CN1144916C - Continuous wall constructing method including drilling holes and late grouting - Google Patents
Continuous wall constructing method including drilling holes and late grouting Download PDFInfo
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- CN1144916C CN1144916C CNB00114586XA CN00114586A CN1144916C CN 1144916 C CN1144916 C CN 1144916C CN B00114586X A CNB00114586X A CN B00114586XA CN 00114586 A CN00114586 A CN 00114586A CN 1144916 C CN1144916 C CN 1144916C
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Abstract
The present invention relates to a constructing method for a drilling and late grouting continuous wall. In the constructing method, a continuous wall is split into a plurality of units which are successively adjacent; each unit uses drilling equipment with a single head or drilling equipment with many heads to form holes firstly, and mud is used for protecting the continuous wall; then, prefabricated core material and late grouting pipes are inserted into pile holes; finally, soil cement mud prepared by mud, cement and soil firming agent is injected into a gap between pile holes and the prefabricated core material by the late grouting pipes from the bottoms of the pile holes, and mud in the gap is exchanged. The constructing method of the present invention can simplify equipment and process and reduce cost; the present invention enables the made continuous wall to have good soil retaining and water stopping effect, and is suitable for foundation pit support and infiltration prevention works.
Description
Technical field: the present invention relates to pattern foundation pit supporting structure, seepage control technique in industry and the civilian construction, specifically a kind of continuous wall constructing method including drilling holes and late grouting.
Background technology: disclosed at present have with the immediate deep foundation pit support technology of the present invention: " the SMW continuous wall constructing method including " of Japan; Foundation ditch construction method (the clear 56-100922 of TOHKEMY) and utilize the muddy water of the good soil body to solidify worker's method (the clear 58-185824 of TOHKEMY) once more; " campshed+powder spray piling supporting " scheme.
" the SMW continuous wall constructing method including " of Japan is to bore the pick mixer with fountain type to bore pick at engineering site to the certain depth soil layer, be that soil-solidified-agent mixes stirring repeatedly with foundation soil at drill bit place ejection cement simultaneously, between each construction unit, adopt overlapping lapping construction, form fine and close cement-earth underground continuous wall.The cement-soil mixture do not tie hard before, can according to geological conditions and purposes be inserted H shaped steel or the concrete stake waits other material as its stress reinforcement material and cement-soil formation composite material.After the cement-soil knot is hard, just form continuous whole, the fine and close jointless SMW diaphragm wall that has certain strength and stiffness together.
There is following point in this worker's method when using at home:
1. its brill pick equipment price costliness causes the cost of pattern foundation pit supporting structure to improve thereupon.
2. it is huge to bore the pick equipment volume, is difficult to construction during circuitous narrow place
3. an equipment turnover expense is higher.
Foundation ditch construction method (the clear 56-100922 of TOHKEMY) and utilize the good muddy water that excavates the soil body to solidify worker's method (the clear 58-185824 of TOHKEMY) once more.It is the equipment pore-forming that adopts bored pile, and employing mud off, pore-forming begins to go into hardening mud to the hole rising pouring after the degree of depth of regulation, this hardening mud comprises above-mentioned slurry coat method and cement, mud in the stake hole cements out the most at last, carry out the construction of each unit thus, form the diaphragm wall of sealing.
There is following deficiency in the foundation ditch construction method of this documents introduction:
1, adopt the equipment pore-forming of bored pile, mud off, efficient is lower, and the duration is longer.
2, adjacent cells when construction, easily and the core in the unit of having constructed collide, cause the unit of Hot work in progress to be difficult to continue construction, or make the core displacement impaired.
3, slip casting immediately after pore-forming puts in place, so the mud demand is big, cost is higher.
4, can not carry out repeatedly slip casting.
There is following topic in " campshed+powder spray piling supporting scheme ":
1. campshed exists the gap to overlap between the unit of the unit of construction and back construction earlier from as reinforced concrete structure, must establish special powder spray piling water-stop curtain in the campshed back, just can reach stagnant water effect.Adopt two kinds of stake types, two kinds of technologies, two kinds of equipment could finish retaining soil and water sealing operation respectively, they need bigger construction plant and long duration.
2. can produce a large amount of dust, contaminated environment when powder spray piling is constructed.
3. because powder spray piling self technology and constructing operation human factor, the effect instability of its water-stop curtain.
Summary of the invention: main purpose of the present invention is in order to solve the deficiency that the above-mentioned background technology exists, propose a kind of continuous wall constructing method including drilling holes and late grouting, make its apparatus and process simple, with low cost, the diaphragm wall of making can form fine and close continuously water-stop curtain, has good retaining soil stagnant water effect.
Main purpose of the present invention is realized by following technical proposals.A kind of continuous wall constructing method including drilling holes and late grouting, this worker's method is divided into several adjacent successively unit with diaphragm wall, it is characterized in that each unit adopts single head or bull pore-forming equipment pore-forming earlier; Insert prefabricated core and grouting behind shaft or drift lining pipe then in the stake hole, the grouting behind shaft or drift lining pipe can be embedded in the prefabricated core, also can be arranged on around the prefabricated core; Space between stake hole and the prefabricated core being injected by mud and cement from bottom, stake hole with the grouting behind shaft or drift lining pipe at last is the soil cement slurry of soil-solidified-agent preparation, thereby mud is wherein cemented out; After treating that soil cement slurry solidifies in the hole, available grouting behind shaft or drift lining pipe carries out repeatedly slip casting, promptly forms after each unit construction finishes to have the native sealing function diaphragm wall of retaining.
Another technical scheme of the present invention is: a kind of continuous wall constructing method including drilling holes and late grouting, and this worker's method is divided into several adjacent successively unit with diaphragm wall, it is characterized in that each unit adopts single head or bull pore-forming equipment pore-forming earlier; Injecting in the stake hole then by mud and cement is the soil cement slurry of soil-solidified-agent preparation, and wherein mud is cemented out; Insert prefabricated core and back notes pipe at last again, the grouting behind shaft or drift lining pipe can be embedded in the prefabricated core, also can be arranged on around the prefabricated core; After treating that soil cement slurry solidifies in the hole, available grouting behind shaft or drift lining pipe carries out repeatedly slip casting, promptly forms after each unit construction finishes to have the native sealing function diaphragm wall of retaining.
In above-mentioned two kinds of schemes, the sequence of construction of each unit is: the Unit two at interval of constructing earlier, above-mentioned two unit between the unit at interval of constructing again, the pore-forming of the unit between the unit, two intervals will partially overlap with unit, two intervals itself, make between each unit and overlap mutually, by that analogy, until all unit construction gestalts are become diaphragm wall.
In above-mentioned two kinds of schemes, it is rectangle or I-shaped reinforced concrete pile that described prefabricated core can adopt with cross section, also can be prestress concrete stake or shaped steel, and its cross-section lengths direction is vertical with the diaphragm wall body of wall.
The present invention has following advantage:
1. apparatus and process is simple, and low price utilizes homemade single head or bull pore-forming equipment to construct.
2. directly do not water concrete behind the pore-forming, but insert prefabricated core, pile quality is easy to guarantee that the duration is shorter than castinplace pile.
3. prefabricated core, especially prefabricated rectangle or I-shaped reinforcing bar concrete or prestress concrete stake, because its arrangement of reinforcement all is located at stressed maximum position, therefore circular stake uniform reinforcement mode is saved cost.
4. the present invention inserts prefabricated core earlier, and then injects soil cement slurry, and therefore, the materials of soil cement slurry are less, save injecting paste material about 20% than SMW worker's method.
5. be the soil cement slurry that mixes and stirs owing to injecting paste material of the present invention, and be filled in around the prefabricated core, make diaphragm wall form the sealing material that theorizes, thereby guarantee transmission coefficient≤10 along vertical
-7Cm/s, intensity 〉=5Mpa.
6. when the soil cement slurry of the present invention's employing interts construction in each unit of diaphragm wall, be easy to be cut, thereby guarantee to overlap mutually between each unit of diaphragm wall the water-stop curtain that formation is fine and close by pore-forming equipment.
7. the present invention can take repeatedly slip casting, and the soil body behind the diaphragm wall is had reinforcement effect, and adjacent building is underpined effect.
8. adopt diaphragm wall of the present invention, still can construct apart from old building 50cm.
Description of drawings: specify the present invention below in conjunction with accompanying drawing.
Fig. 1 is drill-grouted diaphragm wall single pile (unit) longitudinal section schematic diagram.
Fig. 2 is each unit sequence of construction plan view of drill-grouted diaphragm wall.
The specific embodiment:
Embodiment 1: keep off native water-stop continuous wall worker method.
With reference to figure, the present invention is divided into several adjacent successively unit 1,2 with diaphragm wall, holes earlier in each unit, and available homemade single head or bull pore-forming equipment pore-forming are with mud 8 retaining walls or employing alternate manner retaining wall; In the stake hole, insert prefabricated core 3 then, as cross section is rectangular prefabricated concrete stake and grouting behind shaft or drift lining pipe 4,5,6, grouting behind shaft or drift lining pipe 4 is embedded in the prefabricated core 3, grouting behind shaft or drift lining pipe 5 inserts the one side of close foundation ditch in the stake hole, grouting behind shaft or drift lining pipe 6 inserts in the stake hole away from the foundation ditch one side, notice that this rectangle concrete stake cross-section lengths direction and continuous body of wall are vertical, this prefabricated reinforced concrete stake or prestress concrete stake cross section are along vertically being furnished with reinforcing bar 9.The grouting behind shaft or drift lining pipe can directly be embedded in the prefabricated core, also can be arranged on prefabricated core around.The grouting behind shaft or drift lining pipe adopts black pipe, thereby can carry out single or multiple slip casting on request.
At last with grouting behind shaft or drift lining pipe 4,5,6 from bottom, stake hole to the space cementing soil paste 7 between stake hole and the prefabricated core 3, and original mud 8 in the stake hole all cemented out, form infiltration system≤10
-7CM/S, the retaining soil sealing body of wall of intensity 〉=5Mpa.
In order to reach above-mentioned retaining soil stagnant water effect (transmission coefficient °≤10
-7Cm/s, intensity 〉=5Mpa), save material again, it is soil-solidified-agent that soil cement slurry of the present invention adopts mud to add cement, according to the preparation in advance according to a certain percentage of different geological conditions.So-called cement is that soil-solidified-agent is to be main material with cement, according to different condition of construction with require to mix the mixture of extra materials such as strong, slow setting morning of some, microdilatancy, raising impermeability.Present embodiment adopts cement and swell soil.They are that the soil-solidified-agent stirring is more even, more directly perceived than inject cement in foundation soil, and effect is better.
The sequence of construction of each unit of diaphragm wall of the present invention is: with reference to Fig. 2, and first construction two unit 1 at interval, above-mentioned two unit 2 between the unit at interval of constructing again, by that analogy, until construct in all unit the formation diaphragm wall.The pore-forming of the unit 2 between the unit 1, two intervals will itself partially overlap with two gap elements 1.Because the intensity at the intensity of soil cement slurry early strength cement-soil during in the 0.12Mpa left and right sides and soil is suitable, cement-soil is easy to by single head or multiple-drilling machine cutting, therefore in unit 2 drilling constructions between unit 1, two intervals, each a part of cement-soil of opposite flank, unit, two intervals is removed in the energy drilling, it can be overlapped mutually with adjacent cells, intersect wall, and can be when temporary location be constructed can be to the slip casting again of intersection secondary, thereby guarantee that the densification between each unit connects.
In order to reinforce the soil body behind the diaphragm wall and the old building thing to be underpined, can utilize grouting behind shaft or drift lining pipe 6 to carry out secondary and even repeatedly slip casting.
Present embodiment is applicable to industry and civilian construction pattern foundation pit supporting structure and antiseepage.
Embodiment 2: water-stop continuous wall worker method.
The concrete technological process of this worker's method is substantially the same manner as Example 1, and difference is that embodiment 1 has prefabricated core, and present embodiment does not have prefabricated core.Present embodiment is when injecting the soil cement slurry operation in the stake hole in addition, and the drilling rod that can utilize drill bit also can utilize embodiment 1 described grouting behind shaft or drift lining pipe 5,6 slip castings from the bottom slip casting in the stake hole of stake hole.
Present embodiment is applicable to industry and the antiseepage of civilian construction foundation ditch, dyke antiseepage.
In sum, the present invention is not only novel but also practical, and the construction method of its innovation is energy simplified apparatus, worker really Skill; Reduce cost, make the diaphragm wall of making have good gear soil stagnant water effect, compare construction more with background technology Conveniently, cheaply, have outstanding substantive distinguishing features and significant progressive, be suitable for the foundation ditches of industrial and civil buildings Supporting and seepage control project and dike mill seepage control project.
Claims (2)
1, a kind of continuous wall constructing method including drilling holes and late grouting, this worker's method is divided into several adjacent successively unit with diaphragm wall, it is characterized in that each unit adopts single head or bull pore-forming equipment pore-forming earlier; Insert prefabricated core and grouting behind shaft or drift lining pipe then in the stake hole, the grouting behind shaft or drift lining pipe can be embedded in the prefabricated core, also can be arranged on around the prefabricated core; Space between stake hole and the prefabricated core being injected by mud and cement from bottom, stake hole with the grouting behind shaft or drift lining pipe at last is the soil cement slurry of soil-solidified-agent preparation, thereby mud is wherein cemented out; After treating that soil cement slurry solidifies in the hole, available grouting behind shaft or drift lining pipe carries out repeatedly slip casting, promptly forms the diaphragm wall with the native sealing function of retaining after each unit construction finishes.
2, a kind of continuous wall constructing method including drilling holes and late grouting, this worker's method is divided into several adjacent successively unit with diaphragm wall, it is characterized in that each unit adopts single head or bull pore-forming equipment pore-forming earlier; Injecting in the stake hole then by mud and cement is the soil cement slurry of soil-solidified-agent preparation, and wherein mud is cemented out; Insert prefabricated core and back notes pipe at last again, the grouting behind shaft or drift lining pipe can be embedded in the prefabricated core, also can be arranged on around the prefabricated core; After treating that soil cement slurry solidifies in the hole, available grouting behind shaft or drift lining pipe carries out repeatedly slip casting, promptly forms the diaphragm wall with the native sealing function of retaining after each unit construction finishes.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB00114586XA CN1144916C (en) | 2000-05-24 | 2000-05-24 | Continuous wall constructing method including drilling holes and late grouting |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB00114586XA CN1144916C (en) | 2000-05-24 | 2000-05-24 | Continuous wall constructing method including drilling holes and late grouting |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1274788A CN1274788A (en) | 2000-11-29 |
| CN1144916C true CN1144916C (en) | 2004-04-07 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB00114586XA Expired - Fee Related CN1144916C (en) | 2000-05-24 | 2000-05-24 | Continuous wall constructing method including drilling holes and late grouting |
Country Status (1)
| Country | Link |
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| CN (1) | CN1144916C (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100376750C (en) * | 2004-11-26 | 2008-03-26 | 王平 | High-property cement earth pile construction method |
| CN100386483C (en) * | 2005-11-30 | 2008-05-07 | 王平 | High-performance cement soil continuous wall construction method |
| DK2192236T3 (en) * | 2008-12-01 | 2017-02-20 | Vestas Wind Sys As | A foundation and method for forming a single-pile foundation |
| CN103174130B (en) * | 2011-12-21 | 2016-06-22 | 中国建筑第四工程局有限公司 | A kind of layer of sand anti-collapse method of Punching Borehole Cast-in-place Concrete Pile |
| CN103510507A (en) * | 2013-07-02 | 2014-01-15 | 镇江市城乡建设基础工程有限公司 | Slurry protection wall construction method with holes formed in cast-in-situ bored pile sand soil layer |
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2000
- 2000-05-24 CN CNB00114586XA patent/CN1144916C/en not_active Expired - Fee Related
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| Publication number | Publication date |
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| CN1274788A (en) | 2000-11-29 |
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Granted publication date: 20040407 Termination date: 20160524 |
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