CN101200897A - Construction method for grouting curtain combined with steel reinforced concrete guard ring - Google Patents
Construction method for grouting curtain combined with steel reinforced concrete guard ring Download PDFInfo
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- CN101200897A CN101200897A CNA2007101902281A CN200710190228A CN101200897A CN 101200897 A CN101200897 A CN 101200897A CN A2007101902281 A CNA2007101902281 A CN A2007101902281A CN 200710190228 A CN200710190228 A CN 200710190228A CN 101200897 A CN101200897 A CN 101200897A
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Abstract
The present invention relates to a construction method by which grout curtains are combined with reinforced concrete cages. The construction of a grout curtain is carried out by an engineering driller and a grouter as the construction of drilled piles is carried out, a foundation ditch is dug layer by layer while the reinforced concrete cages are constructed, the soil body on the periphery of a cofferdam is concreted, stepped excavation and stepped shoring are carried out till the bottom of the foundation ditch, and after the construction of the drilled piles is finished, the construction of a bearing platform is carried out. The curtain formed by grouting is waterproof, the reinforced concrete cages are constructed while the bearing platform foundation ditch is dug, so the soil pressure, water pressure and unbalanced construction load generated by the excavation of the foundation ditch are resisted. The construction of the grout curtain can be carried out as the construction of drilled piles is carried out, the foundation ditch is dug layer by layer while the reinforced concrete cages are constructed, consequently, the construction period is effectively shortened and the construction equipment which is put into use is reduced. The construction by reinforced concrete caissons, steel cofferdams and steel plate piles is difficult, the present invention can easily resolve the problem, and meanwhile, according to the geological conditions, the construction of the bearing platform can apply non-bottom sealing construction, thus saving the cost.
Description
Technical field
What the present invention relates to is a kind of job practices of grouting curtain combined with steel reinforced concrete guard ring, belongs to the technical field of large foundation construction.
Background technology
In the prior art,, and phreatic bearing platform construction is arranged, generally select methods such as double-walled steel cofferdam, concrete open caisson, steel pipe pile curtain cofferdam and grouting curtain cofferdam construction for use for embedding darker.Wherein double-walled steel cofferdam and concrete open caisson job practices are big because of its cofferdam volume, and are easy to generate inclination when sinking at the complicated geological place.Steel pipe curtain pile steel using amount is bigger, and the construction equipment that drops into is more, and construction cost is higher.
Summary of the invention
Purpose of the present invention is intended to overcome the deficiencies in the prior art, proposes a kind of construction method for grouting curtain combined with steel reinforced concrete guard ring, adopts grouting curtain combined with steel reinforced concrete guard ring as the construction cofferdam.This method can be carried out the construction of grouting curtain in the drilled pile construction later stage, can excavate cushion cap immediately after drilled pile construction is finished, main body construction with face construction greatly and can intersect and carry out, the every working procedure of so reasonable arrangement has been saved the duration effectively.
Curtain is designed to circular, can sealing, can resist a part of soil pressure and water pressure again, and inboard steel bar concrete guard ring thickness is reduced, good seepage-proof property simultaneously, and cost is low.This kind job practices can be applicable to constructional difficulties such as open caisson, steel sheet pile boulder bed, contain under the complicated geological situations such as fill stratum of boulder.
Technical solution of the present invention: job practices branch (1) forms impervious wall in grouting curtain construction back, is convenient to the cushion cap excavation of foundation pit; (2) foundation ditch begins excavation and before concrete guard ring do not construct, satisfies the grouting curtain internal and external pressure balance, plays the percolation-proof effect; (3) construction reinforced bar concrete guard ring successively excavation of foundation pit the time; (4) after steel reinforced concrete guard ring has been constructed, do not consider that grouting curtain is stressed, bear soil pressure, water pressure and unbalanced working load by guard ring.
Described grouting curtain is cement paste to be pressed into equably in the soil layer of the sealing that needs reinforcement by slip casting, make cement grout and the gluing of former loose earth become an integral body, condense into an intensity height, fluid-tight " calculus body ", improve the bulk strength of the soil body, thereby reach reinforcing, the anti-purpose that blends sealing.
Described steel reinforced concrete guard ring is usually designed to circular configuration, to give full play to concrete pressurized performance.
Advantage of the present invention:
1, the job practices of grouting curtain combined with steel reinforced concrete guard ring is the curtain waterproof that forms by slip casting, and construction reinforced bar concrete guard ring in the cushion cap excavation of foundation pit is resisted soil pressure, water pressure and unbalanced working load because of excavation of foundation pit produced.
2, grouting curtain can carry out when drilled pile construction synchronously, and successively excavation pit and construction reinforced bar concrete guard ring have shortened the construction period effectively, reduced the equipment construction input.
3, for construction cushion cap basis under the complex geological conditions such as boulder bed, boulder, mud stone, use reinforced concrete open caisson, steel cofferdam, steel sheet pile construction difficulty, adopt present technique to solve easily, can take not back cover construction according to the geological condition bearing platform construction simultaneously, save cost.
Description of drawings
Accompanying drawing 1 grouting curtain combined with steel reinforced concrete guard ring construction flow chart (embodiment).
The specific embodiment
Contrast accompanying drawing 1, grouting curtain job practices: carry out the grouting curtain construction with engineering driller and pneumatic mortar machine earlier, with cofferdam periphery soil solidifying, reach the requirement of sealing and part Gu Bi, after treating that drilled pile construction finishes, curtain cement paste intensity meets the requirements, carry out classification excavation and classification supporting, until the end, hole.Do concrete cushion then, cushion cap reinforcing bar, template are installed, cast cushion cap concrete.
Slip casting construction flow process method, boring and slip casting are divided into two groups to be carried out, and the hole is formed in one of front, back group slip casting, two groups of parallel operations.
Injected hole is arranged: curtain has adopted two row's injected holes, and interior row's diameter 25.68m effluxes diameter 27.2m, and round is apart from 0.8m, and array pitch 0.76m is equilateral triangle and arranges that full-bridge is totally 424 curtain holes.The geological condition difference of upstream and downstream, the degree of depth of slip casting is also inequality, and absolute altitude is+136m at the bottom of the injected hole of downstream curtain, and absolute altitude is+137m at the bottom of the injected hole of upstream curtain, and injected hole top mark height is+147m.
Boring: adopt 100 type rig pore-formings, directly use the grout pipe pore-forming.Put into manufactured grouting floral tube, solid tubes in the boring procedure respectively.And proofread and correct the gradient of drilling rod at any time, guarantee the verticality requirement of pore-forming, with water under high pressure hole is clearly carried out in the hole behind the pore-forming, clearly at the bottom of the Kong Zhikong.
The slurries preparation: slurries should have good perfusion, the coagulability of appropriateness and enough uniformity and stability, rationally determine that the proportioning of slurry material composition and grouting pressure etc. are all very crucial, also will pinpoint the problems at any time in the filling process and in time take measures or adjust pressure, adjust flow or adjust the proportioning of material and relevant parameter such as concentration of slurry whole executing.The configuration of slurries is as follows:
Cement: injecting paste material adopts the P042.5 Portland cement,
Cement admixture: modulus 2.3～3.4, concentration 30～40be;
Flyash: granularity is identical with cement;
The slurry water gray scale is 0.8～1: 1;
Cement: flyash 4: 1 or 3: 1
Cement, pulverized fuel ash slurry: chemical grout 3: 1
Mud jacking: adopt two-tube two fluid grouting, grouting pressure is 0.1～0.3Mpa, gets the small value during initial slip casting, and big value is got in ending, and concentration of slurry is by rare retrogradation gradually.The slip casting consumption is generally 0.45m3/m, and the concrete condition scene during according to slip casting is regulated, and strengthens slip casting consumption and grouting pressure artificial earth fill and existing riverbed face adapter section, and intermittently slip casting, guarantees the slip casting effect of weak floor.
Pull out Grouting Pipe
Per from bottom to top 2 meters slip casting sections during slip casting, slip casting is carried out in layering.After the 2m slip casting section, upwards pull out the 2m Grouting Pipe under finishing, just carry out second section slip casting operation after the seal orifice.By that analogy, until the slip casting operation of finishing all sections.Extract all Grouting Pipe at last, use the mortar sealing of hole, the slip casting work in a complete hole has so far just been finished.
Must reach design elevation in order to reach waterproof effect slip casting, grouting curtain need be seated in less soil layer of transmission coefficient or scar.Artificial earth fill and face junction, existing riverbed is the position of comparison weakness, and this position section will strengthen grouting amount during slip casting, suitably strengthens grouting pressure simultaneously, guarantees stagnant water effect, forms closely knit impervious wall.
According to the physico-mechanical properties of geological condition and soil, choose grouting pressure and cement paste concentration.To cut the soil body and the established body of wall of unlikely destruction, guarantee to form closely knit curtain wall.
Treatment technology when seepage is serious in the slip casting process.When the impervious wall lateral leakage is serious in the slip casting process, need along the soil body backfill coarse sand that cuts, sand body is flowing downward under the deadweight effect and flowing to leakage jointly under the drive of water under high pressure mud, because the coarse sand coefficient of friction resistance is big, mobile poor, after cement paste pressure reduces, progressively stop to flow, reach the purpose of stopping up leakage.For the seepage serious situation, need in cement paste, to add accelerating admixture.
For guaranteeing that curtain has enough hardening times, in drilled pile construction, can carry out the grouting curtain construction, should guarantee continuity during the grouting curtain construction as far as possible, in for some reason, have no progeny, tackle new and old curtain wall when constructing again and do the overlap joint processing.
When not adopting steel reinforced concrete guard ring, should guarantee the safe distance of grouting curtain and excavation slope.Because grouting curtain does not bear water pressure, need in the digging process to rely on the lateral pressure of the soil body to bear, so the curtain inboard needs to guarantee enough soil pressures.
Construction is selected for use to banket and should be taken into account later stage employing curtain water stop scheme when building the island in earlier stage, its dam filling construction and order should be: especially avoid filling boulder near the position of curtain wall in the middle of the cofferdam, in order to avoid there is big space between piece stone, slurry runs off when causing slip casting, can't fill up the space, influence the curtain quality and seepage.
Steel reinforced concrete guard ring should be designed to circle as far as possible, should guarantee in the construction that it has certain circularity.Grouting curtain and steel reinforced concrete guard ring should make circular ring structure, and concrete guard ring can be put slope construction, also can vertically construct, and have been successfully applied to cutting depth at present and are 12 meters foundation construction; Under different ground situations, can select whether to need to adopt the steel reinforced concrete guard ring retaining wall.
The utilization of grouting curtain combined with steel reinforced concrete guard ring in the bridge bearing platform foundation construction, it is skillfully constructed, technology maturation, technology perfection, cost is low, improve construction period utilization ratio, in the textural mentality of designing novelty of steel reinforced concrete guard ring, structure stress is clear and definite, job practices is simple, for the bridge bearing platform foundation construction provides new method, injected new thinking.
Claims (5)
1. construction method for grouting curtain combined with steel reinforced concrete guard ring, it is characterized in that carrying out the grouting curtain construction with engineering driller and pneumatic mortar machine earlier, grouting curtain carries out when drilled pile construction synchronously, successively excavation pit and construction reinforced bar concrete guard ring, with cofferdam periphery soil solidifying, carry out classification excavation, classification supporting, at the bottom of foundation ditch portion, after treating that drilled pile construction is finished, carry out bearing platform construction.
2. construction method for grouting curtain combined with steel reinforced concrete guard ring according to claim 1, it is characterized in that boring and slip casting are divided into two groups in the grouting curtain construction carries out, and the hole is formed in one of front, and slip casting, two groups of parallel operations are organized in one of back.
3. construction method for grouting curtain combined with steel reinforced concrete guard ring according to claim 1, it is characterized in that curtain has adopted two row's injected holes in the grouting curtain construction, interior row's diameter 25.68m effluxes diameter 27.2m, and round is apart from 0.8m, array pitch 0.76m, be equilateral triangle and arrange that full-bridge is totally 424 curtain holes, absolute altitude is+136m at the bottom of the injected hole of downstream curtain, absolute altitude is+137m at the bottom of the injected hole of upstream curtain, and injected hole top mark height is+147m.
4. construction method for grouting curtain combined with steel reinforced concrete guard ring according to claim 2, it is characterized in that boring rig creeps into, directly use the grout pipe pore-forming, put into manufactured grouting floral tube, solid tubes in the boring procedure respectively, guarantee the verticality requirement of pore-forming, with water under high pressure hole is clearly carried out in the hole behind the pore-forming, clearly at the bottom of the Kong Zhikong.
5. construction method for grouting curtain combined with steel reinforced concrete guard ring according to claim 1, it is characterized in that adopting in the grouting curtain construction two-tube biliquid notes that cement paste is pressed in the hole pours into the soil, initial grouting pressure is 0.1Mp, and the ending grouting pressure is 0.3Mp, and slurries are by L-R; The slip casting consumption is generally 0.45m3/m; Per from bottom to top 2 meters slip casting sections during slip casting, slip casting is carried out in layering, under finishing after the 2m slip casting section, upwards pull out the 2m Grouting Pipe, just carry out second section slip casting operation after the seal orifice, by that analogy, until the slip casting operation of finishing all sections, extract all Grouting Pipe at last, use the mortar sealing of hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2007101902281A CN101200897A (en) | 2007-11-20 | 2007-11-20 | Construction method for grouting curtain combined with steel reinforced concrete guard ring |
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| Application Number | Priority Date | Filing Date | Title |
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| CNA2007101902281A CN101200897A (en) | 2007-11-20 | 2007-11-20 | Construction method for grouting curtain combined with steel reinforced concrete guard ring |
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| CN101200897A true CN101200897A (en) | 2008-06-18 |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101838993A (en) * | 2010-05-17 | 2010-09-22 | 中铁二十局集团有限公司 | Construction technology of steel sheet pile cofferdam for Yellow River Channel internal support table construction |
| CN102454167A (en) * | 2010-10-21 | 2012-05-16 | 五冶集团上海有限公司 | Construction method for large ultra-deep well |
| CN104196041A (en) * | 2014-08-09 | 2014-12-10 | 葛洲坝集团基础工程有限公司 | Construction method for concrete diaphragm wall cofferdam heightening |
| CN104499479A (en) * | 2014-12-19 | 2015-04-08 | 上海申元岩土工程有限公司 | Dig-hole pile construction method based on penetration of sand gravel backfilling layer |
| CN105170606A (en) * | 2015-08-27 | 2015-12-23 | 广东安元矿业勘察设计有限公司 | Method for building green pyramid landscape with unrecyclable rubbish |
| CN105297753A (en) * | 2015-10-16 | 2016-02-03 | 上海交通大学 | Determining method of hydrogeololgy parameters under the action of waterproof curtains |
| CN107268635A (en) * | 2017-07-07 | 2017-10-20 | 中铁大桥局集团第二工程有限公司 | Deep foundation pit supporting structure and construction method of the karst area adjacent to existing structure |
| CN107401176A (en) * | 2017-07-27 | 2017-11-28 | 上海市政工程设计研究总院（集团）有限公司 | A kind of bridge bearing platform foundation pit structure for excavating protection subway |
| CN108562465A (en) * | 2017-12-31 | 2018-09-21 | 浙江大学 | A kind of local penetration tunnel-liner pours die trial |
| CN112982385A (en) * | 2021-02-01 | 2021-06-18 | 中国电建集团市政规划设计研究院有限公司 | Construction method for reinforcing open caisson foundation pit in deep silt stratum |
| CN113513266A (en) * | 2021-04-19 | 2021-10-19 | 北京工业大学 | Method for accurately regulating and controlling verticality of hole of secant pile in water-rich underground excavation engineering hole |
-
2007
- 2007-11-20 CN CNA2007101902281A patent/CN101200897A/en active Pending
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101838993A (en) * | 2010-05-17 | 2010-09-22 | 中铁二十局集团有限公司 | Construction technology of steel sheet pile cofferdam for Yellow River Channel internal support table construction |
| CN102454167A (en) * | 2010-10-21 | 2012-05-16 | 五冶集团上海有限公司 | Construction method for large ultra-deep well |
| CN102454167B (en) * | 2010-10-21 | 2015-09-02 | 五冶集团上海有限公司 | The construction method of especially big & deep open caisson |
| CN104196041B (en) * | 2014-08-09 | 2016-08-17 | 中国葛洲坝集团基础工程有限公司 | A kind of concrete cut cofferdam body heightening construction method |
| CN104196041A (en) * | 2014-08-09 | 2014-12-10 | 葛洲坝集团基础工程有限公司 | Construction method for concrete diaphragm wall cofferdam heightening |
| CN104499479A (en) * | 2014-12-19 | 2015-04-08 | 上海申元岩土工程有限公司 | Dig-hole pile construction method based on penetration of sand gravel backfilling layer |
| CN105170606A (en) * | 2015-08-27 | 2015-12-23 | 广东安元矿业勘察设计有限公司 | Method for building green pyramid landscape with unrecyclable rubbish |
| CN105297753A (en) * | 2015-10-16 | 2016-02-03 | 上海交通大学 | Determining method of hydrogeololgy parameters under the action of waterproof curtains |
| CN107268635A (en) * | 2017-07-07 | 2017-10-20 | 中铁大桥局集团第二工程有限公司 | Deep foundation pit supporting structure and construction method of the karst area adjacent to existing structure |
| CN107401176A (en) * | 2017-07-27 | 2017-11-28 | 上海市政工程设计研究总院（集团）有限公司 | A kind of bridge bearing platform foundation pit structure for excavating protection subway |
| CN108562465A (en) * | 2017-12-31 | 2018-09-21 | 浙江大学 | A kind of local penetration tunnel-liner pours die trial |
| CN112982385A (en) * | 2021-02-01 | 2021-06-18 | 中国电建集团市政规划设计研究院有限公司 | Construction method for reinforcing open caisson foundation pit in deep silt stratum |
| CN113513266A (en) * | 2021-04-19 | 2021-10-19 | 北京工业大学 | Method for accurately regulating and controlling verticality of hole of secant pile in water-rich underground excavation engineering hole |
| CN113513266B (en) * | 2021-04-19 | 2022-07-05 | 北京工业大学 | Method for accurately regulating and controlling verticality of hole of secant pile in water-rich underground excavation engineering hole |
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Open date: 20080618 |