CN1125800A - Vibration technology for trench cutting and forming diaphragm wall and its special equipment - Google Patents
Vibration technology for trench cutting and forming diaphragm wall and its special equipment Download PDFInfo
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- CN1125800A CN1125800A CN 95109208 CN95109208A CN1125800A CN 1125800 A CN1125800 A CN 1125800A CN 95109208 CN95109208 CN 95109208 CN 95109208 A CN95109208 A CN 95109208A CN 1125800 A CN1125800 A CN 1125800A
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- grooving
- wall
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Abstract
The technology for building underground, containuous, thin concrete wall for preventing leakage, bearing and retaining includes such processes as in-situ preparation, positioning apparatuses, digging the first and then adjacent slotted sections, completing wall and joint treating, and features continuous wall body, high efficiency and low cost of construction because concrete is directly added in notch when it is formed, to stabilize wall and simplify process.
Description
The present invention relates to a kind of construction can antiseepage, retaining soil, load-bearing, the technology of thin underground concrete diaphragm wall, particularly a kind of vibration technology for trench cutting and forming diaphragm wall and special equipment thereof.
The technology of building similar underground concrete diaphragm wall at present has following several:
One, steel sheet pile: it is to be driven into along the mode of construction axis with vibration or hammering with special deformed steel flats, join with special concavo-convex mouth between steel sheet pile, can play retaining soil and certain dash effect, speed of application is very fast, construction equipment is simpler, applicating history is longer, and the problem of existence is to need special deformed steel flats, this steel plate domestic production is less, cost an arm and a leg, in crowded reconstruction of the old city town construction, steel sheet pile can't reclaim repeated use, become the price of wall higher, connect imprecision in addition between sheet pile, easily leak, the few use at present to the utmost.
Two, steel bar concrete sheet pile:
Job practices and steel sheet pile are close, can not recycle and reuse, and unit price is lower slightly than steel sheet pile, and existing problems are that the degree of depth of building is limited, easily leak between sheet pile, and retaining soil is limited in one's ability, is difficult to be used with slope protection pile.
Three, high spray and compaction grouting:
When with large-diameter bored pile during as the slope protection pile of deep pit digging, leak available high-pressure rotary-spray or the compaction grouting in slit replenishes between stake, but it is not tight antiseepage often to occur, and itself can not keep off deficiencies such as soil, the unit price cost is higher, and this is to use more a kind of complementary seepage control measure at present.
Four, jetting becomes wall technology:
This technology is the 90 years technology by the development of Fujian Province's water conservancy scientific research institution, is that downcomer is replaced as wall in groove again with the grooving of big flow stock pump, be applicable to weak soil and particulate stratum, the about 2m of single groove segment length can make the wall of wide 0.3m, and efficient is general, this is the present stronger job practices of a kind of competitiveness in urban construction and water conservancy construction, the problem that exists is that with the on-the-spot heavy contamination of mud grooving, speed of application is slower, complex procedures, cost is higher.
Five, plate slip casting becomes the wall method:
Shake to desired depth with shaped steel, when rise dialling to bottom slip casting, insert continuously and slip casting with the formation diaphragm wall, this method speed of application is very fast, can form thin mortar wall, report be arranged, the domestic construction embodiment of not collecting as yet on the data, analyze theoretically, be a kind of ideal method of in weak soil, building the mortar wall, but can only build the mortar wall, be connected for preventing to shrink with guaranteeing, need many shaped steel alternately to insert and dial-out, construction is still complicated.
The objective of the invention is various weak points at existing construction technology, a kind of production efficiency height is provided, technology is simpler, unit price is low, wall quality is good, and the diaphragm wall that accommodation is bigger becomes wall technology, promptly makes main equipment with vibrohammer, with shaking of a kind of special use, build diaphragm wall---vibration technology for trench cutting and forming diaphragm wall into the grooving facility.
The object of the present invention is achieved like this:
The special equipment of this technology---vibration trench cutting and forming diaphragm wall machine is by the vibration pile frame, vibrating hammer, path heavy wall vibrating tube, critical pieces such as grooving head charging spout are formed, its pile frame that shakes is close with general pile frame, it can guarantee displacement, the location is convenient, can adjust the incision direction of vibrating tube and vibration head again exactly, pile frame be the hydraulic moving mechanism type it can adjust the verticality of shaking exactly by four support oil cylinders into pipe, because the front leg strut of pile frame is sitting at centre or its edge of grooving, the soil body of its part is understable, the possibility of caving in is arranged, in order to disperse the compressive stress of spud leg to ground, the leg boots are strip, grow up in 1.5m, make compressive stress leave the about 0.6m of trough rim, supporting leg and rectangular leg boots adopt the articulated structure of adjustable angle, cooperate to be embedded in cell wall both sides rail far away again, have so just guaranteed the stability of pile frame work, be provided with crop location fork in the bottom of pile frame, guarantee the accuracy that crop buries; Vibrating hammer links to each other with pile frame by wire rope, the about 60KW of power; Path heavy wall vibrating tube is installed in the lower end of vibrating hammer because notch width is about 0.2m, so vibrating tube through must making the resistance of itself and cell wall little less than 0.2m, concrete can be ganged up in the both sides of vibrating tube, unlikely formation vacuum and landslide; The grooving head is installed in the bottom of vibrating tube, the grooving head is a flat chisel shape, only push to the cell wall both sides, component longitudinally at groove is minimum, the orientation that helps the grooving head like this, have two fan valve on the grooving head, on when carrying the grooving head, valve can be opened automatically with the concrete that guarantees grooving head top and fall the grooving bottom, in case the suction of cell wall is caved in, a grooving head side longitudinally has a positioning and rectifying plate slightly wideer than groove, the direction that changes this plate can make crop left, right and center is directed to guarantee that the grooving direction is accurate, the continuity that keeps grooving, the opposite side of grooving head have a secondary head of guiding that slightly is narrower than groove width, and its slides along the cell wall that has become during grooving, prevent that grooving from forming prong, and the function that overcomes concrete in cell wall contraction and the agitation tank is arranged, and the grooving head has certain height, and it is more stable to be held in well width; On rectangular leg boots, a side of vibrating tube has charging spout, and it is convenient to spoil car and small handcart batch turning and newly forms the space of cell body from the continuous supply of side direction, solves the fluted shaft line and crosses closely the problem of can not be directly feeding in raw material to the trough rim of new formation from the sideline.
Vibration technology for trench cutting and forming diaphragm wall is to be prepared by the scene, equipment is in place, open first groove section, cut the adjacent slot section, become wall, steps such as indivedual joint processing are finished, and it is the mode grooving in broken ground with high-power vibration extruding, directly inject materials such as concrete or plastic concrete from notch in groove in the time of grooving and form body of wall, its on-the-spot preparation, equipment is in place to be to bury rail in the notch both sides underground apart from the about 0.5m of trough rim place, the rail face is equal substantially with ground, buries the back densification, wants accurately directed location when opening first groove section, deviational survey and correction, control is compiled tiltedly less than 0.5%, pours concrete into from notch in the time of incision, remain the concrete face from notch less than 1.5m, the system of stirring and the concrete proportioning poured into want good fluidity, the slump is 20～22, and cohesiveness is good, good stability, retarding performance is arranged, initial setting time should be greater than 10 hours, switch to down can go up after the desired depth to dial, on to add the necessary height that concrete keeps the concrete face simultaneously when dialling; The grooving head is then cut the adjacent slot section after transfering to, when cutting the adjacent slot section, make the secondary head of guiding be positioned at the previous groove section that has been cut into, assurance has the repeated segments of 0.3～0.4m, other is identical with the process of cutting first groove section, so continuously carry out, work continuously, should not be interrupted, function with positioning and rectifying plate (10) keeps the grooving head to be no more than permissible value along the deflection of grooving axis direction, and guarantee per hour to finish the grooving work of 1-2 linear meters, to keep near the concrete the new grooving section good flowability is arranged.If the overlong time that operation is stopped because of faults such as equipment power failures, otch again, intermittent portions will be carried out indivedual joints and be handled.
The present invention is owing to adopted above-mentioned special equipment and become wall technology to make this invention have following advantage:
One, body of wall is continuous: finished intersegmental grooving of adjacent slot and concrete and spray into work before the concrete initial set, groove section joint do not occurred, groove section joint only just occurs when breaking down;
Two, the efficient height, in being fit to the weak soil of this technology, estimate into wall efficient and can reach 20m
2About/h, can finish 200～400m every every day
2Workload;
Three, operation is simple, and construction equipment is more single;
Four, clamp-on shaping, environmentally safe;
Five, construction cost is low, is that the least cost that its cost of example can be more present descends about 20% with the thin wall of wide 0.2m, and unit price can reach 150 yuan/m
2Below;
Six, the degree of depth can reach 18m, can satisfy the actual requirement of most of engineering;
Seven, device structure is simple, and is easy to install and use.
Concrete structure of the present invention and activities are provided by following examples and accompanying drawing thereof.
Fig. 1, be vibration trench cutting and forming diaphragm wall machine general assembly schematic diagram;
Fig. 2, be the vibration technology for trench cutting and forming diaphragm wall flow chart;
Fig. 3, become grooving header structure schematic diagram on the mast machine for the vibration grooving;
Fig. 4, be the vibration technology for trench cutting and forming diaphragm wall process chart.
Describe specific embodiments of the invention in detail below in conjunction with accompanying drawing.
The special equipment of this technology---vibration trench cutting and forming diaphragm wall machine is by vibration pile frame 1, vibrating hammer 2, path heavy wall vibrating tube 3, grooving head 7, charging spout 5 critical pieces such as grade are formed, its vibration pile frame 1 is adjusted the verticality of shaking into pipe exactly by four support oil cylinders, leg boots 6 are designed to strip and grow up in 1.5m, for the accuracy that guarantees that crop buries, be provided with crop location fork 4 in the bottom of pile frame 1, vibrating hammer 2 is by the wire rope about 60kw of power that links to each other with pile frame 1, path heavy wall vibrating tube 3 is installed in the lower end of vibrating hammer 2, this process using φ 168 pipes, be the rigidity that guarantees that pipe is necessary, reason is elongated and bend, having selected wall thickness for use is the thick-walled seamless steel pipes of 20mm, vibrating tube connects with flange, has increased flexibility, and grooving head 7 is a flat chisel shape, have two fan valve 8 on it, grooving head 7 side longitudinally has a location slightly wideer than the groove plate 10 of rectifying a deviation, and the opposite side of grooving head 7 has secondary 9 of the guiding that is narrower than groove width, has charging spout 5 in the outside of rectangular leg boots 6.
Below in conjunction with process chart and process chart the concrete enforcement engineering that becomes wall once is described:
One, engineering is the deep foundation ditch antiseepage enclosure wall in the 30th floor height buildings, dark 18m, and the stratum is mucky soil and flour sand, requires to enter the relative water resisting layer silty clay, the construction line is 2m from the distance of original building or road, engineering Zhou Bianchang 250m, the about 4500m of assembly wall area
2
Two, smooth place: the engineering unwrapping wire, near the soil layer the suitable densification construction line, the 0.2m left and right sides, shop, indivedual weak high water aquifers sand cushion selects a suitable plot in place central authorities before constructing, and makes a 1.5 * 1.5m by design technology
2The square well that encloses, Cheng Jinghou 7 days is the dark 4～6m observation analysis wall performance of excavation in well, adjusts construction parameter according to enclosing the well result of the test.
Three, enter major project construction: equipment is in place, opens first groove section construction in the middle of on one side, open first groove section after, begin out the adjacent slot section, continuous like this, in grooving, add concrete to notch, form the impervious wall of continuous sealing.
Four, main construction parameter:
(1) the high 0.9m of crop is with a stake machine, the high 24m of frame, vibration tube length overall 19m.
(2) spacing of each grooving is 0.5m, and the repeated segments of 0.4m is promptly on average arranged.
(3) cutting speed 2-3m/min, upward strain speed are 3-4m/min
(4) design concrete system of stirring and pouring intensity 15m
3/ h, guaranteed strength is 10m
3/ h plans with 2 0.4m
3Mixer, three 0.4m
3Tipping lorry
(5) the concrete proportioning is a cement: sand: microlith: water: wooden calcium
=1: 1.9: 1.9: 0.5: 0.008 slump 20-22, design strength C10, K＜1 * 10
-9Cm/S,
(6) plan construction intensity 200m
2/ platform day, major project practice of construction fate 25 days comprises 40 days total durations of test.
Claims (4)
1, a kind of vibration technology for trench cutting and forming diaphragm wall, it is characterized in that: this technology is to prepare by the scene, equipment is in place, open first notch, cut the adjacent slot section, become wall, processing steps such as indivedual joint processing are finished, it is the mode grooving in broken ground with high-power vibration extruding, directly injects materials such as concrete or plastic concrete from notch in groove in the time of grooving and forms body of wall;
2, a kind of vibration technology for trench cutting and forming diaphragm wall according to claim 1, it is characterized in that: the on-the-spot preparation, equipment is in place to be to bury rail in the notch both sides underground apart from the about 0.5m of trough rim place, the rail face is equal substantially with ground, bury the back densification and when opening a groove section, want accurately directed, the location, deviational survey and correction, the control deflection is less than 0.5%, remain the concrete face from notch less than 1.5m, pour concrete into from notch in the time of incision, the system of stirring and the concrete proportioning poured into want good fluidity, the slump is 20～22, retarding performance is arranged, initial setting time should be greater than 10 hours, under switch to can go up after the desired depth and dial, go up when dialling and to add the height that concrete keeps the concrete face simultaneously, grooving head (7) is then cut the adjacent slot section after transfering to, when cutting the adjacent slot section, make the secondary head of guiding (9) be positioned at the previous groove section that has been cut into, assurance has the repeated segments of 0.3～0.4m, play guiding and the effect of stirring concrete once more, guarantee that body of wall is reliable continuously, keep the grooving head to be no more than permissible value, per hour should finish the grooving work of 1～2 linear meter along the deflection of grooving axis direction with the function of positioning and rectifying plate (10).
3, a kind of vibration trench cutting and forming diaphragm wall special equipment---vibration trench cutting and forming diaphragm wall machine, this equipment is by vibration pile frame (1), vibrating hammer (2), path heavy wall vibrating tube (3), the flat chisel shape grooving head (7) of band valve, charging spout critical pieces such as (8) is formed, it is characterized in that: vibration pile frame (1) is the hydraulic moving mechanism type, the lower end has crop location fork (4), vibrating hammer (2) links to each other with pile frame (1) by wire rope, path heavy wall vibrating tube (3) is installed in the lower end of vibrating hammer (2), the pipe warp of vibrating tube (3) must be less than 0.2m, grooving head (7) is installed in the bottom of vibrating tube (3), has charging spout (5) in the outside of rectangular leg boots (6).
4, a kind of vibration trench cutting and forming diaphragm wall special equipment according to claim 3, it is characterized in that: described grooving head (7) is flat chisel shape, have two fan valve (8) on the grooving head (7), side longitudinally at the grooving head has a positioning and rectifying plate (10) slightly wideer than groove, and opposite side has a secondary head of guiding (9) that slightly is narrower than groove width.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 95109208 CN1109792C (en) | 1994-12-26 | 1995-07-31 | Vibration technology for trench cutting and forming diaphragm wall and its special equipment |
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN94112710.9 | 1994-12-26 | ||
| CN94112710 | 1994-12-26 | ||
| CN 95109208 CN1109792C (en) | 1994-12-26 | 1995-07-31 | Vibration technology for trench cutting and forming diaphragm wall and its special equipment |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1125800A true CN1125800A (en) | 1996-07-03 |
| CN1109792C CN1109792C (en) | 2003-05-28 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 95109208 Expired - Fee Related CN1109792C (en) | 1994-12-26 | 1995-07-31 | Vibration technology for trench cutting and forming diaphragm wall and its special equipment |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN1109792C (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1333138C (en) * | 2003-06-26 | 2007-08-22 | 株式会社三东工业社 | Underground continuous wall construction method and excavating machine for underground continuous wall |
| CN106087974A (en) * | 2016-08-12 | 2016-11-09 | 河北海创岩土工程有限公司 | High frequency compacted grooving bridge-type construction method for diaphragm walls and special equipment thereof |
| CN106120790A (en) * | 2016-08-12 | 2016-11-16 | 河北海创岩土工程有限公司 | The special equipment of the compacted guncreting pile of high frequency and method |
-
1995
- 1995-07-31 CN CN 95109208 patent/CN1109792C/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1333138C (en) * | 2003-06-26 | 2007-08-22 | 株式会社三东工业社 | Underground continuous wall construction method and excavating machine for underground continuous wall |
| CN106087974A (en) * | 2016-08-12 | 2016-11-09 | 河北海创岩土工程有限公司 | High frequency compacted grooving bridge-type construction method for diaphragm walls and special equipment thereof |
| CN106120790A (en) * | 2016-08-12 | 2016-11-16 | 河北海创岩土工程有限公司 | The special equipment of the compacted guncreting pile of high frequency and method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN1109792C (en) | 2003-05-28 |
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Owner name: SIPING NORTHEAST GEOTECHNICAL ENGINEERING CO., LTD Free format text: FORMER NAME: DONGBEI GEOTECHNICAL ENGINEERING CORP., SIPING |
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| CP01 | Change in the name or title of a patent holder |
Address after: 136000 No. 7, Haifeng Road, Siping City, Jilin Province Patentee after: Siping northeast Geotechnical Engineering Co Ltd Address before: 136000 No. 7, Haifeng Road, Siping City, Jilin Province Patentee before: Dongbei Geotechnical Engineering Corp., Siping |
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| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20030528 Termination date: 20130731 |