CN106812133B - All steel module and cast-in-situ superthin concrete underground impervious wall and its construction method - Google Patents
All steel module and cast-in-situ superthin concrete underground impervious wall and its construction method Download PDFInfo
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- CN106812133B CN106812133B CN201710163309.6A CN201710163309A CN106812133B CN 106812133 B CN106812133 B CN 106812133B CN 201710163309 A CN201710163309 A CN 201710163309A CN 106812133 B CN106812133 B CN 106812133B
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- counterbore device
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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
Abstract
The present invention relates to a kind of all steel module and cast-in-situ superthin concrete underground impervious wall and its construction methods, it vibrates special all steel mould into wall using high frequency hammer, overcome the deficiencies in the prior art, it avoids that wall can be realized into using heavy mechanical equipment, it is avoided using all steel mould using mud off, cause mud contamination, guarantee that cut-pff wall side wall is vertical using outer steel mould in being arranged in counterbore device, seam quality is guaranteed, go out soil structure using special, reduce soil compaction effect, it simultaneously can be according to the cut-pff wall for requiring realization different-thickness, it is economical, technically most reliable perfect impervious wall construction method.
Description
Technical field
The present invention relates to Construction of Civil Engineering fields, the in particular to construction field of underground impervious wall, specifically a kind of
All steel module and cast-in-situ superthin concrete underground impervious wall and its construction method.
Background technique
Currently, with the rapid development of society, energy growing tension, water power is clean energy resource, renewable, pollution-free, fortune
Row expense is low, is convenient for power peak regulation, is conducive to the comprehensive benefit for improving resource utilization and economic society.In earth tradition
In the case where energy growing tension, the universal preferential development water power in countries in the world utilizes hydraulic power potentials energetically.China has whether been visited
Bright potential hydroenergy, or the hydraulic power potentials that may be developed, all rank first in the world, therefore China builds the sky of reservoir
Between it is huge.
Cut-pff wall is that one kind is built in the ground diaphragm wall for playing antiseepage in loose pervious bed or earth and rockfill dam (weir).Cut-pff wall
Technology originates from Europe in the 1950s, because its structure is reliable, good seepage-proof property, adapts to all kinds of formation conditions, construction letter
Just and the advantages that low cost, especially behind processing leakage of dam foundation, dam on the seepage deformations potential problem such as " stream soil ", " piping "
It works well, is at home and abroad widely used.China's water conservancy and hydropower coating and earth rock cofferdam etc. have anti-consolidation pressure
The generally preferred cut-pff wall of Anti-seeping technology.Currently, pore-creating at wall mainly using impact type, Clothoid type, bore milling churn or hydraulic grab
Bucket, scraper etc. construct and use mud off, and the Joining Technology between adjacent wall section or between pile is in impervious wall construction technology
Difficult point.Engineering practice proves that seam quality is bad often can be as the hidden danger in the dam foundation.Therefore, stringent in impervious wall construction
Guarantee quality.But there is construction complexity, cost height, mud contamination in previous cut-pff wall, performance is unreliable, the service life is not long, needs
The disadvantages of special material.
In conclusion reducing in face of huge market and the safety guarantee of rivers,lakes and seas reservoir because infiltration piping etc. is made
At accident, the Optimal improvements of antiseepage wall technology have high market value and social benefit.
Summary of the invention
The purpose of the present invention is facing the above problem, all steel module and cast-in-situ superthin concrete underground impervious wall and its construction are provided
Method, it vibrates special all steel mould into wall using high frequency hammer, overcomes the deficiencies in the prior art, avoids using heavy mechanical equipment
Wall can be realized into, avoid causing mud contamination using mud off using all steel mould, use in counterbore device inside and outside setting
Punching block guarantees that cut-pff wall side wall is vertical, and seam quality is guaranteed, goes out soil structure using special, reduces soil compaction effect.Simultaneously
It can be economic, technical most reliable perfect impervious wall construction method according to the cut-pff wall for requiring realization different-thickness.
The present invention solves the following technical scheme that above-mentioned technical problem uses:
A kind of all steel module and cast-in-situ superthin concrete underground impervious wall and its construction method, it is characterised in that construction procedure is such as
Under:
Step 1: slinging high-frequency vibratory hammer (2), dedicated workholder (3), ultra-thin hollow counterbore with lifting appliance (1) first
Partially sharp pile top (5) is mounted below ultra-thin hollow counterbore device (4) by device (4) with thin wire；
Step 2: mobile lifting appliance (1), slings first ultra-thin hollow counterbore device (4) and is placed on scheduled position, and
Auxiliary adjustment positioning is carried out by auxiliary locator (6), starts high-frequency vibratory hammer (2) for first ultra-thin hollow counterbore device
(4) the predetermined absolute altitude in underground is sunk to；
Step 3: mobile lifting appliance (1), slings second ultra-thin hollow counterbore device (4) and is placed on scheduled position, and
Auxiliary adjustment positioning is carried out by auxiliary locator (6), by the way that the company second ultra-thin hollow counterbore device (4) one end is arranged
Connecing device (7) cooperates the guide rail structure (8) in second ultra-thin hollow counterbore device (4) structure to be attached, and makes between pile body and pile body
While not increasing excessive frictional force, precise positioning is carried out, starts high-frequency vibratory hammer (2) for second ultra-thin hollow counterbore device
(4) the predetermined absolute altitude in underground is sunk to, according to the sinking mode of second ultra-thin hollow counterbore device (4), then third root is sunk to respectively and surpasses
Thin hollow counterbore device (4)；Rectangle punching block (10) are placed in first ultra-thin solid pile, concrete is perfused in rectangle punching block (10),
Configuration reinforcement, rectangle punching block (10) include steel, and rectangle punching block (10) is hammered into shape with high frequency after concrete solidification and extracts recycling；
Ultra-thin hollow counterbore device (4) is extracted step 4: starting vibration hammer after three pile concretings are complete, formation the
A piece ultra-thin solid sheet pile moves forward auxiliary locator (6), by the connector (7) of first ultra-thin hollow counterbore device (4)
It is connect with the guide rail structure (8) of the ultra-thin hollow counterbore device (4) of third root, sinks to the 4th outer ultra-thin hollow counterbore device (4), lay equal stress on
The step of multiple above-mentioned first ultra-thin solid sheet pile of formation, form the ultra-thin solid sheet pile of second, third root；
Step 5: successively continuing piling work according to the construction volume of specific underground impervious wall, i.e., according to above step
Form all steel module and cast-in-situ superthin concrete underground impervious wall that ultra-thin solid sheet pile is combined into；It is ultra-thin to complete combined all steel mould
The construction of underground impervious wall.
Preferably, above-mentioned connector (7) is " recessed " type structure, a semi-enclosed rolling is respectively arranged on the inside of both sides
It takes turns (9).
Preferably, above-mentioned cut-pff wall material uses normal concrete.
The beneficial effects of the present invention are: all steel module and cast-in-situ superthin concrete underground impervious wall and its construction method have it is many excellent
Point: 1, project cost is reduced；2, interior outer steel mould is set in counterbore device due to using, overcomes collapsing for traditional diaphram wall
Hole and undergauge problem, ensure that fullness coefficient, ensure quality and appearance；3, there is no soil compaction phenomenon, mud-less pollution, to periphery
Environment does not influence；4, the cut-pff wall of ultra-wide large size, such as reservoir, sea wall, harbour can be done, from inherent quality to good appearance all
There are thorough guarantee, the better than cut-pff wall of other forms.
Detailed description of the invention
The present invention is described further with embodiment with reference to the accompanying drawing:
Fig. 1 is the Construction State reference of all steel module and cast-in-situ superthin concrete underground impervious wall and its construction method of the invention
Figure；
Fig. 2 is the auxiliary locator of all steel module and cast-in-situ superthin concrete underground impervious wall and its construction method of the invention
Cooperation pile top squeezes into diagrammatic cross-section when ground；
Fig. 3 is the pile top amplification signal of all steel module and cast-in-situ superthin concrete underground impervious wall and its construction method of the invention
Figure；
Fig. 4 is the three of the construction method of all steel module and cast-in-situ superthin concrete underground impervious wall and its construction method of the invention
Structural schematic diagram when the ultra-thin solid counterbore device of group is used cooperatively；
Fig. 5 is the company of the construction method of all steel module and cast-in-situ superthin concrete underground impervious wall and its construction method of the invention
Connect the enlarged diagram of device；
Fig. 6 is pouring for the construction method of all steel module and cast-in-situ superthin concrete underground impervious wall and its construction method of the invention
Schematic diagram when concrete extracts punching block not yet is built；
Fig. 7 is that all steel module and cast-in-situ superthin concrete underground impervious wall and its construction method of the invention have poured concrete
Extract schematic diagram when counterbore device and punching block.
Specific embodiment
In the following with reference to the drawings and specific embodiments to all steel module and cast-in-situ superthin concrete underground impervious wall of the utility model
And its construction method of construction method is further described.
Step 1: slinging high-frequency vibratory hammer (2), dedicated workholder (3), ultra-thin hollow counterbore with lifting appliance (1) first
Partially sharp pile top (5) is mounted below ultra-thin hollow counterbore device (4) by device (4) with thin wire；
Step 2: mobile lifting appliance (1), slings first ultra-thin hollow counterbore device (4) and is placed on scheduled position, and
Auxiliary adjustment positioning is carried out by auxiliary locator (6), starts high-frequency vibratory hammer (2) for first ultra-thin hollow counterbore device
(4) the predetermined absolute altitude in underground is sunk to；
Step 3: mobile lifting appliance (1), slings second ultra-thin hollow counterbore device (4) and is placed on scheduled position, and
Auxiliary adjustment positioning is carried out by auxiliary locator (6), by the way that the company second ultra-thin hollow counterbore device (4) one end is arranged
Connecing device (7) cooperates the guide rail structure (8) in second ultra-thin hollow counterbore device (4) structure to be attached, and makes between pile body and pile body
While not increasing excessive frictional force, precise positioning is carried out, starts high-frequency vibratory hammer (2) for second ultra-thin hollow counterbore device
(4) the predetermined absolute altitude in underground is sunk to, according to the sinking mode of second ultra-thin hollow counterbore device (4), then third root is sunk to respectively and surpasses
Thin hollow counterbore device (4)；Rectangle punching block (10) are placed in first ultra-thin solid pile, concrete is perfused in rectangle punching block (10),
Configuration reinforcement, rectangle punching block (10) include steel, and rectangle punching block (10) is hammered into shape with high frequency after concrete solidification and extracts recycling；
Ultra-thin hollow counterbore device (4) is extracted step 4: starting vibration hammer after three pile concretings are complete, formation the
A piece ultra-thin solid sheet pile moves forward auxiliary locator (6), by the connector (7) of first ultra-thin hollow counterbore device (4)
It is connect with the guide rail structure (8) of the ultra-thin hollow counterbore device (4) of third root, sinks to the 4th outer ultra-thin hollow counterbore device (4), lay equal stress on
The step of multiple above-mentioned first ultra-thin solid sheet pile of formation, form the ultra-thin solid sheet pile of second, third root；
Step 5: successively continuing piling work according to the construction volume of specific underground impervious wall, i.e., according to above step
Form all steel module and cast-in-situ superthin concrete underground impervious wall that ultra-thin solid sheet pile is combined into；It is ultra-thin to complete combined all steel mould
The construction of underground impervious wall.
Preferably, above-mentioned connector (7) is " recessed " type structure, a semi-enclosed rolling is respectively arranged on the inside of both sides
It takes turns (9).
Preferably, above-mentioned cut-pff wall material uses normal concrete.
Embodiment described above, only one kind of the present invention more preferably specific embodiment, those skilled in the art
The usual variations and alternatives that member carries out within the scope of technical solution of the present invention should be all included within the scope of the present invention.
Claims (3)
1. a kind of construction method of all steel module and cast-in-situ superthin concrete underground impervious wall, it is characterised in that: construction procedure is as follows:
Step 1: slinging high-frequency vibratory hammer (2), dedicated workholder (3), ultra-thin hollow counterbore device with lifting appliance (1) first
(4), partially sharp pile top (5) is mounted below ultra-thin hollow counterbore device (4) with thin wire；
Step 2: mobile lifting appliance (1), slings first ultra-thin hollow counterbore device (4) and is placed on scheduled position, and pass through
Auxiliary locator (6) carries out auxiliary adjustment positioning, and starting high-frequency vibratory hammer (2) is heavy by first ultra-thin hollow counterbore device (4)
Enter the predetermined absolute altitude in underground；
Step 3: mobile lifting appliance (1), slings second ultra-thin hollow counterbore device (4) and is placed on scheduled position, and pass through
Auxiliary locator (6) carries out auxiliary adjustment positioning, by the way that the connector second ultra-thin hollow counterbore device (4) one end is arranged
(7) cooperate the guide rail structure (8) in second ultra-thin hollow counterbore device (4) structure to be attached, make between pile body and pile body not
While increasing excessive frictional force, precise positioning is carried out, starts high-frequency vibratory hammer (2) for second ultra-thin hollow counterbore device (4)
The predetermined absolute altitude in underground is sunk to, according to the sinking mode of second ultra-thin hollow counterbore device (4), then sinks to the ultra-thin sky of third root respectively
Heart counterbore device (4)；Rectangle punching block (10) are placed in first ultra-thin solid pile, concrete, configuration are perfused in rectangle punching block (10)
Reinforcing bar, rectangle punching block (10) include steel, and rectangle punching block (10) is hammered into shape with high frequency after concrete solidification and extracts recycling；
Ultra-thin hollow counterbore device (4) is extracted step 4: starting vibration hammer after three pile concretings are complete, forms first
Ultra-thin solid sheet pile moves forward auxiliary locator (6), by the connector (7) of first ultra-thin hollow counterbore device (4) and the
Guide rail structure (8) connection of three ultra-thin hollow counterbore devices (4) is sunk to the 4th outer ultra-thin hollow counterbore device (4), and is repeated
The step of forming first ultra-thin solid sheet pile is stated, the ultra-thin solid sheet pile of second, third root is formed；
Step 5: successively continuing piling work according to above step according to the construction volume of specific underground impervious wall, that is, being formed
The all steel module and cast-in-situ superthin concrete underground impervious wall that ultra-thin solid sheet pile is combined into；Complete the combined ultra-thin underground of all steel mould
The construction of cut-pff wall.
2. a kind of construction method of all steel module and cast-in-situ superthin concrete underground impervious wall, feature exist according to claim 1
In: the connector (7) is " recessed " type structure, a semi-enclosed idler wheel (9) is respectively arranged on the inside of both sides.
3. a kind of construction method of all steel module and cast-in-situ superthin concrete underground impervious wall, feature exist according to claim 1
In: the cut-pff wall material uses normal concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710163309.6A CN106812133B (en) | 2017-03-19 | 2017-03-19 | All steel module and cast-in-situ superthin concrete underground impervious wall and its construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710163309.6A CN106812133B (en) | 2017-03-19 | 2017-03-19 | All steel module and cast-in-situ superthin concrete underground impervious wall and its construction method |
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| Publication Number | Publication Date |
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| CN106812133A CN106812133A (en) | 2017-06-09 |
| CN106812133B true CN106812133B (en) | 2019-05-03 |
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS61191715A (en) * | 1985-02-18 | 1986-08-26 | Takenaka Komuten Co Ltd | Method of building underground continuous wall in pile support building having underground floor and cast-in-place concrete pile |
| CN104652419A (en) * | 2015-01-20 | 2015-05-27 | 广东水电二局股份有限公司 | Construction method for preserving curtain grouting pipe in underground impervious wall |
| CN105951857A (en) * | 2016-06-27 | 2016-09-21 | 中国电建集团成都勘测设计研究院有限公司 | Composite anti-seepage wall used in hydraulic cofferdam engineering and construction method thereof |
| CN106149679A (en) * | 2015-03-24 | 2016-11-23 | 黄河建工集团有限公司 | The construction technology of diaphram wall built by slotter |
-
2017
- 2017-03-19 CN CN201710163309.6A patent/CN106812133B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS61191715A (en) * | 1985-02-18 | 1986-08-26 | Takenaka Komuten Co Ltd | Method of building underground continuous wall in pile support building having underground floor and cast-in-place concrete pile |
| CN104652419A (en) * | 2015-01-20 | 2015-05-27 | 广东水电二局股份有限公司 | Construction method for preserving curtain grouting pipe in underground impervious wall |
| CN106149679A (en) * | 2015-03-24 | 2016-11-23 | 黄河建工集团有限公司 | The construction technology of diaphram wall built by slotter |
| CN105951857A (en) * | 2016-06-27 | 2016-09-21 | 中国电建集团成都勘测设计研究院有限公司 | Composite anti-seepage wall used in hydraulic cofferdam engineering and construction method thereof |
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| CN106812133A (en) | 2017-06-09 |
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