CN1293291A - Construction method of large-diameter fully-sleeved filled pile - Google Patents
Construction method of large-diameter fully-sleeved filled pile Download PDFInfo
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- CN1293291A CN1293291A CN 99121943 CN99121943A CN1293291A CN 1293291 A CN1293291 A CN 1293291A CN 99121943 CN99121943 CN 99121943 CN 99121943 A CN99121943 A CN 99121943A CN 1293291 A CN1293291 A CN 1293291A
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Abstract
A construction technology for large-diameter fully-sleeved cast pile includes such steps as rotationally pressing sleeve tube into ground to designed depth, forming hole, tamping bottom filler to compact it for higher load-bearing capacity and tamping filler to enlarge the bottom for larger load-bearing area. Its advantages are easy control of construction procedure, high quality and high load-bearing increased by 40-300%.
Description
The present invention relates to a kind of construction method of large-diameter fully-sleeved filled pile, particularly relate to by ram the end make in the bearing course at pile end certain limit soil layer compacting compacted, expand the construction method of large-diameter fully-sleeved filled pile that filler forms enlarged footing by ramming to expand by ramming at the stake end.
Construction method of large-diameter fully-sleeved filled pile is a kind of filling pile construction technology of practical application, and it is to adopt the steel sleeve pipe to rotate repeatedly by joint to be pressed in the soil, by dashing the grab bucket soil taking hole forming.Run into the first-class obstruction of boulder, after available cross block stamp is smashed, grab soil with dashing again.Reach the bearing stratum of design at the stake hole depth after, descending reinforcing cage is built pile concrete again, and rises while building and to pull out sleeve pipe, up to finishing.Because hole wall is protected by steel sleeve in the whole formation of pile, needn't adopt mud off, thereby can avoid the weakening of mud off to bearing capacity, and pile side friction is not fully exerted.In addition, this job practices has that vibrations are little, noise is low, pollution-free and to advantages such as the influence of peripheral ground are little, and can carry out the artificial clear end, and construction quality is reliable and stable.But because stake is after a hole depth reaches the bearing stratum of design, descending reinforcing cage with that, the concreting pile body, cause the longitudinal load-bearing power of bearing stratum to fail on the basis of eigenvalue, to be further improved, need the quantity of stake many, running into soil property is not under the good situation, also must deepen the stake hole, up to reaching the bearing stratum that bearing capacity can adhere to specification, so just strengthened the construction cost of this type of castinplace pile.
The object of the present invention is to provide a kind of job practices of improved large-diameter fully-sleeved filled pile, thereby can improve the longitudinal load-bearing power of the longitudinal load-bearing power raising large diameter pile of bearing course at pile end by this job practices, on bearing stratum, form enlarged footing to increase stake end Area of bearing, further improve the longitudinal load-bearing power of large diameter pile, and work progress is easy to control, construction quality is reliable and stable.
The object of the present invention is achieved like this: a kind of construction method of large-diameter fully-sleeved filled pile, comprise that rotation is pressed into sleeve pipe and builds pile concrete towards grabbing pore-forming to projected depth and descending reinforcing cage, rise while building and to pull out sleeve pipe, until finishing, it is characterized in that being pressed into sleeve pipe towards grabbing pore-forming to projected depth in rotation, ram the bottom reason earlier, ram again to expand and handle, ram end process by ramming end filler ramming volume control, ram the expansion process and expand filler ramming volume and the dual control of amount of filler by ramming, pile body diameter d, stake end enlarged footing diameter D, expand the high h and the rammer end and determine at concrete geological conditions and designing requirement, ram the single amount of filler hi of rammer expansion filler in the expansion process and total amount of filler ∑ hi and satisfy relational expression with the single tamping energy that rams the expansion process:
Concrete grammar is as follows:
(1) inserts filler at the bottom of the high rammer of a fixed tube;
(2) hammer ram is impacted in lifting, to be not less than 6 meters fall at the bottom of ram the hole, rams out outside the pipe up to ramming end filler, writes down last three at this moment and hits ramming volume;
(3) repeat operation (1) and (2), to the last three hit ramming volume at every turn all less than till the 50mm;
(4) pour in the pipe the high harsh concrete of a fixed tube and ram and expand filler and sleeve pipe is promoted in rotation, sleeve pipe is promoted the height of height less than harsh concrete in the pipe, and should guarantee will ram when this stops ramming the expansion filler and ram out outside the pipe;
(5) hammer ram is impacted in lifting, to be not less than 6 meters fall at the bottom of ram the hole, up to clicking ramming volume less than 50mm;
(6) repetition operation (4) and (5), and measure pipe inner concrete height, expand height up to reaching design, and the concrete amount of fill is no less than the calculating consumption.
When practical application is of the present invention, to different geological conditionss and designing requirement, should carry out engineer testing in advance, determine that pile body diameter d, stake end enlarged footing diameter are effective counter bore diameter D, expand high h and ram the end and ram single tamping energy in the expansion process, according to formula:
Can calculate and ram single amount of filler hi and total amount of filler ∑ hi in the expansion process.What unit of expression amount of filler can directly use volume unit, also volume unit can be converted into the pipe height that comparison is directly perceived and be easy to control.Working procedure (1)-(3) step is the end process of ramming, and its major function is to carry out the bearing course at pile end solid reinforcement, and operation (4)-(6) step is the expansion process of ramming, and its major function is to form the enlarged footing with certain altitude and hole enlargement, increases stake end Area of bearing.Ram end process except self can improve the bearing capacity of bearing stratum, guaranteed that also rammer expansion process can control, ramming and ramming the expansion filler when expanding is not to sinking, but to expanding all around, sleeve pipe promotes height to ram the height that expands filler less than harsh concrete in the pipe, and will ram the expansion filler in the time of should guaranteeing to stop ramming rams out outside the pipe at every turn, the large-section in-situ concrete pile job practices has determined the stake hole wall to become circular hole, further guarantee to ram the expansion filler at every turn and rammed out the shape unanimity that the outer back of pipe is become, be approximately cydariform, each identical drum shaped body size of each formation that can make of amount of fill that expands filler of ramming is identical, therefore the global shape of tamper diffusion head was that can predict and definite after the rammer expansion finished, and was approximately cylinder.Running into the expansion of rammer below groundwater table construction, also must carry out the concrete back cover, guarantee to overlap infratubal port and be positioned at all the time below the pipe inner concrete face.
Calculating during design can be with reference to " technical code for building pile foundation " (JGJ94-94), and final design considerations must be as the criterion with field static test.The vertical ultimate bearing capacity of single pile standard value is calculated as follows:
Q
UK=Q
SK+Q
PK=u∑ψ
sikq
sikl
si+βψ
pQ
pkA
p
U--pile body girth in the formula;
l
Si--the thickness of stake side i layer soil;
A
p--the stake end area;
q
Sik--the limit collateral resistance standard value of stake side i layer soil, by doing operation drilled pile value;
q
Pk--the stake footpath is the extreme end resistance standard value of 800mm, by doing operation drilled pile value;
ψ
Sik, ψ
p--the resistance of large diameter pile side, end resistance dimensional effect coefficient;
β--compacting improves coefficient 1.4-2.0;
By formula as can be known: stake end area Ap and compacting improve the factor beta increase can improve the vertical ultimate bearing capacity of single pile standard value.End resistance also can be with reference to the related parameter that has of tube-sinking cast-in-situ pile (band precast pile tip), and at this moment the β value gets 1.0.
Suppose that enlarged footing is a cylinder, the enlarged footing size can be definite according to ramming expansion filler amount of fill,
D--stake end enlarged footing diameter in the formula;
The d--pile body diameter;
α--ram and fill out coefficient;
Hi--inserts at every turn and rams the pipe inner height that expands filler;
H--rams and expands the back height overall.
The present invention is after the stake hole depth reaches the design bearing stratum, increased at the bottom of the rammer and two processes of rammer expansion, insert the pipe end and adopt and impact hammer ram and carry out process at the bottom of the rammer that brute force rams ramming end filler, can make the soil layer compacting in the bearing course at pile end certain limit compacted, improve the bearing capacity of bearing course at pile end greatly; Expand filler is formed enlarged footing by rammer expansion filler on bearing stratum rammer expansion process by ramming, increased a stake end Area of bearing, can further improve the vertical bearing capacity of large diameter pile.Owing to increased process at the bottom of the rammer, make that ramming shape and the size that the expansion process forms enlarged footing can calculate and control, and can determine enlarged footing size calculation formula according to amount of fill with reference to what the present invention provided when specifically calculating.The rammer end and rammer expansion process are easy to control, and reliable construction quality is stable, and whole formation of pile has kept the advantage of general construction method of large-diameter fully-sleeved filled pile.The present invention compares with the pedestal pile constructing process that fetches earth that to have a bearing capacity increase rate big, saves advantages such as material; Compare with common compaction pile, the expanded diameter and the pile degree of depth all greatly improve, and its diameter can reach 800--1500mm, and the degree of depth can reach more than the 30m, bearing capacity of single pile can reach more than the 5000KN, can be used as large span, high load and to the comparatively responsive building of sedimentation and deformation and the pile foundation of structure.Owing to the raising of bearing capacity of single pile, just can reduce the quantity of stake, so the present invention can reduce the total cost of pile foundation engineering.
This worker method mainly is applicable to the ground that has good bearing course at pile end, and bearing stratum thickness is not less than 2.5m or 3 times of stake footpaths, and load should be taked special measure based on vertical pressure when soil layer is held in stake for the aquifer.Bearing course at pile end soil property difference, the amplitude that the bearing capacity raising of expansion processing back is rammed at the rammer end is also different, and the treatment effect of sand and silt is better than cohesive soil.Generally after ramming the expansion processing, bearing capacity of pile tip can improve 40%--100% than dried operation stake, can improve 200%--300% than mud off stake.
The present invention is described in further detail below in conjunction with accompanying drawing and specific embodiments.
Fig. 1 is that large-diameter fully-sleeved filled pile rams expansion end schematic diagram;
Fig. 2 is that mill stake machine dashes the native pore-forming schematic diagram of extracting;
Fig. 3 inserts to ram end filler schematic diagram;
Fig. 4 rams end filler schematic diagram to sleeve pipe;
Fig. 5 inserts harsh concrete ram to expand filler and rise and pull out the sleeve pipe schematic diagram;
Fig. 6 rams harsh concrete to ram the schematic diagram that expands filler and form enlarged footing on bearing stratum;
Fig. 7 transfers reinforcing cage rear pouring concrete pile schematic diagram;
Wherein, Fig. 2 to Fig. 7 is the schematic diagram step by step of expression construction method of large-diameter fully-sleeved filled pile.Among Fig. 1,1 is mill stake machine, and 2 is sleeve pipe, and 3 is hydraulic workstation, and 4 for impacting hammer ram, and 5 is crane, and 6 is tamper diffusion head; 7 for dashing grab bucket among Fig. 2.
Several embodiments of the present invention all are to determine pile body diameter d, stake end enlarged footing diameter D, expand high h and ram the end and ram the single tamping energy of expansion process at different geological conditionss and designing requirement, and according to formula:
Determine to ram the single amount of filler hi of rammer expansion filler in the expansion process and total amount of filler ∑ hi.The construction equipment of selecting is as follows: the rock type fully-sleeved filled pile machine of 1.MZ type hydraulic pressure (being called for short mill stake machine); 2. dash grab bucket; 3. impact hammer ram; 4. corollary equipment: two reel pedrail cranes (more than the 15t) etc., the technical data of selected construction equipment depend primarily on become the diameter of fully-sleeved filled pile.
Embodiment 1
The stake footpath is in the scope of 800-1000mm, and the model of mill stake machine 1 is MZ-1 (800/1000), and concrete technical data is as follows:
1. jaw switches (mm): φ 800-φ 1000,
2. jaw height (mm): 450
3. pressure pipe stroke (mm): 550
4. grind stake angle (degree): 27 °
5. grind stake thrust (KN): 1080 (two cylinders are made a concerted effort)
6. lift cylinder (KN): 1180
7. dash grab bucket 7 (KN): 20-25
8. block stamp 4 (KN): 40-60
9. grind stake machine 1 size (M): 4.7 * 2.2 * 1.5
10. deadweight (KN): 140
At first utilize 1 rotation of mill stake machine to be pressed into sleeve pipe 2 towards grabbing pore-forming to projected depth, afterwards by following program construction:
(1) inserting Guan Gaowei 400mm, particle diameter is that the rubble of 40-80mm rams end filler;
(2) hammer ram 4 is impacted in lifting, with 6 meters fall at the bottom of ram the hole, rams out outside the sleeve pipe 2 up to ramming end filler, writes down last three at this moment and hits ramming volume;
(3) repeat operation (1) and (2), to the last three hit ramming volume at every turn all less than till the 50mm;
(4) pouring in the pipe harsh concrete C25, ram to expand filler 400mm pipe high, rotation promote sleeve pipe 2 be 200mm highly;
(5) hammer ram 4 is impacted in lifting, and with 6 meters fall at the bottom of ram the hole, up to clicking ramming volume less than 50mm, harsh concrete rammed and expanded filler and rammed out outside the pipe this moment;
(6) repetition operation (4) and (5), and measure pipe inner concrete height, expand height up to reaching design, and the concrete amount of fill is no less than the calculating consumption.
At last, descending reinforcing cage is built pile concrete, rises while building and pulls out sleeve pipe 2, up to finishing.
Embodiment 2
The stake footpath is in the scope of 1000-1200mm, and mill stake machine 1 model is MZ-2 (1000/1200), and concrete technical data is as follows:
1. jaw switches (mm): φ 1000-φ 1200
2. jaw height (mm): 550
3. pressure pipe stroke (mm): 650
4. grind stake angle (degree): 27 °
5. grind stake thrust (KN): 1280 (two cylinders are made a concerted effort)
6. lift cylinder (KN): 1380
7. dash grab bucket 7 (KN): 25-35
8. block stamp 4 (KN): 60-80
9. grind stake machine 1 size (M): 5.5 * 2.5 * 1.54
10. deadweight (KN): 180
At first utilize 1 rotation of mill stake machine to be pressed into sleeve pipe 2 towards grabbing pore-forming to projected depth, afterwards by following program construction:
(1) inserting Guan Gaowei 300mm, particle diameter is that the rubble of 40-80mm rams end filler;
(2) hammer ram 4 is impacted in lifting, with 6 meters fall at the bottom of ram the hole, rams out outside the sleeve pipe 2 up to ramming end filler, writes down last three at this moment and hits ramming volume;
(3) repeat operation (1) and (2), to the last three hit ramming volume at every turn all less than till the 50mm;
(4) pouring in the pipe harsh concrete, ram to expand filler 400mm pipe high, rotation promote sleeve pipe 2 be 200mm highly;
(5) hammer ram 4 is impacted in lifting, and with 6 meters fall at the bottom of ram the hole, up to clicking ramming volume less than 50mm, this moment, harsh concrete was rammed out outside the pipe;
(6) repetition operation (4) and (5), and measure pipe inner concrete height, expand height up to reaching design, and the concrete amount of fill is no less than the calculating consumption.
At last, descending reinforcing cage is built pile concrete, rises while building and pulls out sleeve pipe 2, up to finishing.
Embodiment 3
The stake footpath is in the scope of 1200-1500mm, and the model of mill stake machine 1 is MZ-3 (1200/1500), and concrete technical data is as follows:
1. jaw switches (mm): φ 1200-φ 1500
2. jaw height (mm): 550
3. pressure pipe stroke (mm): 600
4. grind stake angle (degree): 25 °
5. grind stake thrust (KN): 1680 (two cylinders are made a concerted effort)
6. lift cylinder (KN): 2000
7. dash grab bucket 7 (KN): 35-50
8. block stamp 4 (KN): 80-100
9. grind stake machine 1 size (M): 6.0 * 2.8 * 1.6
10. deadweight (KN): 200
At first utilize 1 rotation of mill stake machine to be pressed into sleeve pipe 2 towards grabbing pore-forming to projected depth, afterwards by following program construction:
(1) inserting Guan Gaowei 300mm, particle diameter is that the rubble of 40-80mm rams end filler;
(2) hammer ram 4 is impacted in lifting, with 6 meters fall at the bottom of ram the hole, rams out outside the sleeve pipe 2 up to ramming end filler, writes down last three at this moment and hits ramming volume;
(3) repeat operation (1) and (2), to the last three hit ramming volume at every turn all less than till the 50mm;
(4) pouring in the pipe harsh concrete, ram to expand filler 400mm pipe high, rotation promote sleeve pipe 2 be 200mm highly;
(5) hammer ram 4 is impacted in lifting, and with 7 meters fall at the bottom of ram the hole, up to clicking ramming volume less than 50mm, this moment, harsh concrete was rammed out outside the pipe;
(6) repetition operation (4) and (5), and measure pipe inner concrete height, expand height up to reaching design, and the concrete amount of fill is no less than the calculating consumption.
At last, descending reinforcing cage is built pile concrete, rises while building and pulls out sleeve pipe 2, up to finishing.
Embodiment 4
The stake footpath is in the scope of 800-1000mm, and the model of mill stake machine 1 is MZ-1 (800/1000), and concrete technical data is as follows:
1. jaw switches (mm): φ 800-φ 1000
2. jaw height (mm): 450
3. pressure pipe stroke (mm): 550
4. grind stake angle (degree): 27 °
5. grind stake thrust (KN): 1080 (two cylinders are made a concerted effort)
6. lift cylinder (KN): 1180
7. dash grab bucket 7 (KN): 20-25
8. block stamp 4 (KN): 40-60
9. grind stake machine 1 size (M): 4.7 * 2.2 * 1.5
10. deadweight (KN): 140
At first utilize 1 rotation of mill stake machine to be pressed into sleeve pipe 2 towards grabbing pore-forming to projected depth, afterwards by following program construction:
(1) inserts the rubble rammer end filler that Guan Gaowei 400mm adds cement;
(2) hammer ram 4 is impacted in lifting, with 7 meters fall at the bottom of ram the hole, rams out outside the sleeve pipe 2 up to ramming end filler, writes down last three at this moment and hits ramming volume;
(3) repeat operation (1) and (2), to the last three hit ramming volume at every turn all less than till the 50mm;
(4) pouring in the pipe harsh concrete, ram to expand filler 400mm pipe high, rotation promote sleeve pipe 2 be 200mm highly;
(5) hammer ram 4 is impacted in lifting, and with 7 meters fall at the bottom of ram the hole, up to clicking ramming volume less than 50mm, this moment, harsh concrete was rammed out outside the pipe;
(6) repetition operation (4) and (5), and measure pipe inner concrete height, expand height up to reaching design, and the concrete amount of fill is no less than the calculating consumption.
At last, descending reinforcing cage is built pile concrete, rises while building and pulls out sleeve pipe 2, up to finishing.
Claims (3)
1. construction method of large-diameter fully-sleeved filled pile, comprise that rotation is pressed into sleeve pipe and builds pile concrete towards grabbing pore-forming to projected depth and descending reinforcing cage, rise while building and to pull out sleeve pipe, until finishing, it is characterized in that being pressed into a complete set of Guan Chong in rotation grabs pore-forming to projected depth, ram the bottom reason earlier, ram again to expand and handle, ram end process by ramming end filler ramming volume control, ram the expansion process and expand filler ramming volume and the dual control of amount of filler by ramming, pile body diameter d, stake end enlarged footing diameter D, expand the high h and the rammer end and determine at concrete geological conditions and designing requirement, ram the single amount of filler hi of rammer expansion filler in the expansion process and total amount of filler ∑ hi and satisfy relational expression with the single tamping energy that rams in the expansion process:
Concrete grammar is as follows:
(1) inserts filler at the bottom of the high rammer of a fixed tube;
(2) hammer ram is impacted in lifting, to be not less than 6 meters fall at the bottom of ram the hole, rams out outside the pipe up to ramming end filler, writes down last three at this moment and hits ramming volume;
(3) repeat operation (1) and (2), to the last three hit ramming volume at every turn all less than till the 50mm;
(4) pour in the pipe the high harsh concrete of a fixed tube and ram and expand filler and sleeve pipe is promoted in rotation, sleeve pipe is promoted the height of height less than harsh concrete in the pipe, and should guarantee will ram when this stops ramming the expansion filler and ram out outside the pipe;
(5) hammer ram is impacted in lifting, to be not less than 6 meters fall at the bottom of ram the hole, up to clicking ramming volume less than 50mm;
(6) repetition operation (4) and (5), and measure pipe inner concrete height, expand height up to reaching design, and the concrete amount of fill is no less than the calculating consumption.
2. construction method of large-diameter fully-sleeved filled pile according to claim 1 is characterized in that filler is rubble or the rubble that adds harsh concrete at the bottom of the rammer that operation (1) inserts.
3. construction method of large-diameter fully-sleeved filled pile according to claim 1 and 2, the amount of fill that it is characterized in that ramming each rammer expansion filler in the expansion process is identical.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB991219430A CN1148493C (en) | 1999-10-18 | 1999-10-18 | Construction method of large-diameter fully-sleeved filled pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB991219430A CN1148493C (en) | 1999-10-18 | 1999-10-18 | Construction method of large-diameter fully-sleeved filled pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1293291A true CN1293291A (en) | 2001-05-02 |
| CN1148493C CN1148493C (en) | 2004-05-05 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB991219430A Expired - Fee Related CN1148493C (en) | 1999-10-18 | 1999-10-18 | Construction method of large-diameter fully-sleeved filled pile |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100381645C (en) * | 2003-11-21 | 2008-04-16 | 王继忠 | Constructure method of concrete pile |
| CN101982614A (en) * | 2010-10-11 | 2011-03-02 | 昆明捷程桩工有限责任公司 | Method for drilling rocks into pile by utilizing all casing drill |
| CN102268877A (en) * | 2011-06-21 | 2011-12-07 | 刘清洁 | Construction method for great-depth or large-diameter mechanical expanding caisson pile |
| CN102400461A (en) * | 2010-09-17 | 2012-04-04 | 张卫国 | Static pressure immersed tube free drop hammer concrete expanded bore pile tamping process |
| CN105239564A (en) * | 2015-10-28 | 2016-01-13 | 上海十三冶建设有限公司 | Construction method of cast-in-place pile with combination of full-sleeve and mud protecting wall |
| CN108049401A (en) * | 2018-01-26 | 2018-05-18 | 刘淼 | A kind of screw thread rammed bulb pile and its construction method |
| CN108532590A (en) * | 2018-03-02 | 2018-09-14 | 毕建宏 | The construction method and apparatus of caisson |
-
1999
- 1999-10-18 CN CNB991219430A patent/CN1148493C/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100381645C (en) * | 2003-11-21 | 2008-04-16 | 王继忠 | Constructure method of concrete pile |
| CN102400461A (en) * | 2010-09-17 | 2012-04-04 | 张卫国 | Static pressure immersed tube free drop hammer concrete expanded bore pile tamping process |
| CN101982614A (en) * | 2010-10-11 | 2011-03-02 | 昆明捷程桩工有限责任公司 | Method for drilling rocks into pile by utilizing all casing drill |
| CN102268877A (en) * | 2011-06-21 | 2011-12-07 | 刘清洁 | Construction method for great-depth or large-diameter mechanical expanding caisson pile |
| CN105239564A (en) * | 2015-10-28 | 2016-01-13 | 上海十三冶建设有限公司 | Construction method of cast-in-place pile with combination of full-sleeve and mud protecting wall |
| CN108049401A (en) * | 2018-01-26 | 2018-05-18 | 刘淼 | A kind of screw thread rammed bulb pile and its construction method |
| CN108532590A (en) * | 2018-03-02 | 2018-09-14 | 毕建宏 | The construction method and apparatus of caisson |
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| Publication number | Publication date |
|---|---|
| CN1148493C (en) | 2004-05-05 |
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