, 8-pump line, 9-pump into new mud, 10-ground level, 11-diaphragm wall elevation of bottom, 12-and lead wall end face.
The specific embodiment
To a kind of grabbing of the present invention be bored the continuous wall trench underground construction method that combines of punching and be described in further detail below.
Below with reference to accompanying drawings the present invention is described in more detail, has wherein represented the preferred embodiments of the present invention, should be appreciated that those skilled in the art can revise the present invention described here and still realize advantageous effects of the present invention.Therefore, following description is appreciated that extensively knowing for those skilled in the art, and not as limitation of the present invention.
For clear, whole features of practical embodiments are not described.They in the following description, are not described in detail known function and structure, because can make the present invention chaotic due to unnecessary details.Will be understood that in the exploitation of any practical embodiments, must make a large amount of implementation details to realize developer's specific objective, for example, according to about system or about the restriction of business, change into another embodiment by an embodiment.In addition, will be understood that this development may be complicated and time-consuming, but be only routine work to those skilled in the art.
For object of the present invention, feature are become apparent, below in conjunction with accompanying drawing, the specific embodiment of the present invention is further described.It should be noted that, accompanying drawing all adopts very the form of simplifying and all uses non-ratio accurately, only in order to convenient, the object of the aid illustration embodiment of the present invention lucidly.
Refer to Fig. 1-Fig. 9, the diaphragm wall that the present embodiment is certain base pit engineering, thick 1 meter of diaphragm wall, dark approximately 25 meters of wall, at the bottom of wall, entering in the 2(the present embodiment of hard rock stratum is middle weathered rock formation) approximately 4 meters, 3~6 meters of diaphragm wall framing length.Because the residing geological condition of engineering is that top is that weak soil 1, bottom are hard rock stratum 2, the construction of continuous wall trench underground adopts grabs, bores, rushes a kind of construction method combining, both solve the difficulty that hard rock stratum 2 is difficult to grooving, met again construction speed requirement, and economical rationality.
This grabbing bored the continuous wall trench underground construction method that punching combines, and comprises the following steps: refer to Fig. 1-Fig. 9.
Preferably, between step 4 and step 5, increase following steps: adopt grab chute forming machine that the sediment of groove section bottom is excavated, as shown in Figure 8, Figure 8 shows that the schematic diagram that adopts grab chute forming machine that the sediment of groove section bottom is excavated.
Step 6, clear hole is checked and accepted, and the index such as the slagging thickness to mud index, bottom land detects, if do not met the demands repeating step 5, until relevant qualified carries out an acceptance inspection to grooving quality.
In sum, the continuous wall trench underground method that punching combines of boring of grabbing provided by the invention, guaranteeing under the requirement of continuous wall trench underground construction quality, weak soil is adopted to grab chute forming construction, hard rock stratum is realized to the cutting of hard rock stratum by boring, by impact grinding hard rock stratum and repair groove, and the mode in the employing clear hole of mud circulation method, can adopt different construction machineries to carry out trenching construction for the different rock-soil layer of hardness, make full use of the construction ability of all kinds of conventional machineries, construction speed and the quality of grooving are guaranteed, and can greatly reduce punching and shake the impact on surrounding enviroment.In addition,, because this method does not need to use expensive slotter, can effectively reduce construction cost.Therefore, the present invention is a kind of method of the continuous wall trench underground construction that is directed to relatively safety under the geological conditions of being combined with hard rock stratum at weak soil and economical rationality.
In addition, by adopting geological drilling rig to the cutting of hole of hard rock stratum, due to the penetration rate of geological drilling rig soon and can the while operation of many bench drills machine, therefore, construction speed is fast, has improved efficiency of construction.
In addition, in impact grinding hard rock stratum and repair groove step and adopt and increase the step that adopts grab chute forming machine that the sediment of groove section bottom is excavated between the clear hole of mud circulation method, can effectively improve the sediment expulsion efficiency of groove section bottom, reduce the use amount of circulation cleaning hole mud.
Obviously, those skilled in the art can carry out various changes and modification and not depart from the spirit and scope of the present invention the present invention.Like this, if within of the present invention these are revised and modification belongs to the scope of the claims in the present invention and equivalent technologies thereof, the present invention is also intended to comprise these changes and modification interior.
Claims (9)
1. grab and bore a method of rushing the continuous wall trench underground that combines, being applied to top is that weak soil, bottom are the geological stratification of hard rock stratum, it is characterized in that, comprises the following steps:
Step 1, carries out preparation, comprises measurement and positioning, leads wall, the each groove section division of diaphragm wall and prepare mud in diaphragm wall two upper lateral part constructions;
Step 2, lead to having constructed in the groove section of wall and pour into mud, mud face in groove section is remained on and lead the following 30 ~ 60cm of wall end face absolute altitude, then, start to grab the top weak soil in grooving section, fill in slotted eye along with being unearthed grabbing in the process of digging mud, mud face in groove section is remained at and lead the following approximately 30 ~ 60cm of wall end face absolute altitude;
Step 3, to the cutting of holing of the hard rock stratum, bottom in groove section, makes the hard rock stratum, bottom in groove section be divided into biotite gneiss from entirety, and the arrangement mode of boring adopts the mode that is abound with boring or the mode that adopts interval boring;
Step 4, adopt plane set-hammer punching machine break up the hard rock stratum after boring and repair groove, described plane set-hammer punching machine has the width dimensions plane set-hammer consistent with the width dimensions of described underground continuous wall groove segment, and while adopting plane set-hammer to repair groove, overlapping 10 ~ 20cm is answered with a upper hammer position in the next position of hammering into shape;
Step 5, is used mud tube to pump into mud to the bottom of slotted eye, makes body refuse floating, and the mud of the body refuse that suspends in groove section is extracted out;
Step 6, the indexs such as the slagging thickness to mud index, bottom land detect, if do not met the demands repeating step 5, until relevant qualified carries out an acceptance inspection to grooving quality.
2. the method for continuous wall trench underground as claimed in claim 1, is characterized in that, in step 2, the planar sequence of grooving is the length direction along groove section, and each groove section is first grabbed and dug both sides, after grab and dig in the middle of.
3. the method for continuous wall trench underground as claimed in claim 1, is characterized in that, in described step 2, adopts grab chute forming machine to grab the top weak soil digging in this groove section.
4. the method for continuous wall trench underground as claimed in claim 3, it is characterized in that, in step 2, when grooving, the grab bucket of grab chute forming machine is aimed at both sides and is led the center line between wall and become plumbness with this center line, grab bucket is cut the earth along leading wall, and constantly adjusts the verticality of grab bucket in grooving process by inclinometer.
5. the method for continuous wall trench underground as claimed in claim 1, is characterized in that, in step 2, grabbing in the process of digging, regularly detects mud property index in hole, should change immediately slurry adjustment as found that index parameter changes.
6. the method for continuous wall trench underground as claimed in claim 1, is characterized in that, in described step 3, each width underground continuous wall groove segment adopts 2~3 geological drilling rigs to hole simultaneously.
7. the method for continuous wall trench underground as claimed in claim 1, is characterized in that, in described step 3, the arrangement mode of boring adopts the mode that is abound with boring, or adopts the mode of interval boring.
8. the method for continuous wall trench underground as claimed in claim 7, it is characterized in that, the mode of described interval boring is to adopt brill one to arrange the mode in the hole joining between two, or adopt the mode in the hole of boring a row space, or the mode in the hole that the many rows of employing brill are joined between two, or adopt the mode in the holes of the many rows of brill space, or adopt surrounding brill one in groove section enclose the hole joining between two and bore at groove intersegmental part interval the hole that some rows are joined between two.
9. the method for continuous wall trench underground as claimed in claim 1, is characterized in that, increases following steps between step 4 and step 5: adopt grab chute forming machine that the sediment of groove section bottom is excavated.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN201210402641.0A CN103774690A (en) | 2012-10-19 | 2012-10-19 | Grabbing, drilling and punching combined underground continuous wall grooving construction method |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN201210402641.0A CN103774690A (en) | 2012-10-19 | 2012-10-19 | Grabbing, drilling and punching combined underground continuous wall grooving construction method |
Publications (1)
Publication Number | Publication Date |
---|---|
CN103774690A true CN103774690A (en) | 2014-05-07 |
Family
ID=50567401
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
CN201210402641.0A Pending CN103774690A (en) | 2012-10-19 | 2012-10-19 | Grabbing, drilling and punching combined underground continuous wall grooving construction method |
Country Status (1)
Country | Link |
---|---|
CN (1) | CN103774690A (en) |
Cited By (12)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN105274999A (en) * | 2015-09-01 | 2016-01-27 | 东通岩土科技(杭州)有限公司 | Construction method of trench type cutting cement soil continuous wall |
CN106836187A (en) * | 2017-02-23 | 2017-06-13 | 中铁隧道集团有限公司 | A kind of two brills one for strongly weathered sand-rock grab continuous wall trench underground construction method |
CN107419747A (en) * | 2017-09-14 | 2017-12-01 | 上海岩土工程勘察设计研究院有限公司 | Can adaptive grooving deflection diaphram wall flexible steel twisted wire cage and its construction method |
CN108894210A (en) * | 2018-07-12 | 2018-11-27 | 中铁隧道局集团有限公司 | The comprehensive construction method of continuous wall trench under a kind of COMPLEX MIXED formation condition for sea area |
CN109537669A (en) * | 2018-12-06 | 2019-03-29 | 陶德明 | Diaphragm wall combines rectangle hammer |
CN109653213A (en) * | 2018-12-28 | 2019-04-19 | 中铁十二局集团有限公司 | A kind of ground-connecting-wall forming construction method thereof |
CN110243344A (en) * | 2018-03-09 | 2019-09-17 | 索列丹斯-弗莱西奈公司 | Drilling machine including the device for connecting measurement verticality device |
CN110565589A (en) * | 2019-08-29 | 2019-12-13 | 上海建工一建集团有限公司 | Water conservancy project diaphragm wall and construction method thereof |
CN110820700A (en) * | 2019-11-18 | 2020-02-21 | 国家电网有限公司 | Hydropower station diaphragm wall and construction method thereof |
CN111705785A (en) * | 2020-07-01 | 2020-09-25 | 中交路桥华南工程有限公司 | Grooving method for underground continuous wall |
CN115419049A (en) * | 2022-08-29 | 2022-12-02 | 中铁二十局集团南方工程有限公司 | Auxiliary grooving structure for diaphragm wall and grooving construction method |
CN116104094A (en) * | 2023-04-13 | 2023-05-12 | 广东水电二局股份有限公司 | Ultra-deep underground continuous wall underwater self-compacting concrete and construction method thereof |
Citations (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN1143703A (en) * | 1996-08-02 | 1997-02-26 | 北京乾坤基础工程有限公司 | 3 in 1 underground continuous wall and construction method thereof |
DE19530827A1 (en) * | 1995-08-22 | 1997-02-27 | Bauer Spezialtiefbau | Slurry cutoff trenching as two-phase lift and binder-infilling operation |
CN101289853A (en) * | 2008-05-20 | 2008-10-22 | 上海市第二建筑有限公司 | Construction method of continuous wall trench underground on soft soil region |
-
2012
- 2012-10-19 CN CN201210402641.0A patent/CN103774690A/en active Pending
Patent Citations (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
DE19530827A1 (en) * | 1995-08-22 | 1997-02-27 | Bauer Spezialtiefbau | Slurry cutoff trenching as two-phase lift and binder-infilling operation |
CN1143703A (en) * | 1996-08-02 | 1997-02-26 | 北京乾坤基础工程有限公司 | 3 in 1 underground continuous wall and construction method thereof |
CN101289853A (en) * | 2008-05-20 | 2008-10-22 | 上海市第二建筑有限公司 | Construction method of continuous wall trench underground on soft soil region |
Non-Patent Citations (3)
Title |
---|
叶灵等: "广州文化公园地铁站33m深地下连续墙施工技术", 《施工技术》, vol. 37, no. 9, 30 September 2008 (2008-09-30) * |
司海峰: "基坑围护结构地下连续墙遇微风化岩施工技术优化研究与应用", 《广东土木与建筑》, no. 12, 31 December 2009 (2009-12-31) * |
梁燕: "《建筑防水工程》", 30 November 2011, 南京:江苏人民出版社, article "建筑防水工程", pages: 198 - 6-8 * |
Cited By (16)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN105274999A (en) * | 2015-09-01 | 2016-01-27 | 东通岩土科技(杭州)有限公司 | Construction method of trench type cutting cement soil continuous wall |
CN106836187A (en) * | 2017-02-23 | 2017-06-13 | 中铁隧道集团有限公司 | A kind of two brills one for strongly weathered sand-rock grab continuous wall trench underground construction method |
CN107419747A (en) * | 2017-09-14 | 2017-12-01 | 上海岩土工程勘察设计研究院有限公司 | Can adaptive grooving deflection diaphram wall flexible steel twisted wire cage and its construction method |
CN107419747B (en) * | 2017-09-14 | 2019-10-25 | 上海岩土工程勘察设计研究院有限公司 | Can adaptive grooving deflection diaphram wall flexible steel twisted wire cage and its construction method |
CN110243344B (en) * | 2018-03-09 | 2021-08-31 | 索列丹斯-弗莱西奈公司 | Drilling rig comprising means for connecting means for measuring perpendicularity |
CN110243344A (en) * | 2018-03-09 | 2019-09-17 | 索列丹斯-弗莱西奈公司 | Drilling machine including the device for connecting measurement verticality device |
CN108894210A (en) * | 2018-07-12 | 2018-11-27 | 中铁隧道局集团有限公司 | The comprehensive construction method of continuous wall trench under a kind of COMPLEX MIXED formation condition for sea area |
CN109537669A (en) * | 2018-12-06 | 2019-03-29 | 陶德明 | Diaphragm wall combines rectangle hammer |
CN109537669B (en) * | 2018-12-06 | 2023-08-11 | 陶德明 | Rectangular hammer combined with continuous wall |
CN109653213A (en) * | 2018-12-28 | 2019-04-19 | 中铁十二局集团有限公司 | A kind of ground-connecting-wall forming construction method thereof |
CN110565589A (en) * | 2019-08-29 | 2019-12-13 | 上海建工一建集团有限公司 | Water conservancy project diaphragm wall and construction method thereof |
CN110820700A (en) * | 2019-11-18 | 2020-02-21 | 国家电网有限公司 | Hydropower station diaphragm wall and construction method thereof |
CN111705785A (en) * | 2020-07-01 | 2020-09-25 | 中交路桥华南工程有限公司 | Grooving method for underground continuous wall |
CN115419049A (en) * | 2022-08-29 | 2022-12-02 | 中铁二十局集团南方工程有限公司 | Auxiliary grooving structure for diaphragm wall and grooving construction method |
CN116104094A (en) * | 2023-04-13 | 2023-05-12 | 广东水电二局股份有限公司 | Ultra-deep underground continuous wall underwater self-compacting concrete and construction method thereof |
CN116104094B (en) * | 2023-04-13 | 2023-09-22 | 广东水电二局股份有限公司 | Ultra-deep underground continuous wall underwater self-compacting concrete and construction method thereof |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
CN103774690A (en) | Grabbing, drilling and punching combined underground continuous wall grooving construction method | |
CN104153352B (en) | Karst geology rotary-drilling bored concrete pile hole forming process | |
CN106245626A (en) | A kind of hard formation churning driven enters method | |
CN104947690B (en) | Grooving construction method for embedding underground continuous wall into rock | |
CN108894210A (en) | The comprehensive construction method of continuous wall trench under a kind of COMPLEX MIXED formation condition for sea area | |
CN111705785A (en) | Grooving method for underground continuous wall | |
CN107084648B (en) | It is a kind of to use pilot hole guide-localization and Smooth Blasting Construction method | |
CN105064336A (en) | Hole forming construction method for three-section type pedestal pile | |
CN103046931A (en) | Method for forming holes of vertical shaft/pilot shaft through impact type drilling machine in impacting mode | |
CN108589711A (en) | A kind of construction method of bead string type solution cavity development area fender post | |
CN110886577B (en) | Construction method for perpendicularity control of rotary excavating hard secant pile in deep and thick rockfill area | |
CN108842802A (en) | Piles in Karst Region base construction method | |
CN203584301U (en) | Hole guide equipment | |
CN104947664A (en) | Thick stone sea-filling layer prestressing force high-strength concrete square pile construction method | |
CN109322301B (en) | Quincuncial pore-forming construction method for rotary excavating bored concrete pile of large-diameter ultra-deep and ultra-thick rock stratum | |
CN110984133A (en) | Construction method for foundation of deep-water shallow-covering-layer trestle | |
CN110984132B (en) | Construction method for grooving underground diaphragm wall under complex geological condition | |
CN105926592A (en) | Construction method of hole drilling pile | |
CN105649010A (en) | Grouting pile construction technology | |
KR20050040044A (en) | Ground boring method using double rock excavation | |
CN107964940A (en) | A kind of construction method of continuous wall trench underground | |
CN103806444A (en) | Soft soil layer rotary excavating pile construction method | |
CN110080238A (en) | Deep one meat or fish dyadic combined type pile forming method of loose Backfilled Stone Layer interlocking pile | |
CN105040699A (en) | Drilling pile planting method | |
CN113481971A (en) | Construction method for forming hole of cast-in-place pile under complex geological condition |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
C06 | Publication | ||
PB01 | Publication | ||
C10 | Entry into substantive examination | ||
SE01 | Entry into force of request for substantive examination | ||
C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20140507 |