CN113802541A - Grooving construction method for underground diaphragm wall - Google Patents
Grooving construction method for underground diaphragm wall Download PDFInfo
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- CN113802541A CN113802541A CN202110901932.3A CN202110901932A CN113802541A CN 113802541 A CN113802541 A CN 113802541A CN 202110901932 A CN202110901932 A CN 202110901932A CN 113802541 A CN113802541 A CN 113802541A
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- wall
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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- C—CHEMISTRY; METALLURGY
- C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
- C09K—MATERIALS FOR MISCELLANEOUS APPLICATIONS, NOT PROVIDED FOR ELSEWHERE
- C09K17/00—Soil-conditioning materials or soil-stabilising materials
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0037—Clays
- E02D2300/004—Bentonite or bentonite-like
- E02D2300/0042—Bentonite or bentonite-like being modified by adding substances
Abstract
The invention relates to a grooving construction method for an underground diaphragm wall, which comprises the steps of measuring and setting-out, conducting wall construction, slurry configuration, groove excavation, bottom cleaning, steel reinforcement cage placement, underwater concrete pouring and wall toe grouting, wherein the groove excavation: a double-wheel slot milling machine is adopted to complete the unit slot section by a jump hole digging method; when the groove is dug, continuously injecting slurry into the groove, and keeping the slurry surface at a set height below the top surface of the guide wall and higher than a set value of the underground water level; meanwhile, clay dispersing agents are added to the excavation surface and the milling cutter.
Description
Technical Field
The disclosure belongs to the technical field of geotechnical engineering, and particularly relates to a grooving construction method for an underground diaphragm wall.
Background
The statements herein merely provide background related to the present disclosure and may not necessarily constitute prior art.
The inventor knows that in urban subway construction, the underground continuous wall process is widely applied to a foundation pit supporting system, and the construction process for constructing the underground continuous wall by using a pile punching machine to assist a trenching machine is suitable for softer geology in the prior art. The underground continuous wall is constructed under the geology of special strata such as clay-rock stratum composite stratum, the problems of sticking a milling cutter, difficult mud-water separation and the like are inevitable in the construction, so that the construction efficiency is low, and the construction period is delayed; meanwhile, the sand content of the slurry is not obviously reduced by a common vibration sand filter, the quality of the circulating slurry is not ensured, and the probability of grooving is reduced.
Disclosure of Invention
The present disclosure is directed to a trenching construction method for an underground diaphragm wall, which can solve at least one of the above problems.
To achieve the above objects, one or more embodiments of the present disclosure provide a method for trenching a diaphragm wall, comprising the steps of:
the method comprises the following steps: measuring and paying off;
step two: constructing a guide wall;
step three: preparing slurry;
step four: excavating a groove: a double-wheel slot milling machine is adopted to complete the unit slot section by a jump hole digging method; when the groove is dug, continuously injecting slurry into the groove, and keeping the slurry surface at a set height below the top surface of the guide wall and higher than a set value of the underground water level; meanwhile, adding clay dispersing agent on the excavation surface and the milling cutter;
step five: clearing the bottom;
step six: placing a reinforcement cage;
step seven: pouring underwater concrete;
step eight: grouting wall toe.
Further, in step 1, the step of measuring the pay-off line comprises the following steps: and positioning and calibrating the control points and measuring and lofting the underground continuous wall.
Furthermore, in the step 2, when the guide wall is manufactured, the whole continuous wall needs to be placed outwards by 15cm, the inner side of the width section at the corner is lengthened by 20cm, and the outer side is lengthened by 30-60 cm.
Further, the slurry in the step 3 comprises bentonite, CMC tackifier, soda ash and the like.
Furthermore, the DMS of the double-wheel milling apparatus in step 4 can effectively monitor the perpendicularity of the groove, and adjust and correct the perpendicularity through the adjustment of the X, Y, Z axes.
Furthermore, the clay dispersant comprises 2 wt% of surfactant, 8 wt% of dispersant, 0.5 wt% of stabilizer, 0.5 wt% of wear-resistant preservative and the balance of water.
The beneficial effects of one or more technical schemes are as follows:
according to the method, the double-wheel slot milling machine is utilized to form the slot by combining digging and milling, the stratum adaptability is high, the equipment replacement frequency is reduced, and the construction period is shortened. Meanwhile, the novel clay dispersing agent is matched for use, so that the clay stratum is effectively improved, the adhesion effect of cohesive soil on a cutter head is reduced, the problems of sticking a milling cutter, tooth pasting and the like are reduced, the safety, quality and progress of diaphragm wall construction are ensured, the efficiency is improved, and the cost is saved.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the application and, together with the description, serve to explain the application and are not intended to limit the application.
FIG. 1 is a schematic flow chart of a grooving construction method for an underground diaphragm wall in the embodiment of the disclosure.
Detailed Description
For the special geological conditions of the clay-rock stratum composite, how to create a construction method with strong stratum adaptability, high efficiency, good grooving quality and small environmental impact is a technical problem to be solved urgently by technical personnel in the field.
As shown in fig. 1, the embodiment provides a grooving construction method for an underground diaphragm wall, grooving is performed by a double-wheel mill, a clay dispersant solves the problems of sticking a milling cutter and pasting a gear, and then a slurry purification circulation system improves the slurry performance to realize high-efficiency and high-quality grooving. The method comprises the following steps:
step 1: measuring and paying off;
(1) positioning and calibrating control point
And arranging ground lead points at places which are beneficial to protection and lofting of a construction site, introducing control points into the site by adopting a total station according to the record of the planar cross-connecting piles, and lofting out the planar coordinates of the ground lead points. And according to the elevation cross-connecting pile record, introducing the elevation into the construction site by adopting a level gauge. The distance between each control point and the foundation pit is more than 10m, so that the influence on the control points during construction is reduced. The pile position of a control point is influenced during construction, the point which is used is rechecked once every half month, and when the point position change exceeds an allowable error, the original coordinate or elevation value is adjusted; (2) underground continuous wall measurement lofting
And calculating the coordinates of the center line corner points of the underground continuous wall according to the coordinates provided by a design drawing, adopting a ground lead control point after the calculation result is checked to be correct internally, lofting out the corner points of the underground continuous wall on the spot by using a total station, and immediately making a pile guard. And reporting and setting units and supervision units for rechecking. Because underground continuous wall can inwards shift and warp under the effect of outside soil pressure during foundation ditch excavation, for guaranteeing that the headroom of later stage foundation ditch structure meets the requirements, lead the wall center axis and put 150mm outward.
Step 2: constructing a guide wall;
the guide wall is the primary condition for ensuring the precision of the continuous wall, so that technical bottoming is well done before construction and paying off, strict rechecking is carried out, and positioning and paying off are ensured to be accurate.
Excavating the guide wall groove by adopting an excavator, manually repairing the slope, and putting the whole continuous wall outwards by 15cm when the guide wall is constructed. The inner side of the frame section at the corner is lengthened by 20cm, the outer side of the frame section is lengthened by 30-60 cm, the verticality of the inner wall surface is controlled within 5 per thousand, the flatness of the inner wall surface is controlled within +/-3 mm, the height difference within the full-length range is controlled within +/-5 mm, the axis error of the guide wall is controlled within +/-10 mm, and the axial error of the guide wall is controlled within +/-10 mm.
And step 3: preparing slurry;
the mud is prepared from bentonite as main material, CMC tackifier (carboxymethyl cellulose, or artificial paste), and soda as auxiliary material, and tap water with pH value close to neutral is used as water for preparing mud.
And 4, step 4: excavating a groove;
adopting a double-wheel slotter to dig a unit groove section by a jump hole digging method; when a groove is milled, the two rollers rotate at a low speed, the directions are opposite, the milling teeth mill and crush the formation surrounding rock, and simultaneously, a clay dispersing agent is sprayed to the milling teeth to prevent the milling teeth from being adhered, a middle hydraulic motor drives a slurry pump, the drilled rock slag and slurry are discharged to a ground slurry purification circulating system through a sand suction port in the middle of a milling wheel to carry out centrifugal slurry-water separation to generate new high-quality slurry, then fresh slurry is continuously injected into the groove, and the slurry surface is kept 0.2-0.3 m below the top surface of the guide wall and 0.5m above the underground water level;
the perpendicularity of the slot milling machine is consistent with the axis of the slot section and is monitored by two independent inclinometers, and data of the data are processed by a computer in a cab and displayed on a liquid crystal display screen, so that a driver can monitor at any time and adjust the perpendicularity of the slot milling machine by changing the rotating speed of the slot milling machine.
And 5: clearing the bottom;
step 6: placing a reinforcement cage;
the method comprises the steps that 1 300 tons of cranes are adopted as main cranes and 1 120 tons of crawler cranes are adopted as auxiliary cranes to jointly lift the steel reinforcement cage, a main hook lifts the top of the steel reinforcement cage during lifting, the auxiliary hooks lift the middle part of the steel reinforcement cage, a plurality of groups of hoist main hooks and auxiliary hooks work simultaneously to enable the steel reinforcement cage to be slowly lifted away from the ground, the angle of the cage is gradually changed to enable the cage to be vertical, a crane moves the steel reinforcement cage to the edge of a groove section to be aligned with and change the angle of the cage to enable the cage to be gradually vertical, the crane moves the steel reinforcement cage to the edge of the groove section, and the groove section is aligned with the groove section to slowly enter the groove according to the design requirement and the elevation of the groove section is controlled. After the steel reinforcement cage is placed to the design elevation, the shoulder pole that utilizes the channel-section steel preparation is shelved on the guide wall, according to steel reinforcement cage size and combine the consideration of security check calculation, plans to adopt 2020 point to hang.
According to the standard requirement, the flatness of the top surface of the guide wall is 5mm, the elevations of 4 fulcrums on the guide wall need to be checked again before the steel reinforcement cage is hung, the length of the hanging rib is accurately calculated, and the error is ensured to be within the range of the elevations of the allowed fulcrums.
And 7: pouring underwater concrete;
and after the reinforcement cage is sunk in place, concrete is poured in time for no more than 4 hours. Before concrete pouring, slump is tested, the slump is controlled to be 18-22 cm, and a test block is made.
The concrete is C35 in grade and P10 in impermeability grade. When the coarse aggregate in the concrete adopts pebbles, the unit cement dosage is not less than 370kg/m3(ii) a When the broken stone is adopted, the unit cement consumption is not less than 400kg/m3. The perfusion is carried out by adopting a catheter method, and the catheter is selected from a circular spiral quick connector type D-250. The guide pipe is hung into the specified position of the groove section by a crane, and a square funnel is arranged at the top of the guide pipe.
The top surface of the concrete is higher than the designed elevation by 30-50 cm so as to ensure that the strength of the concrete on the top of the wall meets the design requirement.
And 8: grouting wall toe.
2 grouting pipes are installed on the reinforcement cage in the through length mode, and the length of the grouting pipes extends into the wall bottom and is larger than 0.5 m. After the ground wall concrete reaches 70% of the designed strength, the cement paste can be pressed in, the grouting amount of each grouting pipe is not less than 3 cubic meters, and when the grouting amount of each grouting pipe reaches the design requirement or the grouting amount reaches more than 80%, and the pressure reaches 2.0MPa and is maintained for 3 minutes, the grouting is stopped (the middle partition wall is not grouted).
Although the present disclosure has been described with reference to specific embodiments, it should be understood that the scope of the present disclosure is not limited thereto, and those skilled in the art will appreciate that various modifications and changes can be made without departing from the spirit and scope of the present disclosure.
Claims (10)
1. A grooving construction method for an underground diaphragm wall is characterized by comprising the following steps:
the method comprises the following steps: measuring and paying off;
step two: constructing a guide wall;
step three: preparing slurry;
step four: excavating a groove: a double-wheel slot milling machine is adopted to complete the unit slot section by a jump hole digging method; when the groove is dug, slurry is injected into the groove, and the slurry surface is kept at a set height below the top surface of the guide wall and is higher than a set value of the underground water level; meanwhile, adding clay dispersing agent on the excavation surface and the milling cutter;
step five: clearing the bottom;
step six: placing a reinforcement cage;
step seven: pouring underwater concrete;
step eight: grouting wall toe.
2. A trenching construction method of an underground diaphragm wall as claimed in claim 1 wherein the measuring line laying in step 1 comprises the steps of: and positioning and calibrating the control points and measuring and lofting the underground continuous wall.
3. The underground continuous wall grooving construction method according to claim 1, wherein in the step 2, the guide wall is manufactured by outwardly arranging the whole continuous wall by 15cm, lengthening the inner side of the width section at the corner by 20cm and lengthening the outer side by 30-60 cm.
4. The underground diaphragm wall trenching construction method as claimed in claim 1, wherein the slurry in the step 3 comprises bentonite, CMC tackifier, soda ash and the like.
5. The underground continuous wall grooving construction method of claim 1, wherein the DMS of the double-wheel milling device in step 4 can effectively monitor the grooving verticality, and the verticality can be adjusted and corrected by adjusting the X, Y, Z axis.
6. The underground continuous wall trenching construction method as claimed in claim 1, wherein the clay dispersant comprises 2 wt% of surfactant, 8 wt% of dispersant, 0.5 wt% of stabilizer, 0.5 wt% of wear-resistant preservative and the balance of water.
7. A trenching method of underground diaphragm wall as claimed in claim 6 wherein said surfactant is an amphoteric surfactant.
8. A method for forming a trench in an underground diaphragm wall as claimed in claim 6, wherein the dispersant is a fatty acid salt dispersant.
9. The underground continuous wall trenching construction method as claimed in claim 6, wherein the wear-resistant preservative is a combination of dioleate phosphite and sodium diacetate.
10. The underground continuous wall trenching construction method as claimed in claim 6, wherein the stabilizer is non-toxic phosphite ester.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110901932.3A CN113802541A (en) | 2021-08-06 | 2021-08-06 | Grooving construction method for underground diaphragm wall |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110901932.3A CN113802541A (en) | 2021-08-06 | 2021-08-06 | Grooving construction method for underground diaphragm wall |
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| CN113802541A true CN113802541A (en) | 2021-12-17 |
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| CN202110901932.3A Pending CN113802541A (en) | 2021-08-06 | 2021-08-06 | Grooving construction method for underground diaphragm wall |
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102691294A (en) * | 2012-05-15 | 2012-09-26 | 安宜建设集团有限公司 | Construction method of underground continuous wall |
| CN103938617A (en) * | 2014-05-21 | 2014-07-23 | 中鼎国际工程有限责任公司 | Super-deep underground continuous wall and construction method thereof |
| CN112962581A (en) * | 2021-03-08 | 2021-06-15 | 中国建筑一局(集团)有限公司 | Construction method of ultra-deep underground continuous wall structure in sea-filling inclined rock area |
-
2021
- 2021-08-06 CN CN202110901932.3A patent/CN113802541A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102691294A (en) * | 2012-05-15 | 2012-09-26 | 安宜建设集团有限公司 | Construction method of underground continuous wall |
| CN103938617A (en) * | 2014-05-21 | 2014-07-23 | 中鼎国际工程有限责任公司 | Super-deep underground continuous wall and construction method thereof |
| CN112962581A (en) * | 2021-03-08 | 2021-06-15 | 中国建筑一局(集团)有限公司 | Construction method of ultra-deep underground continuous wall structure in sea-filling inclined rock area |
Non-Patent Citations (1)
| Title |
|---|
| 张绪鹏: "双轮铣槽机在硬岩地层地下连续墙施工中的应用", 《长春工程学院学报(自然科学版)》 * |
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