CN101182716A - Pile sinking method of synchronous grouting static pressure prefabricated pile - Google Patents
Pile sinking method of synchronous grouting static pressure prefabricated pile Download PDFInfo
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- 230000003068 static effect Effects 0.000 title claims abstract description 35
- 238000000034 method Methods 0.000 title claims abstract description 29
- 230000001360 synchronised effect Effects 0.000 title abstract description 5
- 239000002002 slurry Substances 0.000 claims description 41
- 238000007569 slipcasting Methods 0.000 claims description 22
- 239000002689 soil Substances 0.000 claims description 18
- 238000002347 injection Methods 0.000 claims description 15
- 239000007924 injection Substances 0.000 claims description 15
- 239000004568 cement Substances 0.000 claims description 12
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 12
- 239000007788 liquid Substances 0.000 claims description 9
- 239000004567 concrete Substances 0.000 claims description 7
- 239000003340 retarding agent Substances 0.000 claims description 5
- 239000007787 solid Substances 0.000 claims description 4
- 238000003756 stirring Methods 0.000 claims description 4
- 239000002994 raw material Substances 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 11
- 239000011150 reinforced concrete Substances 0.000 abstract description 5
- 239000012530 fluid Substances 0.000 abstract 2
- 239000004576 sand Substances 0.000 description 9
- 229910000831 Steel Inorganic materials 0.000 description 5
- 238000010586 diagram Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 5
- 239000010959 steel Substances 0.000 description 5
- 239000011230 binding agent Substances 0.000 description 3
- 239000004927 clay Substances 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 239000011178 precast concrete Substances 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 230000002040 relaxant effect Effects 0.000 description 2
- 238000005204 segregation Methods 0.000 description 2
- 238000002791 soaking Methods 0.000 description 2
- 208000035126 Facies Diseases 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000000295 complement effect Effects 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000005137 deposition process Methods 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 230000008014 freezing Effects 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- -1 hard silt Substances 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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Abstract
同步注浆静压预制桩沉桩方法，属于建筑领域钢筋混凝土预制桩沉桩施工技术领域，主要技术特征是：预先配制两种浆液，静压桩和注浆两步工艺同时操作；在压桩过程中同时注入侧桩注浆液，桩尖达到设计深度后，对桩端再继续注入桩端注浆液，使桩端形成注浆扩大头；本发明桩侧和桩端注液一次完成，降低施工成本，提高了施工质量；克服静压桩沉桩困难的缺点，应用该方法既能减少动态压桩阻力、提高压桩效率，还能提高后期桩侧阻力和桩端阻力，从而在保证压桩入土深度和桩身质量下，减少压桩机吨位，提高施工效率，从而扩大了静压桩的应用范围，降低工程造价。The method of synchronous grouting and static pressure prefabricated pile sinking belongs to the technical field of reinforced concrete prefabricated pile pile sinking in the field of construction. During the process, the side pile grouting fluid is injected at the same time. After the pile tip reaches the design depth, the pile tip grouting fluid is continuously injected into the pile tip to form a grouting expansion head at the pile tip; Reduce the construction cost and improve the construction quality; overcome the shortcomings of the difficulty of static pressure pile sinking, the application of this method can not only reduce the dynamic pile pressure resistance, improve the pile pressure efficiency, but also improve the pile side resistance and pile end resistance in the later stage, so as to ensure The tonnage of the pile press machine is reduced and the construction efficiency is improved, thereby expanding the application range of the static pressure pile and reducing the project cost.
Description
Technical field
The invention belongs to building field precast reinforced concrete piles piling construction method.
Technical background
Precast reinforced concrete piles and silent piling method thereof because of its noiseless, friction, speed of application is fast, pile quality is reliable, in China's soft clay area multistory building and highrise building, be applied comparatively widely, in recent years, along with in northern area is applied, find that static pressed pile is difficult to pass through intermediate gauge layer of sand and the hardpan in the mutual sedimentary facies in lake, river, pile driving pressure hour, stake presses not go down, increase pile driving pressure, pile body fractures easily; Adopt auxiliary pile sinking method such as bath method and soil digging method commonly used at present, reduced the compacted effect of static pressed pile again; When the stake end entered the layer of sand bearing stratum, because of " reinforcement " and " relaxing " effect of layer of sand, pressurization made end resistance very high, and after the unloading, end resistance decreases, and this brings the unstable and wayward two large problems of construction quality of bearing capacity.Sometimes use bored pile and back mud jacking castinplace pile instead in order to overcome above shortcoming, but castinplace pile is not easy also in the sand stratum to creep into, bit freezing often occurs, fall to bore; Hole wall is difficult for keeping, and diseases such as undergauge, folder mud, segregation, broken pile are caused in the hole of collapsing easily to castinplace pile, pile quality can't be guaranteed; And most importantly castinplace pile does not only have soil compaction effect in pore forming process, and the blocked up easy reduction stake side of all mud skins of stake hinders, and can't eliminate the settlement by soaking of sand liquefaction and loess; Though back mud jacking castinplace pile can be eliminated the pile bottom sediment hidden danger of castinplace pile, improve the bearing capacity of castinplace pile and satisfy distortion, the bearing capacity of castinplace pile causes huge waste far below bearing capacity of pile.
Publication number be CN1143137A patent disclosure the precast reinforced concrete piles end annotate the oar method, after projected depth is held in stake, reserve notes oar pipe by solid pile the stake pressure against the ends is annotated oar, piling and notes oar carry out in two steps, the notes oar pressure that the method adopts is bigger, only reinforce stake end soil, do not reinforce a side soil.
Publication number be CN1335434A patent disclosure high-pressure mortar spraying deposition process of prefabricated steel bar reinforced concrete pile, cement paste is held to stake by pipeline, the stake end soil body is carried out high pressure to spray into, the interim water pressure that increases gravel soils improves the compressibilty of the soil body, make stake enter into desired depth, the cement paste water/binder ratio 0.25-5 of employing; Stake point be configured to heavy wall tubulose steel pipe gunite gun, head closed circular taper, open some gunniting holes on the tube wall, grouting pressure: high pressure 0.5Mpa～50MPa, grouting pressure is higher, gunniting hole is blocked easily.
Summary of the invention
The purpose of this invention is to provide a kind of pile sinking method of Synchronization grouting static pressure precast pile, overcome the shortcoming of static pressed pile pile sinking difficulty, using this method can reduce dynamic pressure pile resistance, improve piling efficient, can also improve later stage pile side resistance and end resistance, thereby, improve efficiency of construction guaranteeing to reduce the pile press tonnage under piling embedded depth and the pile quality, thereby enlarged the range of application of static pressed pile, reduced construction costs.
The present invention is achieved in that pile sinking method of Synchronization grouting static pressure precast pile, comprise in the stake point that has grouting device, the preformed pile pre-buried or grouting pipe is installed, a stake teeming slurry conduit links to each other with grouting pump by Grouting Pipe, utilize Static pressure pile driver that the static pressed pile that has grouting device is exerted pressure, after the stake point buries, slip casting, static pressure is characterized in that:
A, prepare two kinds of slurries in advance: (following raw material is prepared according to weight portion)
Side stake injection slurry: 1 part in water, 0.5～3 part of cement, 0.1～0.2 part of swell soil, 0.05 part of retarding agent evenly stirs;
Pile end grouting liquid: 1 part in water, 1 part of cement;
Biconditional operation when b, static pressed pile and slip casting two step process; In the piling process, inject side stake injection slurry simultaneously, after the stake point reaches projected depth, the stake end is continued to inject pile end grouting liquid again, make the stake end form the slip casting enlarged footing; Grouting pressure: 1MPa～5MPa.
The structure of stake point is: concrete tapered pile point, the sharp sidewall of stake are reserved the opening injected hole that makes progress, and the injected hole outlet upwards is 20 °～25 ° with horizontal plane angle, and a pointed cone angle is 60 °.
Lead slurry and manage or be embedded in the center of solid preformed pile, or be embedded in the hollow preformed pile tube wall, or be installed in the hollow preformed pile cavity.
Compare with background technology, the present invention has following beneficial effect:
The one, Static Pressure Precast Piles and slurry injection technique are combined, under same piling embedded depth and pile quality, dynamic penetration resistance and pile sinking when having realized reducing pile sinking finish two purposes of bearing capacity that stake is improved in the back, reinforce stake side soil and stake end soil simultaneously, thereby widened the range of application of static pressed pile, improved the usefulness of static pressed pile, reduce pile press piling tonnage, reduce investment, the reduction of erection time, increase economic efficiency.
The 2nd, it is reliable to have made full use of the preformed pile pile quality, has overcome the castinplace pile pile body and has occurred shortcomings such as necking down, segregation, folder mud and broken pile easily.Pile end grouting is to having certain improved action with layer of sand as " relaxing " effect that bearing stratum produces; The slip casting of stake side has overcome present static pressed pile auxiliary pile sinking measure---the shortcoming of bath method and potter's clay method commonly used to a certain extent, has strengthened the compacted effect of inter-pile soil, thereby weakens the settlement by soaking and the sand liquefaction of the loess in the long scope of stake to a certain extent.
The 3rd, utilize the timeliness characteristics of slurries curing and the bearer properties of stake, stake side and stake end are adopted the cement injection liquid of different proportionings, have flowability and lubricity before utilizing the curing timeliness characteristics of slurries that a side injection slurry is solidified, improve the ability that static pressed pile penetrates layer of sand and hardpan, satisfy the purpose that reduces penetrating resistance; Behind the pile sinking, the intensity after slurries solidify is high more a lot of than all native intensity of stake again.For example when pile sinking, injection slurry employing water/binder ratio is 1: 1 a cement paste, and other adds 10% swell soil and suitable retarding agent, and viscosity is 21s, density 1.56g/cm
3, initial setting time 7h24min, calculus rate 91%, 14d compressive strength 2.88MPa.After the stake end arrived projected depth, it was 1: 1 neat slurry that the stake end is adopted water/binder ratio, continued slip casting, made the stake end form enlarged footing, improved bearing capacity of pile tip.
The 4th, stake of the present invention point can be realized a side and the continuous slip casting of stake end for the make progress concrete pile point of injected hole of sidewall band opening, and is simple to operation, and is difficult for blocking injected hole, makes slip casting be able to smooth implementation in the pile sinking different phase.In the stake sinking process, slurries can be evenly distributed between stake and all soil of stake, make and can form a mud film week.After stake arrives projected depth, make the stake end can form the enlarged footing of parcel stake point.
The 5th, the present invention has enlarged the range of application of static pressed pile, has reduced construction costs, is fit to loess, hard silty clay, hard silt, and powder fine sand, sandy gravel stratum use.
Description of drawings:
Fig. 1 is that slurry construction technology apparatus arrangement connection diagram is led at synchronous grouting Static Pressure Precast Piles center,
Fig. 2 is that synchronous grouting Static Pressure Precast Piles tube wall is led slurry construction technology apparatus arrangement connection diagram,
Fig. 3 leads at the center the sharp structural representation of slurry stake,
Fig. 4 leads at the center slurry rectangular pyramid body stake point plan structure schematic diagram,
Fig. 5 leads at the center slurry cone stake point plan structure schematic diagram,
Fig. 6 tube wall is led the sharp side-looking structural representation of slurry stake,
Fig. 7 tube wall is led slurry cone stake point plan structure schematic diagram.
Specific implementation method
Be described further below in conjunction with accompanying drawing.1-preformed pile among the figure, 2-stake point, 3-slip casting bifurcated pipe, 4-injected hole, 5-stirrup, 6-longitudinal reinforcement, 7-stake point slip casting sleeve pipe, 8-Grouting Pipe, 9-grouting pressure table, 10-grouting pump, 11-circulating tank, 12-slurries mixer, 13-grouting pipe.
Embodiment 1: before piling, configure injection slurry earlier,
Side stake injection slurry: 1 part in water, 1 part of cement, 0.1～0.2 part of swell soil, 0.05 part of retarding agent evenly stirs;
Pile end grouting liquid: 1 part in water, 1 part of cement; Begin piling then, make in place, the leveling of Static pressure pile driver; Adopt the static pressure machine will have injected hole 2, stake point 1, be pressed into underground with the precast concrete square pile or the pile tube 4 of grouting pipe 5, when the stake point is pressed in the soil behind 1～2m, start grouting pump and begin to annotate side stake injection slurry, carry out the limit piling of marginal not slurry, the slurries amount of slip casting in the preformed pile process of press in must be able to be wrapped up pile body and be formed certain thickness mud film; Preformed pile continues mud jacking after being pressed into projected depth, and pile end grouting liquid stops slip casting when the preformed pile grouting amount reaches design grouting amount or certain pressure, makes the stake end can form certain enlarged footing, and slip casting finishes.
With reference to accompanying drawing 1, Fig. 3 and Fig. 4, synchronous grouting Static Pressure Precast Piles device has by preformed pile 1, stake point 2, grouting pipe 13, the sharp slip casting sleeve pipe 7 of stake, slip casting bifurcated pipe 3, injected hole 4, Grouting Pipe 8, grouting pressure table 9, grouting pump 10, circulating tank 11, slurries mixer 12 and constitutes.Grouting pipe 13 is embedded in the center of solid precast concrete square pile or is placed in the hollow lumen of hollow prefabricated concrete pipe pile, grouting pipe 13 can adopt steel pipe or withstand voltage pvc pipe, at the preformed pile two ends certain length in reserve is arranged, the upper end connects grouting pressure table 9, grouting pump 10, circulating tank 11 and slurries mixer 12 successively.The lower end forms injected hole by leading slurry bifurcated pipe 3 at stake pointed cone wall, the injected hole outlet is upwards horizontal by 20 °～25 ° angles, lead the slurry bifurcated pipe and adopt 6 ' steel pipe, in stake point plane, distribute symmetrically, cast in cone angle and be in 60 ° the concrete precast pile point, precast pile tip will be complementary with stake footpath and profile.The structure of stake point can be a rectangular pyramid body stake point shown in Figure 4, also can be cone stake point shown in Figure 5.
Embodiment 2: before piling, configure injection slurry earlier,
Side stake injection slurry: 1 part in water, 2 parts of cement, 0.1～0.2 part of swell soil, 0.03 part of retarding agent evenly stirs;
Pile end grouting liquid: 1 part in water, 1 part of cement;
Begin piling then, make in place, the leveling of Static pressure pile driver; The precast concrete pile or the pile tube 4 that adopt the static pressure machine will have 2 points 1 of injected hole and grouting pipe 5 are pressed into underground, when the stake point is pressed in the soil behind 1～2m, start grouting pump and begin slip casting, inject side stake injection slurry slurry, carry out the limit piling of marginal not slurry, the slurries amount of slip casting in the preformed pile process of press in must be able to be wrapped up pile body and be formed certain thickness mud film; Preformed pile continues mud jacking after being pressed into projected depth, pile end grouting liquid, and injection stops slip casting when the preformed pile grouting amount reaches design grouting amount or certain pressure, make the stake end can form certain enlarged footing, and slip casting finishes.
With reference to accompanying drawing 2, Fig. 6 and Fig. 7, grouting pipe 13 is embedded in the tube wall of prefabricated concrete pipe pile, adopts 6 ' steel pipe, can contemporary longitudinal reinforcement for preformed pile.Three grouting pipe are equilateral triangle and arrange in the slip casting tube wall, certain-length is reserved at two ends, three conduits of a side at the stake end meet at a bit to the bending of the tube wall center of circle simultaneously, spot-welded together, then conduit is continued to be bent upwards to offside, make its plane in vertical preformed pile axial line be 20 °～25 ° angles, it is the precast pile tip at 60 ° of angles that casting concrete forms cone angle.
Claims (3)
1. pile sinking method of Synchronization grouting static pressure precast pile, comprise in the stake point that has grouting device, the preformed pile pre-buried or grouting pipe is installed, a stake teeming slurry conduit links to each other with grouting pump by Grouting Pipe, utilize Static pressure pile driver that the static pressed pile that has grouting device is exerted pressure, after the stake point buries, slip casting, static pressure is characterized in that:
A, prepare two kinds of slurries in advance: (following raw material is prepared according to weight portion)
Side stake injection slurry: 1 part in water, 0.5～3 part of cement, 0.1～0.2 part of swell soil, 0.05 part of retarding agent evenly stirs; Pile end grouting liquid: 1 part in water, 1 part of cement;
Biconditional operation when b, static pressed pile and slip casting two step process; In the piling process, inject side stake injection slurry simultaneously, after the stake point reaches projected depth, the stake end is continued to inject pile end grouting liquid again, make the stake end form the slip casting enlarged footing; Grouting pressure: 1MPa～5MPa.
2. according to the described pile sinking method of Synchronization grouting static pressure precast pile of claim 1, it is characterized in that: the structure of stake point is: concrete tapered pile point, the sharp sidewall of stake is reserved the opening injected hole that makes progress, and the injected hole outlet upwards is 20 °～25 ° with horizontal plane angle, and a pointed cone angle is 60 °.
3., pile sinking method of Synchronization grouting static pressure precast pile according to claim 1 is characterized in that: lead the center that solid preformed pile was managed or be embedded in to slurry, or be embedded in the hollow preformed pile tube wall, or be installed in the hollow preformed pile cavity.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2007101853711A CN100519953C (en) | 2007-12-05 | 2007-12-05 | Pile sinking method of synchronization grouting static pressure precast pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2007101853711A CN100519953C (en) | 2007-12-05 | 2007-12-05 | Pile sinking method of synchronization grouting static pressure precast pile |
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| CN101182716A true CN101182716A (en) | 2008-05-21 |
| CN100519953C CN100519953C (en) | 2009-07-29 |
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Cited By (28)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101929158A (en) * | 2010-09-13 | 2010-12-29 | 天津天一建设集团有限公司 | Statically pressed pile high-pressure whirl jet lead hole construction method |
| CN101718093B (en) * | 2009-11-14 | 2011-01-26 | 青岛理工大学 | Static pressure type forming device and method for soil-cement underground water interception curtain |
| CN102535452A (en) * | 2010-12-15 | 2012-07-04 | 王云艇 | Novel engineering pile |
| CN102605767A (en) * | 2012-03-27 | 2012-07-25 | 浙江大学城市学院 | Precast pile reserved with grouting pipe and piling process of precast pile |
| CN102660945A (en) * | 2012-05-31 | 2012-09-12 | 福州市第三建筑工程公司 | A spiral steel belt-cement diameter-increasing pipe pile and its construction method |
| CN103628482A (en) * | 2012-08-27 | 2014-03-12 | 上海中技桩业股份有限公司 | High-pressure jet guide-pile construction method |
| CN104594357A (en) * | 2015-01-19 | 2015-05-06 | 赵连平 | Grouting device after statically pressing or hammering concrete precast tubular pile base and grouting method |
| CN104895071A (en) * | 2015-06-29 | 2015-09-09 | 山东省建筑科学研究院 | Direction-controllable grouting device and method applicable to prefabricated hollow pile |
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| CN101718093B (en) * | 2009-11-14 | 2011-01-26 | 青岛理工大学 | Static pressure type forming device and method for soil-cement underground water interception curtain |
| CN101929158A (en) * | 2010-09-13 | 2010-12-29 | 天津天一建设集团有限公司 | Statically pressed pile high-pressure whirl jet lead hole construction method |
| CN102535452A (en) * | 2010-12-15 | 2012-07-04 | 王云艇 | Novel engineering pile |
| CN102605767A (en) * | 2012-03-27 | 2012-07-25 | 浙江大学城市学院 | Precast pile reserved with grouting pipe and piling process of precast pile |
| CN102660945A (en) * | 2012-05-31 | 2012-09-12 | 福州市第三建筑工程公司 | A spiral steel belt-cement diameter-increasing pipe pile and its construction method |
| CN102660945B (en) * | 2012-05-31 | 2014-09-10 | 福州市第三建筑工程公司 | Spiral steel belt-cement diameter-increasing tubular pile and construction method thereof |
| CN103628482A (en) * | 2012-08-27 | 2014-03-12 | 上海中技桩业股份有限公司 | High-pressure jet guide-pile construction method |
| CN104594357A (en) * | 2015-01-19 | 2015-05-06 | 赵连平 | Grouting device after statically pressing or hammering concrete precast tubular pile base and grouting method |
| CN104895071A (en) * | 2015-06-29 | 2015-09-09 | 山东省建筑科学研究院 | Direction-controllable grouting device and method applicable to prefabricated hollow pile |
| CN107476305A (en) * | 2016-06-08 | 2017-12-15 | 宜兴市周铁镇生力钻探机械厂 | A kind of bridge synchronous grouting pile jacking in method |
| CN106768499A (en) * | 2016-11-16 | 2017-05-31 | 中北大学 | Fluid pressure type soil pressure sensor |
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Assignee: Guangzhou Taiji Engineering Technology Co., Ltd. Assignor: Zhongbei Univ Contract record no.: 2010440001080 Denomination of invention: Pile sinking method of Synchronization grouting static pressure precast pile Granted publication date: 20090729 License type: Exclusive License Open date: 20080521 Record date: 20100803 |
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