CN113550312A - Method for lowering and pulling joint pipe of seepage-proofing construction wall - Google Patents
Method for lowering and pulling joint pipe of seepage-proofing construction wall Download PDFInfo
- Publication number
- CN113550312A CN113550312A CN202110859539.2A CN202110859539A CN113550312A CN 113550312 A CN113550312 A CN 113550312A CN 202110859539 A CN202110859539 A CN 202110859539A CN 113550312 A CN113550312 A CN 113550312A
- Authority
- CN
- China
- Prior art keywords
- joint pipe
- lowering
- construction wall
- raising
- concrete
- 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
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D11/00—Methods or apparatus specially adapted for both placing and removing sheet pile bulkheads, piles, or mould-pipes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/16—Sealings or joints
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
Landscapes
- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Ocean & Marine Engineering (AREA)
- Mechanical Engineering (AREA)
- On-Site Construction Work That Accompanies The Preparation And Application Of Concrete (AREA)
Abstract
The invention discloses a method for lowering and pulling a joint pipe of an impervious construction wall, which comprises the following steps: respectively lowering a first section of joint pipe at two ends of the slotted hole and locking the first section of joint pipe by using a pipe drawing machine; positioning the lower connector tube and connecting to the first connector tube in some alternative embodiments, and the lower connector tube in some alternative embodiments; in some alternative embodiments, the lower joint pipe is put into place and then locked again by a pipe drawing machine; until the tail joint pipe is put down in place and concrete is poured; and after the concrete pouring is carried out for a set time, pulling is carried out at set time intervals. The method for lowering and pulling up the joint pipe of the anti-seepage construction wall aims to solve the problems of large overlapping thickness of the slotted hole and large hole inclination control difficulty during construction of the anti-seepage wall.
Description
Technical Field
The invention belongs to the technical field, and particularly relates to a method for lowering and pulling up a joint pipe of an anti-seepage construction wall.
Background
The diaphragm wall is an underground continuous wall which is built in a loose permeable layer or an earth-rock dam and plays a role in seepage control, and is widely applied to the earth-rock dam and foundation pit treatment with seepage control pressure because of the advantages of reliable structure, good seepage control effect, adaptability to various stratum conditions, simplicity and convenience in construction, low cost and the like, thereby greatly improving seepage control and safety performance.
The lap thickness and the hole inclination of the slotted hole of the groove are difficult to control in the process of diaphragm wall construction, so that the engineering construction quality does not meet the design requirements.
In view of the above, it is desirable to provide a method for lowering and raising a joint pipe of an impermeable construction wall to solve the above problems.
Disclosure of Invention
Technical problem to be solved
The invention solves the technical problem that the lap joint thickness and the hole inclination control difficulty of the slot hole are high during the construction of the impervious wall.
(II) technical scheme
The invention provides a method for lowering and pulling a joint pipe of an impervious construction wall, which comprises the following steps:
respectively lowering a first section of joint pipe at two ends of the slotted hole and locking the first section of joint pipe by using a pipe drawing machine;
positioning a lower joint pipe and connecting the first joint pipe and the lower joint pipe;
the lower joint pipe is put in place and then locked again by a pipe drawing machine;
until the tail joint pipe is put down in place and concrete is poured;
and after the concrete pouring is carried out for a set time, pulling is carried out at set time intervals.
Further, a group of test blocks with the same concrete condition is reserved in the pouring process, and the pulling time and the pulling speed are determined according to the initial setting of the test blocks.
Further, the set time is 4-6 h.
Further, the set interval time is 30 min.
Furthermore, the pulling height of each time is 50-100 mm.
Further, within 8 hours after the completion of concrete pouring, all the joint pipes were pulled out.
Furthermore, the temperature of concrete pouring is controlled between +5 ℃ and +35 ℃.
Furthermore, when pouring is carried out for the first time, a funnel is adopted for continuous pouring, and the rising speed of the concrete surface is more than or equal to 2 m/h.
Further, two guide pipes are used for pouring during pouring, the distance between the centers of the two guide pipes is less than or equal to 4m, and the distance between the two guide pipes and the adjacent joint pipe is less than or equal to 1.5 m.
Furthermore, when pouring is started, the joint pipes deflect, all the joint pipes are lifted in time, and the joint pipes are hoisted again after being checked.
(III) advantageous effects
According to the method for lowering and pulling up the joint pipe of the anti-seepage construction wall, the joint pipe is arranged at the construction groove section, so that the construction is convenient, other large-scale equipment is not required to be added, and concrete can be saved. And the method increases the contact area of the concrete of the two-stage groove section, so that the wall section joint is better, and the construction progress can be accelerated.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the embodiments of the present invention will be briefly described below, and it is obvious that the drawings described below are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is a schematic flow chart of a method for lowering and pulling up a joint pipe of an impermeable construction wall according to an embodiment of the present invention.
Detailed Description
The embodiments of the present invention will be described in further detail with reference to the drawings and examples. The following detailed description of the embodiments and the accompanying drawings are provided to illustrate the principles of the invention and are not intended to limit the scope of the invention, i.e., the invention is not limited to the embodiments described, but covers any modifications, alterations, and improvements in the parts, components, and connections without departing from the spirit of the invention.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail below with reference to the embodiments with reference to the attached drawings.
It should be clear that the embodiments in this specification are described in a progressive manner, and the same or similar parts in the embodiments are referred to each other, and each embodiment focuses on the differences from the other embodiments. The present invention is not limited to the specific steps and structures described above and shown in the drawings. Also, a detailed description of known process techniques is omitted herein for the sake of brevity.
According to an embodiment of the invention, a method for lowering and pulling up a joint pipe of an impermeable construction wall is provided, as shown in fig. 1, the method comprises the following steps:
s100, respectively lowering the first joint of the joint pipe at two ends of the slotted hole and locking the first joint of the joint pipe by using a pipe drawing machine;
s200, positioning a lower joint pipe and connecting a first joint pipe and the lower joint pipe;
s300, the lower joint pipe is put in place and then locked again by a pipe drawing machine;
s400, placing the tail joint pipe in place and pouring concrete;
and S500, after the concrete pouring time is set, pulling up at set time intervals.
In the embodiment, the joint pipe is arranged below the construction groove section, so that the construction is convenient, other large-scale equipment is not required to be added, and the concrete can be saved. And the method increases the contact area of the concrete of the two-stage groove section, so that the wall section joint is better, and the construction progress can be accelerated.
Specifically, the concrete is mixed by a mixing system, the test proportion and the raw material report are reported to the supervision for acceptance and can be used after the test proportion and the raw material report are qualified. The transport capacity of the concrete should be adapted to the setting speed and casting speed of the concrete, so as to maintain the uniformity and the specified slump of the concrete and fully exert the efficiency of the equipment. The phenomena of segregation, slurry leakage, serious bleeding and excessive slump reduction of the concrete cannot occur in the process of conveying the concrete.
The concrete pouring temperature is controlled between +5 ℃ and +35 ℃, otherwise, corresponding cold-proof or cooling measures approved by supervision engineers should be adopted. The lowering of the guide pipe is preferably controlled within 4 hours, the sealing ring must be checked before the guide pipe is lowered, the integrity and the compactness of the guide pipe are guaranteed, the elevation is rechecked and the sediment is measured in time after the lowering is finished, if all indexes meet the requirements, the groove is not cleaned, and otherwise, the groove is cleaned for the second time.
The cement in the concrete adopts ordinary portland cement with the mark not less than 42.5, when the anti-freezing requirement is met, the portland cement is preferably selected, and a factory quality certificate and a test detection result are attached; the fine aggregate is medium coarse sand with a fineness modulus of 3.4-4.0, the mud content of the medium coarse sand is not more than 3%, and the clay content of the medium coarse sand is not more than 1.0%; the coarse aggregate is preferably natural pebbles and gravels, the maximum particle size of the coarse aggregate is less than 40mm, the mud content is not more than 1.0 percent, and the mud block content is not more than 0.5 percent.
Additive: the quality and the mixing amount of the water reducing agent, the waterproof agent, the air entraining agent and the like are determined by tests.
(2) The mixture ratio requirement
According to the characteristics of concrete pouring under slurry, a concrete mixing ratio test is carried out on site to determine the optimal practical mixing ratio, and the concrete mixture has the following characteristics:
the workability is better, and the workability comprises fluidity, cohesiveness and water retention. The slump constant of the concrete should be 18-22 cm, the diffusivity should be 34-40 cm, and the slump can be maintained above 15cm for not less than 1 h.
And a small bleeding rate. Generally, the bleeding amount is not more than 1.5 percent of the volume of the concrete within 2 hours, namely, the bleeding rate is less than 4 percent.
And thirdly, the initial setting time is not less than 6 hours, and the final setting time is not more than 24 hours.
Fourthly, the density is not less than 2100kg/m3Aggregates with too low a density cannot be used.
Fifthly, the dosage of the cementing material is more than 350kg/m3The sand rate is not less than 40 percent, and the water-cement ratio is less than 0.65.
During pouring, two guide pipes are used for pouring, the distance between the centers of the guide pipes is not more than 4m, the distance between the guide pipes and a groove section joint is not more than 1.5m, the concrete surface is required to uniformly rise, the height difference of the concrete surface at each guide pipe is not more than 0.5m, and the concrete is required to be poured before final setting. The concrete pouring adopts a conduit method for construction, and the conduit is a circular spiral quick connector type with the D being 300 mm. And hoisting the guide pipe into the specified position of the groove section by using a concrete pouring frame, and installing a square funnel at the top of the guide pipe. After the casting guide pipe is arranged below the casting guide pipe, the guide pipe is used for detecting the bottom, and the distance between the casting guide pipe and the hole bottom is controlled within the range of 15 cm-25 cm when casting is started. A water-isolating ball is arranged in the front guide pipe during pouring, and concrete is prevented from falling into the slotted hole from the outside of the guide pipe during pouring. And a large funnel is adopted for continuous pouring during first pouring, so that the pouring continuity of the concrete is ensured, and the rising speed of the concrete surface is not less than 2 m/h. And measuring the depth of the concrete surface in the slot at least once every 30min, and measuring the depth of the concrete surface in the guide pipe at every two hours, wherein in the concrete pouring process, the depth of the guide pipe embedded in the concrete surface is not less than 1.0m and not more than 6.0m, and the concrete pouring surface is preferably 500mm higher than the designed top surface of the underground continuous wall.
Specifically, the sealing ring must be checked before the guide pipe is placed down to ensure the integrity and compactness of the guide pipe, accurate piping is required before the guide pipe is arranged below the guide pipe, and the piping is required to meet the technical specification requirement. The pipe sets down according to the piping plan in proper order, and 2 sets of pipes are laid to every groove section, and the pipe installation should satisfy following requirement: the distance between the centers of the pipes is not more than 4m, and the distance between the center of the pipe and the end of the slot or the wall surface of the joint pipe is preferably 1.0-1.5 m. When the height difference of the bottom of the slotted hole is more than 25cm, the center of the guide pipe is placed at the lowest part of the control range of the guide pipe.
In some optional embodiments, a group of test blocks with the same concrete condition is left in the pouring process, and the pulling time and the pulling speed are determined according to the initial setting of the test blocks.
(1) After the concrete is poured, the frictional resistance among the joint pipe, the concrete and the stratum is large, and in order to ensure the safe jacking and pulling of the joint pipe, a group of test blocks with the same concrete condition are reserved in the pouring process. The pull-up time and speed are determined from the initial set of the test block. Typically 4-6 hours after the casting has started.
(2) According to the initial setting time of the underwater concrete and construction test data, the pulling starts about 4-6 hours after the concrete pouring starts. And lifting once every 30 minutes, wherein the amplitude is not more than 50-100 mm, and completely pulling out the joint box within 8 hours after the concrete pouring is finished.
(3) If the pulling force is increased sharply in the pulling process, the pulling can be properly advanced and the pulling height can be increased.
In some optional embodiments, the joint pipes are deflected when pouring is started, all joint pipes are lifted in time, and the joint pipes are hoisted again after being checked.
It should be clear that the embodiments in this specification are described in a progressive manner, and the same or similar parts in the embodiments are referred to each other, and each embodiment focuses on the differences from the other embodiments. The present invention is not limited to the specific steps and structures described above and shown in the drawings. Also, a detailed description of known process techniques is omitted herein for the sake of brevity.
The above are merely examples of the present application and are not intended to limit the present application. Various modifications and alterations to this application will become apparent to those skilled in the art without departing from the scope of this invention. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the scope of the claims of the present application.
Claims (10)
1. A method for lowering and pulling up a joint pipe of an impermeable construction wall is characterized by comprising the following steps:
respectively lowering a first section of joint pipe at two ends of the slotted hole and locking the first section of joint pipe by using a pipe drawing machine;
positioning a lower joint pipe and connecting the first joint pipe and the lower joint pipe;
the lower joint pipe is put in place and then locked again by a pipe drawing machine;
until the tail joint pipe is put down in place and concrete is poured;
and after the concrete pouring is carried out for a set time, pulling is carried out at set time intervals.
2. The method for lowering and raising the joint pipe of the impermeable construction wall according to claim 1, wherein a set of test blocks with the same concrete condition is left during the pouring process, and the raising time and speed are determined according to the initial setting of the test blocks.
3. The method for lowering and raising the joint pipe of the impermeable construction wall according to claim 1, wherein the set time is 4 to 6 hours.
4. The method for lowering and raising a joint pipe of a watertight construction wall according to claim 1, wherein the set interval time is 30 min.
5. The method for lowering and raising the joint pipe of the impermeable construction wall according to claim 1, wherein the raising height at each time is 50 to 100 mm.
6. The method for lowering and raising the joint pipes of the impermeable construction wall according to claim 1, wherein all the joint pipes are raised within 8 hours after the completion of the concrete casting.
7. The method for putting down and pulling up the joint pipe of the impermeable construction wall according to claim 1, wherein the temperature of concrete placement is controlled between +5 ℃ and +35 ℃.
8. The method for lowering and raising the joint pipe of the impermeable construction wall according to claim 1, wherein continuous casting is performed by using a funnel during the first casting, and the raising speed of the concrete surface is greater than or equal to 2 m/h.
9. The method for lowering and raising the joint pipe of the impermeable construction wall according to claim 1, wherein two guide pipes are used for pouring during pouring, the distance between the centers of the two guide pipes is less than or equal to 4m, and the distance between the two guide pipes and the adjacent joint pipe is less than or equal to 1.5 m.
10. The method for lowering and raising the joint pipe of the impermeable construction wall according to claim 1, wherein the joint pipe is deflected when the casting is started, all the joint pipes are timely lifted out, and the joint pipe is lifted again after the inspection.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110859539.2A CN113550312A (en) | 2021-07-28 | 2021-07-28 | Method for lowering and pulling joint pipe of seepage-proofing construction wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110859539.2A CN113550312A (en) | 2021-07-28 | 2021-07-28 | Method for lowering and pulling joint pipe of seepage-proofing construction wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113550312A true CN113550312A (en) | 2021-10-26 |
Family
ID=78133167
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110859539.2A Pending CN113550312A (en) | 2021-07-28 | 2021-07-28 | Method for lowering and pulling joint pipe of seepage-proofing construction wall |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113550312A (en) |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2285322Y (en) * | 1997-03-12 | 1998-07-01 | 熊湘哲 | Top pressing type machine for drawing out joint pipe |
| AUPQ479699A0 (en) * | 1999-12-21 | 2000-02-03 | Tristanagh Pty Ltd | Earth retention and piling systems |
| JP2002275893A (en) * | 2001-03-22 | 2002-09-25 | Tosa Kikai Kogyo Kk | Steel pipe pile press-in and pull-out machine |
| CN102561389A (en) * | 2012-03-16 | 2012-07-11 | 广州中煤江南基础工程公司 | Construction method of underground diaphragm wall joint pipes |
| WO2016098367A1 (en) * | 2014-12-19 | 2016-06-23 | ケミカルグラウト株式会社 | Ground freezing construction method and ground freezing system |
| CN111042060A (en) * | 2019-12-30 | 2020-04-21 | 中国水电基础局有限公司 | Ultra-deep impervious wall section connecting method |
-
2021
- 2021-07-28 CN CN202110859539.2A patent/CN113550312A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2285322Y (en) * | 1997-03-12 | 1998-07-01 | 熊湘哲 | Top pressing type machine for drawing out joint pipe |
| AUPQ479699A0 (en) * | 1999-12-21 | 2000-02-03 | Tristanagh Pty Ltd | Earth retention and piling systems |
| JP2002275893A (en) * | 2001-03-22 | 2002-09-25 | Tosa Kikai Kogyo Kk | Steel pipe pile press-in and pull-out machine |
| CN102561389A (en) * | 2012-03-16 | 2012-07-11 | 广州中煤江南基础工程公司 | Construction method of underground diaphragm wall joint pipes |
| WO2016098367A1 (en) * | 2014-12-19 | 2016-06-23 | ケミカルグラウト株式会社 | Ground freezing construction method and ground freezing system |
| CN111042060A (en) * | 2019-12-30 | 2020-04-21 | 中国水电基础局有限公司 | Ultra-deep impervious wall section connecting method |
Non-Patent Citations (1)
| Title |
|---|
| 刘勇等: "《地基与基础工程施工技术》", 30 June 2018, 黄河水利出版社 * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN114180930B (en) | High-water-pressure ultra-large-diameter underwater shield tunnel double-liquid grouting slurry, process and application | |
| CN106640154A (en) | Treatment method and structure for water seepage of tunnel lining circular construction joint crack | |
| CN103556639B (en) | Construction method for underwater non-dispersible cement-based self-compaction material | |
| CN111364469B (en) | Underwater concrete pouring device, construction method and application of underwater concrete pouring device in ultra-large deepwater open caisson foundation | |
| CN112482358A (en) | Diaphragm wall construction method for diaphragm wall penetrating stratum | |
| CN112524335A (en) | Non-excavation jacking external branch pipe construction method | |
| CN1033206A (en) | Construction technology of preventing and controlling seepage in buildings | |
| KR20100069553A (en) | System preventing non-woven from mortar particles filled up the back space of pcl (precasting concrete lining) and method constructing the non-woven to pcl | |
| CN113550312A (en) | Method for lowering and pulling joint pipe of seepage-proofing construction wall | |
| CN113700018A (en) | Open caisson construction method for large-volume pump station | |
| CN112523170A (en) | Seepage-proofing treatment method for deep-buried karst seepage channel of reservoir | |
| CN214738299U (en) | Partition variable permeability coefficient suspension type diaphragm wall structure | |
| CN107761737A (en) | Based on the casting craft to underwater concrete | |
| CN215761798U (en) | Mine tunnel gushes water plugging device suddenly | |
| CN212641364U (en) | Underwater leakage blocking structure system for concrete faced rockfill dam | |
| CN112065416B (en) | Construction method for vertical deviation correction of shield tunneling | |
| CN111779038A (en) | Partition variable permeability coefficient suspension type diaphragm wall structure and construction method thereof | |
| CN111042063B (en) | Method for forming ultra-deep impervious wall | |
| CN112726784A (en) | Fully-prefabricated PC sewer inspection well component assembly type structure and construction method | |
| CN109372031B (en) | Water-stop material for steel pipe pile cofferdam lock catch | |
| CN111636379A (en) | Underwater leakage blocking structure system for concrete faced rockfill dam | |
| CN109424000A (en) | To the casting craft of underwater concrete in construction | |
| CN110439014A (en) | A kind of underground stratiform discharge structure and its construction method | |
| CN110725320A (en) | Sand prevention sill pouring method | |
| CN221589644U (en) | Ground filling structure of cast-in-situ fluidization solidified soil |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20211026 |
|
| RJ01 | Rejection of invention patent application after publication |