CN102383447B - Device and method for embedding strain gauge in jet grouting pile - Google Patents
Device and method for embedding strain gauge in jet grouting pile Download PDFInfo
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- CN102383447B CN102383447B CN201010268999.XA CN201010268999A CN102383447B CN 102383447 B CN102383447 B CN 102383447B CN 201010268999 A CN201010268999 A CN 201010268999A CN 102383447 B CN102383447 B CN 102383447B
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- strain gauge
- protection tube
- counterweight cone
- hole
- pipe
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- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a device for embedding a strain gauge in a jet grouting pile. The device comprises a strain gauge, a strain gauge protective pipe and a counterweight cone. The counterweight cone is connected to the lower end of the strain gauge protective pipe by left-hand thread in a loose fit way; the strain gauge is arranged within the strain gauge protective pipe; the strain gauge is connected with the counterweight cone by an iron wire; and a cable on the strain gauge directly reaches the ground by penetrating through the strain gauge protective pipe and then is connected with a computer or a display instrument by an electric signal. A method for embedding the strain gauge in the jet grouting pile comprises the following steps of: assembling the device for embedding the strain gauge; coating lubricating grease at the strain gauge protective pipe and the left-hand thread portion of the counterweight cone; drilling a grouting hole and a strain gauge embedding hole in stratum soil at a set jet grouting pile position in advance; respectively inserting a triple grouting pipe and the strain gauge protective pipe into the grouting hole and the strain gauge embedding hole; grouting by using a nozzle in a rising and rotating way so as to form a jet grouting pile to be solidified; respectively lifting the triple grouting pipe and the strain gauge protective pipe out of the ground; and keeping the counterweight cone and the strain gauge in the jet grouting pile so as to finish the strain gauge embedding. The device and the method for embedding the strain gauge in the jet grouting pile, provided by the invention, have the advantages of high embedding speed, simplicity in operation and no damage to the strain gauge.
Description
Technical field
The present invention relates to geotechnical engineering substance observing apparatus and bury apparatus underground, particularly relate to the pre-buried strain gauge arrangement of rotary churning pile and method for embedding applied in a kind of high pressure jet grouting engineering.
Background technology
In impervious wall technology many at home and abroad, high pressure jet grouting method has unique function do not replaced, and this technology obtains at home and applies widely.Namely form wallboard by high compression set (pendulum) spray, high-pressure rotary-spray forms pile body.According to geological conditions and anti-seepage standard, designed jet grouted barrier wall is joined by the plate of single hole and plate, stake and stake or plate and stake respectively and forms.
Because the aspect such as construction method, form of structure, thickness, material of jet grouted barrier wall is all different from common grouted cut off wall or concrete cut, particularly, high spray body of wall is formed with reperfusion serosity (cement) blending by high speed water, gas, the cutting of slurry jet, broken stratum soil, it is a kind of cement-soil of abnormal type, thus it is difficult for carrying out analytical calculation theoretically, and height spray body of wall in embedded instrument carry out substance observation be too difficulty and rare.If imbedded by strain meter in high spray body of wall, adopt conventional boring method to be worthless because the vibration of drilling tool with knock the body of wall cataclastic failure acting on and intensity can be caused very low.Therefore, understand very few so far to its force-bearing situation.
Summary of the invention
The technical problem to be solved in the present invention; for strain gauge pre-buried in high-pressure rotary-spray pile body and provide a kind of in construction can with carry out burying underground strain gauge during jet grouting, and the pre-buried strain gauge arrangement of rotary churning pile that strain gauge can be protected not destroyed by high-speed jet and method for embedding.
The technical scheme adopted is:
The pre-buried strain gauge arrangement of rotary churning pile, comprises strain gauge, strain gauge protection tube, counterweight cone.Described counterweight cone is with left hand thread and loose fit is connected to strain gauge protection tube lower end; strain gauge is arranged in strain gauge protection tube; strain gauge lower end is connected with iron wire; iron wire connects counterweight cone; on strain gauge, cable leads directly to ground through strain gauge protection tube, is connected by the signal of its strain gauge by cable with the computer set by ground or display instrument corresponding wiring terminal.
Above-mentioned counterweight cone both sides are welded with the reaction plate that steel plate makes, and both sides reaction plate and counterweight cone center line are symmetrical arranged.
The method of the pre-buried strain gauge of rotary churning pile, comprises the following steps:
(1) pre-buried strain gauge arrangement is assembled, at the left hand thread place coating lubricating oil fat of strain gauge protection tube and counterweight cone, in order to dismounting.
(2) on the stratum soil of the rotary churning pile position of setting, be drilled with grout hole in advance, being drilled with strain gauge in grout hole side buries hole underground simultaneously, enters the projected depth of grout hole under triple grout pipe lower ends of known technology are connected shower nozzle.Pre-buried strain gauge arrangement press-in strain gauge is buried underground the design altitude in hole; and bury elevation 5-10cm underground lower than strain gauge; when spreading, press-in strain gauge protection tube, the technical requirements of the orientation of its axis grout hole center line of counterweight cone both sides reaction plate need be ensured according to the mark on strain gauge protection tube.
(3) carry out high pressure jet grouting until after design altitude stopping grouting when rotating and promoting triple grout pipe, triple grout pipe and grouting facility are proposed ground.
(4) initial setting time configured is greater than 48 hours cement clay slips; fill strain gauge protection tube; with the hydraulic pressure difference inside and outside balance pipe; prevent the moment that strain gauge protection tube and counterweight cone depart from; the outer not solidifying slurries of pipe and grit are filled with in pipe, cause cable, strain gauge and strain gauge protection tube stuck.
(5) promote strain gauge protection tube 5-10cm, eliminate strain gauge protection tube and the longitudinal pressure be threaded between counterweight cone.Strain cable on strain gauge again, make strain gauge keep vertical direction, dextrorotation strain gauge protection tube, strain gauge protection tube and counterweight cone are departed from, and counterweight cone and strain gauge stay put, and then strain gauge protection tube are proposed ground.
(6) continuous burying underground in hole to grout hole and strain gauge pours into perfusion slurry till slurry face, aperture stops sinking.
Above-mentioned the shower nozzle energy high velocity jet water, gas, the slurry jet that are connected with triple grout pipe, pressure is respectively 35,0.7 and 1Mpa,
Above-mentioned triple grout pipe and strain gauge protection tube connect into design length by many pipes with right-handed thread respectively.
Above-mentioned strain gauge protection tube adopt diameter little 11/4
11---11/2
11steel pipe and ensure that reaction plate points to grout hole center and is all to reduce impact on high-speed jet; the both sides reaction plate outer edge surface spacing of the counterweight cone be connected with strain gauge protection tube is in addition greater than the aperture that hole buried underground by strain gauge, to increase counter-force when strain gauge protection tube and counterweight cone depart from.
The present invention is pre-buried strain gauge in high-pressure rotary-spray pile body, can realize completing burying underground of strain gauge at jet grouting simultaneously, and bury speed underground fast, simple to operate, strain gauge can not be subject to the damage of super-pressure, high jet.
Accompanying drawing explanation
Fig. 1 is that the present invention buries state diagram underground in rotary churning pile (before initial set).
Detailed description of the invention
The pre-buried strain gauge arrangement of rotary churning pile, comprises strain gauge 9, strain gauge protection tube 11, counterweight cone 12.Described counterweight cone 12 both sides are welded with the reaction plate 13 that steel plate makes, both sides reaction plate 13 and counterweight cone 12 center line are symmetrical arranged, counterweight cone 12 is with left hand thread and loose fit is connected to strain gauge protection tube 11 lower end, strain gauge 9 is arranged in strain gauge protection tube 11, strain gauge 9 lower end is connected with iron wire 10, iron wire 10 connects counterweight cone 12, on strain gauge, cable 8 leads directly to ground 4 through strain gauge protection tube 11, the signal of its strain gauge 9 is connected with the computer set by ground or display instrument corresponding wiring terminal by cable 8, form the pre-buried strain gauge arrangement of rotary churning pile.
In rotary churning pile, the method for pre-buried strain gauge, comprises the following steps:
(1) pre-buried strain gauge arrangement is assembled, at the left hand thread place coating lubricating oil fat of strain gauge protection tube 11 with counterweight cone 12, in order to dismounting;
(2) on the stratum soil 5 of rotary churning pile 1 position of setting, grout hole 2 is drilled with in advance, being drilled with strain gauge in grout hole 2 side buries hole 6 underground simultaneously, triple grout pipes 3 lower end of known technology is connected the projected depth that shower nozzle enters grout hole 2 for 14 times, bury pre-buried strain gauge arrangement underground hole 6 from strain gauge and be pressed into the design altitude that hole buried underground by strain gauge, and bury elevation 5-10cm underground lower than strain gauge; Described triple grout pipes 3 and strain gauge protection tube 11 connect into design length by many pipes with right-handed thread respectively, strain gauge protection tube 11 adopt diameter little 11/4
11-11/2
11steel pipe, and when spreading, press-in strain gauge protection tube 11, the technical requirements of orientation of its axis grout hole 2 center line of counterweight cone 12 both sides reaction plate 13 need be ensured according to the mark on strain gauge protection tube 11, to reduce the impact on high-speed jet.Both sides reaction plate 13 outer edge surface spacing is greater than the aperture that hole 6 buried underground by strain gauge simultaneously, to increase counter-force when strain gauge protection tube 11 and counterweight cone 12 depart from;
(3) carry out high pressure jet grouting when rotating and promoting triple grout pipe 3, its shower nozzle 14 energy high velocity jet water, gas, slurry jet, pressure is respectively 35,0.7 and 1Mpa, after stopping grouting, triple grout pipe 3 and grouting facility is proposed ground 4;
(4) initial setting time configured is greater than 48 hours cement clay slips 7; fill strain gauge protection tube 11 with the hydraulic pressure difference inside and outside balance pipe; prevent the moment that strain gauge protection tube 11 and counterweight cone 12 depart from; the outer not solidifying slurries of pipe and grit are filled with in pipe, cause cable 8, strain gauge 9 stuck with strain gauge protection tube 11.
(5) strain gauge protection tube 5-10cm is promoted, eliminate strain gauge protection tube 11 and the longitudinal pressure be threaded between counterweight cone 12, strain cable 8 on strain gauge again, strain gauge 9 is made to keep vertical direction, dextrorotation strain gauge protection tube 11, strain gauge protection tube 11 and counterweight cone 12 are departed from, and counterweight cone 12 and strain gauge 9 retain original place, then strain gauge protection tube 11 are proposed ground 4;
(6) continuous burying underground in hole 6 to grout hole 2 and strain gauge pours into perfusion slurry till slurry face, aperture stops sinking, and completes strain gauge and buries underground.
Claims (4)
1. apply the method for the pre-buried strain gauge of the pre-buried strain gauge arrangement of rotary churning pile, it is characterized in that, comprise the following steps:
1. pre-buried strain gauge arrangement is assembled, described pre-buried strain gauge arrangement comprises strain gauge (9), strain gauge protection tube (11), counterweight cone (12), described counterweight cone (12) is with left hand thread and loose fit is connected to strain gauge protection tube (11) lower end, strain gauge (9) is arranged in strain gauge protection tube (11), strain gauge (9) lower end is connected with iron wire (10), iron wire (10) connects counterweight cone (12), on strain gauge, cable (8) is through the straight-through ground (4) of strain gauge protection tube (11), the signal of its strain gauge (9) is connected with the computer designed by ground or display instrument corresponding wiring terminal by cable (8), described counterweight cone (12) both sides are welded with the reaction plate (13) that steel plate makes, both sides reaction plate (13) and counterweight cone (12) center line are symmetrical arranged,
Lubricating grease is smeared, in order to dismounting at strain gauge protection tube (11) and the left hand thread place of counterweight cone (12);
2. prior setting rotary churning pile (1) position stratum soil (5) on be drilled with grout hole (2), being drilled with strain gauge in grout hole (2) side buries hole (6) underground simultaneously, the projected depth of grout hole (2) is entered under triple grout pipes (3) lower end of known technology is connected shower nozzle (14), pre-buried strain gauge arrangement press-in strain gauge is buried underground the design altitude of hole (6), and bury elevation 5-10cm underground lower than strain gauge, at spreading, during press-in strain gauge protection tube (11), the technical requirements of orientation of its axis grout hole (2) center line of counterweight cone (12) both sides reaction plate (13) need be ensured according to the mark on strain gauge protection tube (11),
3. carry out high pressure jet grouting until after design altitude stopping grouting when rotating and promoting triple grout pipe (3), triple grout pipe (3) and grouting facility are proposed ground (4);
4. is greater than the cement clay slip (7) of 48 hours the initial setting time configured, fill strain gauge protection tube (11) with the hydraulic pressure difference inside and outside balance pipe, prevent the moment that strain gauge protection tube (11) and counterweight cone (12) depart from, the outer not solidifying slurries of pipe and grit are filled with in pipe, cause cable (8), strain gauge (9) and strain gauge protection tube (11) stuck;
5. strain gauge protection tube 5-10cm is promoted, eliminate strain gauge protection tube (11) and the longitudinal pressure be threaded between counterweight cone (12), strain cable on strain gauge (8) again, strain gauge (9) is made to keep vertical direction, dextrorotation strain gauge protection tube (11), strain gauge protection tube (11) and counterweight cone (12) are departed from, counterweight cone (12) and strain gauge (9) stay put, and then strain gauge protection tube (11) are proposed ground (4);
6. continuous burying underground in hole (6) to grout hole (2) and strain gauge pours into perfusion slurry till slurry face, aperture stops sinking.
2. method according to claim 1, is characterized in that, shower nozzle (14) the energy high velocity jet water, gas, the slurry jet that are connected with triple grout pipe (3), pressure is respectively 35,0.7 and 1Mpa.
3. method according to claim 1, is characterized in that, described strain gauge protection tube (11) adopt diameter little 11/4
11---11/2
11steel pipe; and ensure that reaction plate (13) points to grout hole center to reduce the impact on high-speed jet; both sides reaction plate (13) the outer edge surface spacing of the counterweight cone (12) be connected with strain gauge protection tube (11) is in addition greater than the aperture that hole (6) buried underground by strain gauge, to increase counter-force when strain gauge protection tube (11) and counterweight cone (12) depart from.
4. method according to claim 1, is characterized in that, described triple grout pipes (3) and strain gauge protection tube (11) connect into design length by many pipes with right-handed thread respectively.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201010268999.XA CN102383447B (en) | 2010-09-01 | 2010-09-01 | Device and method for embedding strain gauge in jet grouting pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201010268999.XA CN102383447B (en) | 2010-09-01 | 2010-09-01 | Device and method for embedding strain gauge in jet grouting pile |
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| Publication Number | Publication Date |
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| CN102383447A CN102383447A (en) | 2012-03-21 |
| CN102383447B true CN102383447B (en) | 2015-04-22 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201010268999.XA Expired - Fee Related CN102383447B (en) | 2010-09-01 | 2010-09-01 | Device and method for embedding strain gauge in jet grouting pile |
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Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103290827B (en) * | 2013-06-17 | 2015-01-07 | 中国水利水电第十四工程局有限公司 | Mounting, burying and grouting method for multi-point displacement meter |
| CN103741727B (en) * | 2014-01-07 | 2015-07-29 | 东南大学 | A kind of device and method measuring negative friction neutral point |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1114377A (en) * | 1994-12-15 | 1996-01-03 | 电力工业部南京自动化研究所 | Method for burying strain gauge set in rolled concrete |
| CN201843151U (en) * | 2010-09-01 | 2011-05-25 | 辽宁省水利水电科学研究院 | Strain gauge device embedded into jet grouting pile |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07107261B2 (en) * | 1987-07-31 | 1995-11-15 | 株式会社竹中工務店 | Filling for soil ▼ Sealing material and various sealing methods using it |
| JP2821098B2 (en) * | 1995-05-30 | 1998-11-05 | 株式会社鴻池組 | Soil displacement measurement measuring device |
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2010
- 2010-09-01 CN CN201010268999.XA patent/CN102383447B/en not_active Expired - Fee Related
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1114377A (en) * | 1994-12-15 | 1996-01-03 | 电力工业部南京自动化研究所 | Method for burying strain gauge set in rolled concrete |
| CN201843151U (en) * | 2010-09-01 | 2011-05-25 | 辽宁省水利水电科学研究院 | Strain gauge device embedded into jet grouting pile |
Non-Patent Citations (2)
| Title |
|---|
| "云州水库混凝土防渗墙观测仪器埋设新技术";陈作华等;《北京水利》;19951231(第3期);第33-35页 * |
| "混凝土防渗墙观测仪器埋设施工技术";刘彭江等;《水利水电技术》;20041231;第35卷(第8期);第94-96页 * |
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