CN101892676A - Percussive drilling construction process for diaphragm wall passing through rock-filled layer in reclamation area - Google Patents
Percussive drilling construction process for diaphragm wall passing through rock-filled layer in reclamation area Download PDFInfo
- Publication number
- CN101892676A CN101892676A CN 201010235553 CN201010235553A CN101892676A CN 101892676 A CN101892676 A CN 101892676A CN 201010235553 CN201010235553 CN 201010235553 CN 201010235553 A CN201010235553 A CN 201010235553A CN 101892676 A CN101892676 A CN 101892676A
- Authority
- CN
- China
- Prior art keywords
- wall
- pilot hole
- hole
- diaphragm wall
- construction
- 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
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
- Earth Drilling (AREA)
Abstract
The invention relates to a percussive drilling construction process for a diaphragm wall passing through a rock-filled layer in a reclamation area. The process comprises the following steps of: performing setting-out survey and lead wall construction; after the positions of guide holes are determined, first continuously punching main guide holes accommodating pipe joints, from the top side of the diaphragm wall to a depth which is 0.5m greater than a designed depth by using a punch pile machine, and then forming an encrypted main guide hole at the position which is between the two main guide holes and is 1.5m away from each of the main guide holes; after the position of the encrypted main guide hole is determined, performing continuous punching from the top side of the diaphragm wall by using a punch hammer, moving the punch pile machine to a position above the gap between the two main guide holes, then punching the gap between the two main guide holes by using the punching hammer so as to form an accessory hole, and digging soil by using a grooving machine to form a groove; brushing the wall and cleaning the holes; hoisting and installing the pipe joints; hoisting a steel reinforcement cage; lowering down conduits; filling underwater concrete; pulling and reclaiming the pipe joints; and checking the quality of an enclosure structure. Thus, the construction process solves the problem of low work efficiency during the construction of the diaphragm wall under the geological condition of the rock-filled layer, has the characteristics of high work efficiency and good grooving quality, improves the safety of foundation pit construction, and effectively reduces the comprehensive construction cost.
Description
Technical field
The present invention relates to a kind of percussive drilling construction process for diaphragm wall passing through rock-filled layer in reclamation area.
Technical background
Along with science and technology development, construction of diaphragm wall technology has obtained comprehensive development and utilization in soft soil layers such as China's cohesive soil, sand and dredger fill in recent years.Particularly recent, along with high speed development of national economy, the coastal area underground space development also develops to the depth direction, the diaphragm wall construction method of enclosure structure that underground space development adopted is various informative, traditional job practices weak soil layer adopts the cell wall machine directly to bore and grabs grooving, goes up hard soft formation down and adopts intensive ballistic method grooving.At reclamation area, directly bore and grab into the channel process bad adaptability, be difficult to the major diameter stone is grabbed out from the groove section, and very easily slump after layer disturbance of rockfilling, the cell wall reaming; And the intensive impact grooving method grooving cycle is long, causes the cell wall reaming, and above-mentioned job practices work efficiency is low, all can cause concrete perfusion serious super side's phenomenon to occur, has strengthened the difficulty of later stage excavation of foundation pit and structure side wall construction.
Summary of the invention
Its purpose of the present invention just is to provide a kind of percussive drilling construction process for diaphragm wall passing through rock-filled layer in reclamation area, solved the low problem of construction of diaphragm wall work efficiency under layer geological condition that rockfill, have work efficiency height, the good characteristics of grooving quality, also reduced simultaneously the underground chance that wall is invaded the structure side wall that connects, effectively avoided invading the drawback that the agent structure diaphragm wall is handled, thereby improved the safety of foundation pit construction, effectively reduce the integrated construction cost.
The technical scheme that realizes above-mentioned purpose and take comprises
1), measures setting-out, accurately survey to set out and lead wall displacement;
2), lead wall construction, lead the wall acceptance(check) after, make the framing line of diaphragm wall with instrument, punching stake machine and groover are in place, require grab bucket to be parallel to and lead wall, punching stake machine and groover grab bucket center line with lead the wall central axes;
3), main pilot hole impact holing and encryption and secondary pilot hole impact holing, behind the groove section location, determine the position of main pilot hole and secondary pilot hole according to each unit groove segment length, after the pilot hole position is determined, adopt earlier main pilot hole that the impact stake machine will lay the junction block position from the bump of diaphragm wall end face to than the dark 0.5m of design hole depth, the position of spacing 1.5m is provided with and encrypts main pilot hole between two main pilot holes subsequently, encrypt leading after the hole site is determined, adopt block stamp to carry out bump immediately from the diaphragm wall end face, until reaching projected depth, finish main pilot hole and encrypt main pilot hole impact construction after, punching stake machine is moved on to the top in two main aperture gaps, adopt block stamp to impact space between two main apertures again, as secondary hole, secondary hole impact depth requires to break through the rock stratum or the layer that manually rockfills with this;
4), groover is grabbed native grooving, grasps soil layer grooving between two main apertures with groover;
5), the clear hole of brush wall is at the bottom of groove section brush wall, the groove Duan Qing;
6), junction block hangs installation;
7), reinforcing cage hangs;
8), downcomer;
9), underwater concrete perfusion;
10), junction block is pulled recovery;
11), space enclosing structure quality inspection.
The invention has the advantages that:
Under comprehensive unfavorable geological conditions such as the layer that rockfills, this job practices and conventional construction method mutually specific energy fast by the layer that rockfills, effective reduction of erection time, when having solved in the hard weak soil layer down construction of diaphragm wall substantially, the grooving difficulty, easily produce the hole phenomenon of collapsing, also reduced simultaneously the chance of ground-connecting-wall intrusion structure side wall, effectively avoided invading the drawback that the agent structure diaphragm wall is handled, thereby improved the safety of foundation pit construction, effectively reduce the integrated construction cost, have work efficiency height, the good characteristics of grooving quality.
Description of drawings
The invention will be further described below in conjunction with accompanying drawing.
Accompanying drawing is a construction flow chart of the present invention.
The specific embodiment
As shown in drawings, comprise
1), measures setting-out, accurately survey to set out and lead wall displacement;
2), lead wall construction, lead the wall acceptance(check) after, make the framing line of diaphragm wall with instrument, punching stake machine and groover are in place, require grab bucket to be parallel to and lead wall, punching stake machine and groover grab bucket center line with lead the wall central axes;
3), main pilot hole impact holing and encryption and secondary pilot hole impact holing, behind the groove section location, determine the position of main pilot hole and secondary pilot hole according to each unit groove segment length, after the pilot hole position is determined, adopt earlier main pilot hole that the impact stake machine will lay the junction block position from the bump of diaphragm wall end face to than the dark 0.5m of design hole depth, the position of spacing 1.5m is provided with and encrypts main pilot hole between two main pilot holes subsequently, encrypt leading after the hole site is determined, adopt block stamp to carry out bump immediately from the diaphragm wall end face, until reaching projected depth, finish main pilot hole and encrypt main pilot hole impact construction after, punching stake machine is moved on to the top in two main aperture gaps, adopt block stamp to impact space between two main apertures again, as secondary hole, secondary hole impact depth requires to break through the rock stratum or the layer that manually rockfills with this;
4), groover is grabbed native grooving, grasps soil layer grooving between two main apertures with groover;
5), the clear hole of brush wall is at the bottom of groove section brush wall, the groove Duan Qing;
6), junction block hangs installation;
7), reinforcing cage hangs;
8), downcomer;
9), underwater concrete perfusion;
10), junction block is pulled recovery;
11), space enclosing structure quality inspection.
The invention solves under layer geological condition that rockfill, the construction of diaphragm wall work efficiency is low, and hole wall easily caves in, the difficult problem of grooving difficult quality control.In view of above situation, by comparative analysis to traditional job practices, and developed the job practices of a cover science in conjunction with on-the-spot geology characteristic and concrete operations situation: reclamation area passes through layer diaphragm wall percussion drilling job practices of rockfilling, and has obtained using widely in layer construction of diaphragm wall that rockfill.
It is the theoretical foundation that stabilizes to layer cell wall of guaranteeing to rockfill that reclamation area passes through layer diaphragm wall percussion drilling job practices of rockfilling, adopting the cell wall machine to cooperate punching stake machine in concrete construction is the core technology means to dash the mode of grabbing combination, pass through rockfill layer and weak soil layer, thereby carry out the construction of continuous concrete wall grooving.
Embodiment
Measure setting-out, accurately survey to set out and lead wall displacement, lead the wall construction.After leading the wall acceptance(check), make the framing line of diaphragm wall with instrument, punching stake machine and groover back in place checks earlier whether grab bucket is parallel to and leads wall, and the center line of checking CZ-30 type impact stake machine block stamp and the all-hydraulic cell wall machine grab bucket of GB24 whether with the central axes of leading wall.
Behind the groove section location, determine the position of main pilot hole and secondary pilot hole according to each unit groove segment length.After the pilot hole position is determined, adopt earlier main pilot hole that the impact stake machine will lay the junction block position from the bump of diaphragm wall end face to than the dark 0.5m of design hole depth.Suitable position (general spacing is 1.5m) is provided with and encrypts main pilot hole between two main pilot holes subsequently, encrypts and dominates after the hole site is determined, adopts block stamp (top fuller) to carry out bump from the diaphragm wall end face immediately, until reaching projected depth.After finishing main pilot hole (contain and encrypt main pilot hole) impact working procedure, punching stake machine is moved on to the top in two main aperture gaps, adopt the space between block stamp (top fuller) impact two main apertures again, as secondary hole, secondary hole impact depth requires to break through the rock stratum or the layer that manually rockfills with this.Grasp soil layer between two main apertures with the cell wall machine at last.At the bottom of then carrying out groove section brush wall, groove Duan Qing, lay that junction block, reinforcing bar cage hoisting are in place, concreting, junction block pull operations such as recovery
It is quick that reclamation area passes through layer diaphragm wall percussion drilling job practices grooving of rockfilling, and cell wall is stable in punching and grooving process, and the space enclosing structure distortion is little, and ground settlement is little, has good economic benefit and social benefit, and prospect is comparatively wide.
Claims (1)
1. a percussive drilling construction process for diaphragm wall passing through rock-filled layer in reclamation area is characterized in that, comprises
1) measures setting-out, accurately survey to set out and lead wall displacement;
2) lead wall construction, lead the wall acceptance(check) after, make the framing line of diaphragm wall with instrument, punching stake machine and groover are in place, require grab bucket to be parallel to and lead wall, punching stake machine and groover grab bucket center line with lead the wall central axes;
3) main pilot hole impact holing and encryption and secondary pilot hole impact holing, behind the groove section location, determine the position of main pilot hole and secondary pilot hole according to each unit groove segment length, after the pilot hole position is determined, adopt earlier main pilot hole that the impact stake machine will lay the junction block position from the bump of diaphragm wall end face to than the dark 0.5m of design hole depth, the position of spacing 1.5m is provided with and encrypts main pilot hole between two main pilot holes subsequently, encrypt leading after the hole site is determined, adopt block stamp to carry out bump immediately from the diaphragm wall end face, until reaching projected depth, after finishing main pilot hole and encrypting main pilot hole impact construction, punching stake machine is moved on to the top in two main aperture gaps, adopt block stamp to impact space between two main apertures again, as secondary hole, secondary hole impact depth requires to break through the rock stratum or the layer that manually rockfills with this;
4) groover is grabbed native grooving, grasps soil layer grooving between two main apertures with groover;
5) the clear hole of brush wall is at the bottom of groove section brush wall, the groove Duan Qing;
6) junction block hangs installation;
7) reinforcing cage hangs;
8) downcomer;
9) underwater concrete perfusion;
10) junction block is pulled recovery;
11) space enclosing structure quality inspection.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201010235553 CN101892676A (en) | 2010-07-23 | 2010-07-23 | Percussive drilling construction process for diaphragm wall passing through rock-filled layer in reclamation area |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201010235553 CN101892676A (en) | 2010-07-23 | 2010-07-23 | Percussive drilling construction process for diaphragm wall passing through rock-filled layer in reclamation area |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN101892676A true CN101892676A (en) | 2010-11-24 |
Family
ID=43102010
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201010235553 Pending CN101892676A (en) | 2010-07-23 | 2010-07-23 | Percussive drilling construction process for diaphragm wall passing through rock-filled layer in reclamation area |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101892676A (en) |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103437341A (en) * | 2013-07-29 | 2013-12-11 | 中铁十六局集团北京轨道交通工程建设有限公司 | Effective grooving construction method for underground continuous wall in slightly-weathered limestone with overlying sandy soil |
| CN103953027A (en) * | 2014-04-22 | 2014-07-30 | 浙江省地质矿产工程公司 | Method for constructing underground continuous wall in base rock |
| CN103967024A (en) * | 2013-01-25 | 2014-08-06 | 深圳市勘察测绘院有限公司 | United construction method for forming holes and grooves in deep sandy gravel stratum |
| CN104264689A (en) * | 2014-09-03 | 2015-01-07 | 广东省基础工程公司 | Construction method for forming grooves and holes and replacing large-diameter piles with small-diameter piles |
| CN104264708A (en) * | 2014-09-30 | 2015-01-07 | 安徽跨宇钢结构网架工程有限公司 | Sequential construction technology for underground diaphragm wall of highline rotational-flow pond |
| CN105971502A (en) * | 2016-04-28 | 2016-09-28 | 中国水电基础局有限公司 | Deep and thick bed rock composite grooving method |
| CN106192991A (en) * | 2016-07-15 | 2016-12-07 | 中铁上海工程局集团有限公司 | A kind of construction method of underground continuous wall under low-headroom condition |
| CN108265734A (en) * | 2018-03-31 | 2018-07-10 | 中国水利水电第四工程局有限公司 | A kind of sand and gravel stratum impervious wall construction method |
| CN110528497A (en) * | 2018-05-23 | 2019-12-03 | 中铁七局集团西安铁路工程有限公司 | A kind of construction method of hidden hole drilling cooperation impact drill continuous wall trench underground |
| CN113152559A (en) * | 2021-05-07 | 2021-07-23 | 深圳大学 | Construction method for digging grooves by grabbing, hammering and milling underground diaphragm walls in riprap reclamation areas |
| CN113529768A (en) * | 2021-07-28 | 2021-10-22 | 海西州那棱格勒河水利枢纽工程建设管理局 | Construction method of impervious wall |
| CN114482107A (en) * | 2022-01-21 | 2022-05-13 | 广东南方建设集团有限公司 | Construction method of impervious wall |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS63184609A (en) * | 1987-01-27 | 1988-07-30 | Kajima Corp | Method for constructing underground continuous wall |
| 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 |
| CN101586340A (en) * | 2009-06-17 | 2009-11-25 | 广州市第二市政工程有限公司 | Preconditioning process of continuous wall for weak weathering terrane grooving construction |
-
2010
- 2010-07-23 CN CN 201010235553 patent/CN101892676A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS63184609A (en) * | 1987-01-27 | 1988-07-30 | Kajima Corp | Method for constructing underground continuous wall |
| 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 |
| CN101586340A (en) * | 2009-06-17 | 2009-11-25 | 广州市第二市政工程有限公司 | Preconditioning process of continuous wall for weak weathering terrane grooving construction |
Non-Patent Citations (2)
| Title |
|---|
| 《安徽建筑》 20090420 王圣涛等 沿海地区填石层地段地下连续墙施工技术 第74-75页、第114页 1 第16卷, 第02期 2 * |
| 《建材发展导向》 20100416 汪中汉 地下连续墙快速穿越沿海填石层的施工技术 第51-54页 1 , 第2期 2 * |
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103967024A (en) * | 2013-01-25 | 2014-08-06 | 深圳市勘察测绘院有限公司 | United construction method for forming holes and grooves in deep sandy gravel stratum |
| CN103437341B (en) * | 2013-07-29 | 2015-08-26 | 中铁十六局集团北京轨道交通工程建设有限公司 | On cover effective forming construction method thereof of diaphragm wall in the micro-famp of sand |
| CN103437341A (en) * | 2013-07-29 | 2013-12-11 | 中铁十六局集团北京轨道交通工程建设有限公司 | Effective grooving construction method for underground continuous wall in slightly-weathered limestone with overlying sandy soil |
| CN103953027A (en) * | 2014-04-22 | 2014-07-30 | 浙江省地质矿产工程公司 | Method for constructing underground continuous wall in base rock |
| CN104264689B (en) * | 2014-09-03 | 2016-03-16 | 广东省基础工程集团有限公司 | The construction method that grooving, pore-forming and large diameter pile are replaced by multiple Small Diameter Pile |
| CN104264689A (en) * | 2014-09-03 | 2015-01-07 | 广东省基础工程公司 | Construction method for forming grooves and holes and replacing large-diameter piles with small-diameter piles |
| CN104264708A (en) * | 2014-09-30 | 2015-01-07 | 安徽跨宇钢结构网架工程有限公司 | Sequential construction technology for underground diaphragm wall of highline rotational-flow pond |
| CN105971502A (en) * | 2016-04-28 | 2016-09-28 | 中国水电基础局有限公司 | Deep and thick bed rock composite grooving method |
| CN106192991A (en) * | 2016-07-15 | 2016-12-07 | 中铁上海工程局集团有限公司 | A kind of construction method of underground continuous wall under low-headroom condition |
| CN108265734A (en) * | 2018-03-31 | 2018-07-10 | 中国水利水电第四工程局有限公司 | A kind of sand and gravel stratum impervious wall construction method |
| CN110528497A (en) * | 2018-05-23 | 2019-12-03 | 中铁七局集团西安铁路工程有限公司 | A kind of construction method of hidden hole drilling cooperation impact drill continuous wall trench underground |
| CN113152559A (en) * | 2021-05-07 | 2021-07-23 | 深圳大学 | Construction method for digging grooves by grabbing, hammering and milling underground diaphragm walls in riprap reclamation areas |
| CN113529768A (en) * | 2021-07-28 | 2021-10-22 | 海西州那棱格勒河水利枢纽工程建设管理局 | Construction method of impervious wall |
| CN114482107A (en) * | 2022-01-21 | 2022-05-13 | 广东南方建设集团有限公司 | Construction method of impervious wall |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101892676A (en) | Percussive drilling construction process for diaphragm wall passing through rock-filled layer in reclamation area | |
| CN103938617B (en) | A kind of ultra-deep underground continuous wall and construction method thereof | |
| CN104947690B (en) | Grooving construction method for embedding underground continuous wall into rock | |
| CN102644275A (en) | Rotary-digging combined pile-forming construction method in complicated geological conditions | |
| CN102797252A (en) | Construction method of underground continuous walls | |
| CN103046931B (en) | Method for forming holes of vertical shaft/pilot shaft through impact type drilling machine in impacting mode | |
| CN106545007A (en) | The method of pile in stratum of the bottom for hard rock stratum | |
| CN104963346A (en) | Support construction method for deep foundation pit in complex geological condition | |
| CN108894210A (en) | The comprehensive construction method of continuous wall trench under a kind of COMPLEX MIXED formation condition for sea area | |
| CN101581097A (en) | Vibration sinking technology method of large-sized combined steel plate pile | |
| CN105970900A (en) | Offshore wind turbine gravity type foundation installation seabed treatment process | |
| CN111335306A (en) | Rapid construction method for deep and thick hard rock section drilled pile | |
| CN103774690A (en) | Grabbing, drilling and punching combined underground continuous wall grooving construction method | |
| CN203584301U (en) | Hole guide equipment | |
| CN110984132B (en) | Construction method for grooving underground diaphragm wall under complex geological condition | |
| JP2023501743A (en) | Foundation pit support method in geological conditions where stones are mixed in the soil layer | |
| CN203822311U (en) | Advanced detection and pre-reinforcing structure for shield tunnel crossing existing station construction | |
| CN203007934U (en) | Construction device capable of drilling to the bottom of stratum with hard lower portion and unconsolidated upper portion | |
| CN104947664A (en) | Thick stone sea-filling layer prestressing force high-strength concrete square pile construction method | |
| KR20080027481A (en) | Ground boring method using multi-point rock boring | |
| CN110306989A (en) | A kind of non-open cut assembled pipe canal digging support reinforcement method | |
| CN113216142A (en) | Grouting treatment method and system for underwater karst cave in karst development area | |
| CN109024572A (en) | A kind of rotary digging pile construction method | |
| CN103967001A (en) | Hole-forming construction method for punching pile | |
| CN112281880A (en) | Construction method of complex stratum long spiral hole-leading inserting-driving locking opening steel pipe pile cofferdam |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C12 | Rejection of a patent application after its publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20101124 |