CN1222612A - Rotatively-sprayed combined deposited pile with variable cross section and its construction method - Google Patents
Rotatively-sprayed combined deposited pile with variable cross section and its construction method Download PDFInfo
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- CN1222612A CN1222612A CN 98114443 CN98114443A CN1222612A CN 1222612 A CN1222612 A CN 1222612A CN 98114443 CN98114443 CN 98114443 CN 98114443 A CN98114443 A CN 98114443A CN 1222612 A CN1222612 A CN 1222612A
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Abstract
The deposited pile consists of pile body and pile footing formed by high-pressure rotatively-sprayed cement mortar, the pile body may have one or several rotatively sprayed pile waists, and the pile footing and the pile waists are cylindrical or truncated conic. Varying cross section can increase the end bearing area and the local side area and thus the bearing resistance of soil to the pile, and make the resistance equal to or close to the strength of pile body. The design scheme of equal strength can save material, reduce engineering cost and utilize fully the bearing capacity of the foundation and the pile.
Description
The present invention relates to technical field of fixed buildings, particularly a kind of Rotatively-sprayed combined deposited pile with variable cross section and job practices that is used for the pile foundation of soil, wooden construction work.
Jet grounting is to be used for the very ripe method of Ground Treatment both at home and abroad, in China's " building treatment technology model ", made the regulation of system, but, this technology, only be applicable to before this treatment of soft ground, someone proposes it and common filling pile combined becomes a kind of novel stake, promptly also the composition of churning induration as castinplace pile is not designed, makes and use; So-called high pressure jet grouting, utilize rig that the Grouting Pipe that has nozzle is crept into to the precalculated position of soil layer exactly, the high pressure jet stream that makes slurries or water become the 20--50 MPa with high-tension apparatus penetrates from nozzle, the impact failure soil body, when energy big, when the fast dynamic pressure with the injection stream that is the shape of pulsing of speed surpasses earth structure strength, grogs just peels off from the soil body, the tiny grogs of a part is along with the slurries water surface of emerging, all the other grogs are in the impact force of injection stream, effect such as centrifugal force and gravity is descended and slurries mix, and rearrange regularly according to certain puddled soil ratio and quality size, just form the induration that intensity is very high after slurries solidify in soil, the shape of induration is relevant with the movement law of injection stream, rotates and promotes while spray as nozzle, be high-pressure rotary-spray, but the needs of its induration root a tree name engineering are controlled in the churning process in such cases, can be cylindric, repeatedly variable cross-section is cylindric, or circular cone shape; The basic kind of jet grounting has single pipe method, double pipe method and triple pipe method etc., the characteristics of single pipe method are the concretion body strength height that forms, but the induration diameter little when churning pressure is 20 MPas its churning diameter between 0.4--0.8 rice, the diameter maximum of triple pipe method, its churning diameter can reach 2 meters, the maximum compressive strength of the induration that churning forms is because of the different differences to some extent with the soil property kind of gunite kind, the sand class can reach the 10--20 MPa, cohesive soil and loess can reach the 5--10 MPa, gravel soil then can reach the 8--20 MPa, under different soil property situations, on the maximum compressive strength of the induration leap scope, lower limit is equal to C respectively
7.5And C
30The concrete axial compressive strength of level.
The purpose of this invention is to provide and a kind ofly can reach the new Rotatively-sprayed combined deposited pile with variable cross section and the job practices thereof of ultimate bearing capacity separately simultaneously with ground following of same load action.
The present invention is achieved in that and it is characterized in that a stake plinth that is formed by pile body and high-pressure rotary-spray cement grout forms that one or more churnings can be set form stake waists, the shape of a stake plinth and a waist can be columniform, also can be the truncated cone body on pile body.
The feature of its job practices is at first with hole forming machine or manually finish the pile body pore-forming, hole forming machine displacement behind the pore-forming; The rig of high-pressure injection being annotated oarage is in place, and the shower nozzle center of extraordinary drilling rod and the axes alignment of pile body hole at the bottom of drilling rod being descended again and shower nozzle being extended the hole, are drilled into absolute altitude at the bottom of the plinth then, stop boring; On when carrying drilling rod, need limit injections, limit churning, limit to promote, the epithelium of surface dust at the bottom of pile body hole forms a plinth; After extraordinary drilling rod proposes, put reinforcing bar and fluid concrete again from the stake hole; When meeting underground water or hole wall slump position, need the low-pressure fuel injection cement paste during construction,, put reinforcing bar then, drop into rubble, form non-fine concrete until the epithelium at this position or the upper end in stake hole, can fluid concrete for the remaining position in stake hole.
Castinplace pile of the present invention can increase the long-pending and local stake lateral area of end bearing surface of stake by the one or many variable cross-section, to increase the support resistance of soil to stake, and then the native resistance to stake of adjustment makes it to equate or convergence with the numerical value of pile shaft material intensity, embody equicohesive design philosophy, save the use of material, reduce the engineering cost Rotatively-sprayed combined deposited pile with variable cross section and be actually the equal strength stake of giving full play to ground and each self-bearing capacity of stake; Job practices with high pressure jet grouting, can on pile body, make needed variable cross-section more exactly, realize that the formed induration of equal strength pile foundation design high pressure jet grouting has high compression strength and favorable durability, can satisfy the force request of stake; Article process of the present invention not only is suitable for operation pile in grounds such as mud, mucky soil, sand, artificial earth fill and gravelly soil, and can construct in phreatic ground is arranged.
The present invention will be further described below in conjunction with accompanying drawing,
Fig. 1 is the structural representation of Rotatively-sprayed combined deposited pile with variable cross section,
Embodiment 1:
Among Fig. 11 is that pile body, 2 is that a stake waist, 3 is that reinforcing cage, 4 is a stake plinth;
The project site top layer is loose allied soil, thick 2 meters; Close fine sand under it being, thick 5 meters; Close coarse sand in being down again, thick 8 meters; Be down closely knit circle again, do not have weak substratum, construction period groundwater table be positioned at following 7 meters of the face of land, adopt bored concrete pile foundation, single pile stake apical axis is 800,000 Ns to the pressure design value, concrete adopts C
20Level, stake plinth induration axial compressive strength is equivalent to C
15Pile body is not established elongated reinforcing bar, the physical index of root a tree name soil and the relation between the bearing capacity parameter, and the limit collateral resistance standard value of stake is respectively 18 kPas according to the top-down order of soil layer, and 50 kPas, 85 kPas; The extreme end resistance standard value of bearing stratum place stake=2000 kPas, the building safety grade is two utmost points; The job practices that two kinds of stake types that root a tree name standard calculates carry out design size supporting capacity and Rotatively-sprayed combined deposited pile with variable cross section is as follows;
(1) diameter that at first calculates common bored pile is 650 millimeters, and length is that the vertical bearing capacity design load of 8 meters single piles is 832,000 Ns; The pile body diameter of Rotatively-sprayed combined deposited pile with variable cross section is 350 millimeters, and pile body diameter is 800 millimeters, and stake plinth length is 0.5 meter, and the vertical bearing capacity design load of single pile is 866,000 Ns.
(2) job practices: with hole forming machine or manually finish the pile body pore-forming, a stake hole is that 350 mm depths are 7.5 meters, hole forming machine displacement behind the pore-forming; The rig of high-pressure injection being annotated oarage is in place, and the shower nozzle center of extraordinary drilling rod and the axes alignment of pile body hole descend drilling rod and shower nozzle is extended 7.5 meters depths at the bottom of the hole, is drilled into 8 meters of absolute altitude at the bottom of the plinth then, stops boring; On when carrying drilling rod, need that spray on the limit, the limit promotes the epithelium of surface dust at the bottom of pile body hole, expulsion pressure is 25 MPas, forms cylindrical stake plinth, and diameter is 800 millimeters, after the extraordinary drilling rod of slip casting proposes, put reinforcing cage, cast C20 level pile body steel concrete again from the stake hole.Embodiment 2:
The project site top layer is loose allied soil, thick 15 meters; It is silt down, and void ratio is 092, thick 4 meters; Be fine silt, thick 4 meters down; Be down cohesive soil again, its liquidity index is 075 meter, is medium sand down, in close, thick 10 meters, be boulder bed down, do not have weak substratum; Construction period, groundwater table was positioned at following 12.5 meters of the face of land, considered common auger boring pouring pile and Rotatively-sprayed combined deposited pile with variable cross section two schemes, and as a comparison, pile concrete is C
20Level, stake plinth churning induration axial compressive strength is equivalent to C
15The level concrete, pile body is not established long reinforcing bar, single pile stake apical axis is 1,100 thousand Ns to the pressure design value, root a tree name geological conditions determine with in close in layer of sand be bearing stratum, the physical index of root a tree name soil and the relation between the bearing capacity parameter, the limit collateral resistance standard value of stake is respectively 18 kPas according to the top-down order of soil layer, 20 kPas, 40 kPas, 48 kPas, 65 kPas, the utmost point resistance end resistance standard value of middle layer of sand stake is 2800 kPas, the building safety grade is two utmost points, and the job practices that two kinds of stake types that root a tree name standard calculates carry out design size supporting capacity and Rotatively-sprayed combined deposited pile with variable cross section is as follows;
(1) diameter that at first calculates common bored pile is 700 millimeters, and length is 12 meters, and the vertical bearing capacity design load of single pile is 1,149 thousand Ns; The pile body diameter of Rotatively-sprayed combined deposited pile with variable cross section is 400 millimeters, and pile body length is 11.5 meters, and pile body diameter is 800 millimeters, and stake plinth length is 0.5 meter, and the vertical bearing capacity design load of single pile is 1,144 thousand Ns.
(2) job practices: with hole forming machine or manually finish the pile body pore-forming, a stake hole is that 350 mm depths are 7.5 meters, hole forming machine displacement behind the pore-forming; The rig of high-pressure injection being annotated oarage is in place, and the shower nozzle center of extraordinary drilling rod and the axes alignment of pile body hole descend drilling rod and shower nozzle is extended 7.5 meters depths at the bottom of the hole, is drilled into 8 meters of absolute altitude at the bottom of the plinth then, stops boring; On when carrying drilling rod, need that spray on the limit, the limit promotes the epithelium of surface dust at the bottom of pile body hole, expulsion pressure is 25 MPas, forms cylindrical stake plinth, and diameter is 800 millimeters, after the extraordinary drilling rod of slip casting proposes, put reinforcing cage, cast C20 level pile body steel concrete again from the stake hole.
(2) job practices: with hole forming machine or manually finish the pile body pore-forming, a stake hole is that 400 mm depths are 11.5 meters, hole forming machine displacement behind the pore-forming; The rig of high-pressure injection being annotated oarage is in place, and the shower nozzle center of extraordinary drilling rod and the axes alignment of pile body hole descend drilling rod and shower nozzle is extended 11.5 meters depths at the bottom of the hole, is drilled into 12 meters of absolute altitude at the bottom of the plinth then, stops boring; On when carrying drilling rod, need that spray on the limit, the limit promotes the epithelium of surface dust at the bottom of pile body hole, expulsion pressure is 25 MPas, forms cylindrical stake plinth, and diameter is 800 millimeters, after the extraordinary drilling rod of slip casting proposes, put reinforcing cage, cast C20 level pile body steel concrete again from the stake hole.
Embodiment 3:
The project site top layer is a cohesive soil, and the liquid limit index is 0.6 meter; The limit collateral resistance standard value of stake is 48 kPas, and the extreme end Resistance Value of doing the operation drilled pile is 1260 kPas; It still is a cohesive soil down, and the liquid limit index is 0.25 meter, and thick 20 meters, the limit collateral resistance standard value of stake is 78 kPas, and the extreme end resistance of underwater drilling stake is 900 kPas; Be down 10 meters thick coarse sands layers again, do not have weak substratum, construction period groundwater table be positioned at following 8 meters of the face of land, designing requirement vertical bearing capacity of single pile design load is 1,100 thousand Ns, former design scheme is 650 millimeters of diameters, spends 14 meters common bored pile, C
20Level is not established elongated reinforcing bar, and its vertical bearing capacity of single pile design load is 1,198 thousand Ns, and Rotatively-sprayed combined deposited pile with variable cross section that length is identical of examination design is as a means of comparing; Its pile concrete C
20Level, the rotation concretion body strength is equal to C
15The level concrete.
(1) root a tree name " building pile foundation technical specification " result of calculation is: the diameter that the stake of variable cross-section notes is irritated in churning is 400 millimeters, 800 millimeters of stake plinth diameters, length is 0.5 meter, 700 millimeters of stake waist diameters, long 0.5 meter, its hypodermis is located at apart from the face of land 7.5 meters, and whole stake is long 14 meters, and the vertical bearing capacity design load of its single pile is 1,130 thousand Ns; The pile body diameter of Rotatively-sprayed combined deposited pile with variable cross section is 350 millimeters, and pile body diameter is 800 millimeters, and stake plinth length is 0.5 meter, and the vertical bearing capacity design load of single pile is 866,000 Ns.
(2) job practices: with hole forming machine or manually finish the pile body pore-forming, a stake hole is that 400 mm depths are 11.5 meters, hole forming machine displacement behind the pore-forming; The rig of high-pressure injection being annotated oarage is in place, and the shower nozzle center of extraordinary drilling rod and the axes alignment of pile body hole descend drilling rod and shower nozzle is extended 11.5 meters depths at the bottom of the hole, is drilled into 14 meters of absolute altitude at the bottom of the plinth then, stops boring; On when carrying drilling rod, need the limit to spray, the limit promotes, the epithelium of surface dust at the bottom of pile body hole, the formation diameter is 800 millimeters a cylindrical stake plinth, its expulsion pressure is 25 MPas, puies forward Grouting Pipe in the continuation, and injection pressure is reduced to 1 MPa, slip casting in the stake hole, until about time water level epithelium, propose displacement on the Grouting Pipe, drop into rubble to the stake hole, form non-fine concrete pile body bottom, until stake waist hypodermis, Grouting Pipe is in place, and nozzle places the waist hypodermis, on propose 0.5 meter of churning, grouting pressure is 25 MPas, and the formation diameter is 700 millimeters a cylindrical stake waist, the more extraordinary drilling rod of slip casting is proposed displacement from the stake hole, put reinforcing cage, pour into a mould the concrete at remaining position, pile.
Claims (5)
1, a kind of Rotatively-sprayed combined deposited pile with variable cross section is characterized in that being made up of the plinth that pile body and high-pressure rotary-spray cement grout form.
2, the described Rotatively-sprayed combined deposited pile with variable cross section of root a tree name claim 1 is characterized in that can being provided with a stake waist that forms with a plurality of churnings on pile body.
3, the described Rotatively-sprayed combined deposited pile with variable cross section of root a tree name claim 1 is characterized in that the shape of a plinth and stake waist can be columniform, also can be the truncated cone body.
4, a kind of job practices of Rotatively-sprayed combined deposited pile with variable cross section is characterized in that: at first with hole forming machine or manually finish the pile body pore-forming, and hole forming machine displacement behind the pore-forming; The rig of high-pressure injection being annotated oarage is in place, and the shower nozzle center of extraordinary drilling rod and the axes alignment of pile body hole at the bottom of drilling rod being descended again and shower nozzle being extended the hole, are drilled into absolute altitude at the bottom of the plinth then, stop boring; On when carrying drilling rod, need the limit to spray, promote while rotate, the epithelium of surface dust at the bottom of pile body hole forms a plinth; After extraordinary drilling rod proposes, put reinforcing bar and fluid concrete again from the stake hole.
5, the job practices of the described Rotatively-sprayed combined deposited pile with variable cross section of root a tree name claim 4, during construction when meeting underground water or hole wall slump position, need the low-pressure fuel injection cement paste, until the epithelium at this position or the upper end in stake hole, put reinforcing bar then, drop into rubble, form non-fine concrete, can fluid concrete for the remaining position in stake hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 98114443 CN1222612A (en) | 1998-11-10 | 1998-11-10 | Rotatively-sprayed combined deposited pile with variable cross section and its construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 98114443 CN1222612A (en) | 1998-11-10 | 1998-11-10 | Rotatively-sprayed combined deposited pile with variable cross section and its construction method |
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| Publication Number | Publication Date |
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| CN1222612A true CN1222612A (en) | 1999-07-14 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 98114443 Pending CN1222612A (en) | 1998-11-10 | 1998-11-10 | Rotatively-sprayed combined deposited pile with variable cross section and its construction method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101713188B (en) * | 2008-10-06 | 2013-04-03 | 吴保全 | Confined multi-branch bored pile and construction technique |
| CN107217665A (en) * | 2017-05-03 | 2017-09-29 | 民族建设集团有限公司 | A kind of anti-pulling for soft soil property pierces pilework and its construction method |
-
1998
- 1998-11-10 CN CN 98114443 patent/CN1222612A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101713188B (en) * | 2008-10-06 | 2013-04-03 | 吴保全 | Confined multi-branch bored pile and construction technique |
| CN107217665A (en) * | 2017-05-03 | 2017-09-29 | 民族建设集团有限公司 | A kind of anti-pulling for soft soil property pierces pilework and its construction method |
| CN107217665B (en) * | 2017-05-03 | 2019-12-24 | 民族建设集团有限公司 | Anti-pulling thorn pile structure for soft soil and construction method thereof |
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