CN103266600A - Occlusion pile of full reinforcement pile and construction method thereof - Google Patents
Occlusion pile of full reinforcement pile and construction method thereof Download PDFInfo
- Publication number
- CN103266600A CN103266600A CN2013101840242A CN201310184024A CN103266600A CN 103266600 A CN103266600 A CN 103266600A CN 2013101840242 A CN2013101840242 A CN 2013101840242A CN 201310184024 A CN201310184024 A CN 201310184024A CN 103266600 A CN103266600 A CN 103266600A
- Authority
- CN
- China
- Prior art keywords
- stake
- concrete
- reinforcing cage
- pile
- construction
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims abstract description 55
- 230000002787 reinforcement Effects 0.000 title claims abstract description 16
- 239000004567 concrete Substances 0.000 claims abstract description 94
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 21
- 239000010959 steel Substances 0.000 claims abstract description 21
- 229920000915 polyvinyl chloride Polymers 0.000 claims abstract description 12
- 239000002689 soil Substances 0.000 claims abstract description 11
- 230000003014 reinforcing Effects 0.000 claims description 106
- 238000009412 basement excavation Methods 0.000 claims description 11
- 239000011150 reinforced concrete Substances 0.000 claims description 7
- 238000003825 pressing Methods 0.000 claims description 5
- 238000004166 bioassay Methods 0.000 claims description 4
- 239000000463 materials Substances 0.000 claims description 4
- 239000011901 water Substances 0.000 claims description 4
- 238000004364 calculation methods Methods 0.000 claims description 3
- 238000009415 formwork Methods 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 230000005012 migration Effects 0.000 claims description 3
- 238000002360 preparation methods Methods 0.000 claims description 3
- 238000004080 punching Methods 0.000 claims description 3
- 230000011218 segmentation Effects 0.000 claims description 3
- 238000003860 storage Methods 0.000 claims description 3
- 239000002023 wood Substances 0.000 claims description 3
- 239000004800 polyvinyl chloride Substances 0.000 abstract description 3
- 238000009435 building construction Methods 0.000 abstract description 2
- 238000000034 method Methods 0.000 abstract description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances data:image/svg+xml;base64,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 data:image/svg+xml;base64,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 O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract 2
- 238000005553 drilling Methods 0.000 abstract 1
- 238000001764 infiltration Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 230000000875 corresponding Effects 0.000 description 2
- 238000005516 engineering processes Methods 0.000 description 2
- 230000002035 prolonged Effects 0.000 description 2
- 238000005520 cutting process Methods 0.000 description 1
- 238000010586 diagrams Methods 0.000 description 1
- 238000006073 displacement reactions Methods 0.000 description 1
- 239000002699 waste materials Substances 0.000 description 1
Abstract
An occlusion pile of a full reinforcement pile and a construction method thereof belong to the technical field of building construction. The occlusion pile formed by square reinforcement cage concrete piles and a circular reinforcement cage concrete pile which are connected in an occlusion mode and arranged at intervals is obtained through processes of construction of a guide wall, in-place of a drilling machine, down-pushing of a sleeve, soil taking and hole forming, construction of a first square reinforcement cage concrete pile, hanging of a square reinforcement cage, pouring of concrete, construction of a second square reinforcement cage concrete pile, construction of a first circular reinforcement cage concrete pile and the like. Under the condition that pile gaps are not changed, the square reinforcement cage is added in a plain pile, and polyvinyl chloride (PVC) pipes are fixed on two sides of the square reinforcement cage. A part of PVC pipes are cut off during construction of the circular reinforcement cage concrete pile, water seepage paths among piles are extended, and water seepage probability is reduced. The circular reinforcement cage concrete pile and the square reinforcement cage concrete piles resist the pressure of active soil outside a pit together after a foundation pit is excavated, steel content of a whole occlusion pile enclosure system is increased, and higher enclosure rigidity is obtained.
Description
Technical field
The invention belongs to technical field of building construction, be specifically related to a kind of interlock stake and job practices thereof of full Steel-bar Pile.
Background technology
Tradition interlock stake has adopted the form of a steel one element to construct, but for some to the more sensitive position of surrounding enviroment deformation ratio, near subway or very near shallow foundation building, to the settlement request height of periphery, so the rigidity requirement of fender body is higher, traditional interlock stake has only Steel-bar Pile to bear active earth pressure, the effect of water-stop curtain is just played in plain stake, can not bear pressure, under the bigger situation of the spacing of Steel-bar Pile, bigger to the foundation pit deformation influence; But less Steel-bar Pile spacing will cause plain stake cutting too much, the waste concrete.
Summary of the invention
At the above-mentioned problems in the prior art, the object of the present invention is to provide a kind of interlock stake and job practices thereof of full Steel-bar Pile, it is under the situation that does not change pile spacing, in plain stake, added reinforcing cage, make Steel-bar Pile and original plain stake can resist the initiatively pressure of soil together, increase whole steel content of going along with sb. to guard him system, thereby obtain the bigger rigidity of going along with sb. to guard him.
The interlock stake of described a kind of full Steel-bar Pile, it is characterized in that comprising the one group of stake of square reinforcing cage concrete and circular reinforced concrete pile that is connected at interval successively, the stake of described square reinforcing cage concrete is formed by square reinforcing cage and the cast of conventional concrete, and described circular reinforced concrete pile is formed by circular reinforcing cage and the cast of conventional concrete.
The interlock stake of described a kind of full Steel-bar Pile is characterized in that the both sides, long limit of square reinforcing cage fixedly install the pvc pipe that diameter is 250mm respectively.
The job practices of the interlock stake of described a kind of full Steel-bar Pile is characterized in that comprising the steps:
1) preparation of construction and stake position measure unwrapping wire need arrange the interlock stake around, unwrapping wire according to the position of interlock stake, is measured to the stake position again in the site clearing, determines a stake hole circle heart position;
2) construction of leading wall prevented that the aperture from caving in before carrying out bored pile, guaranteed the smooth operation of all casing drill, and the interlock amount between control stake position positioning accuracy and assurance design stake and the stake, arranged according to the unwrapping wire position and led wall;
3) rig is in place according to pre-determined stake hole circle heart position, 4 footings of full circle swinging rig are aimed at the location, and the height of 4 footings of adjustment full circle swinging rig, adjust the level gauge that footing observes full circle swinging rig fuselage carry simultaneously, be as the criterion to reach standard of fuselage, after rig is in place, with center, sleeve pipe centrally aligned stake position, make around the sleeve pipe and locating hole between the space keep evenly; Adopt verticality detector to measure the sleeve pipe verticality then.
4) press down sleeve pipe, soil taking hole forming, construct and press down successively in order when first square reinforcing cage concrete stake presses down sleeve pipe, earlier the first segment sleeve pipe is hung in the full circle swinging rig anchor ear of step 3), the align piles heart, proofread and correct verticality with full circle swinging rig autogamy instrument and monitoring instrument, reach 3 ‰ after interior the first segment sleeve pipe is pressed in the soil in the sleeve pipe verticality, use towards grab bucket then and in this sleeve pipe, fetch earth, repeat this operation repeatedly, until the first segment sleeve pipe press down put in place after, the second joint sleeve pipe is installed again, dash grab bucket and fetch earth, and so forth, till reaching the design stake end;
5) hang square reinforcing cage and hang square reinforcing cage after the assay was approved at the pore-forming that step 4) obtains, the long limit of square reinforcing cage is with to lead wall vertical, and broadside is with to lead wall parallel;
6) concrete perfusion is poured concrete in the aggregate bin into earlier, hangs the aperture with loop wheel machine then, pours in the storage bin(hopper) on conduit top, in the time of concrete perfusion, tube drawing remains conduit and is lower than more than the concrete surface 2.5m on one side, and so forth until concrete being irritated to stake top mark height;
7) second square reinforcing cage concrete stake repeating step 4 of construction)-6), second square reinforcing cage concrete of construction stake;
8) construct first circular reinforcing cage concrete stake between first square reinforcing cage concrete stake and the stake of second square reinforcing cage concrete, repeating step 4)-6), in construction sequence 5) time, circular reinforcing cage is replaced square reinforcing cage, carry out first circular reinforcing cage concrete pile driving construction;
9) repeating step 7) the 3rd square reinforcing cage concrete stake of construction;
10) repeating step 8) second circular reinforcing cage concrete of construction stake between the stake of second square reinforcing cage concrete and the 3rd square reinforcing cage concrete stake;
11) repeat above-mentioned steps successively, finish to the interlock pile driving construction.
The job practices of the interlock stake of described a kind of full Steel-bar Pile is characterized in that step 2) describedly lead wall construction and comprise the steps:
1) smooth site clearing face of land foreign material, the underground utilities migration is filled and led up then and is rolled, to guarantee to have enough bearing capacities;
2) the coordinate Calculation campshed centre coordinate that provides according to design drawing of measuring stake position adopts total powerstation to carry out setting-out on the spot according to ground control point, and carries out fender pile, as the control center line of leading the wall construction;
3) lead the wall channel excavation and after the setting-out of stake position meets the requirements, namely carry out channel excavation, immediately center line is introduced under the groove behind the excavation, with control bed die and template construction, guarantee to lead the correct of center line of wall;
4) template construction adopts the whole wooden model of self-control or punching block segmentation splicing, leading wall reservation locating hole template diameter is that casing diameter enlarges 2cm, formwork reinforcement adopts the wood support to support with steel pipe and combines, support interval is generally less than or equals 1m, guarantee to reinforce firmly, be strictly on guard against the race mould, and guarantee the accurate of axis and headroom;
5) the wall reinforcing bar was led in colligation after the reinforcing bar binding template fixedly finished, and reinforcing bar is arranged by designing requirement, and need be up to the standards;
6) after the verticality of concreting inspection template and center line and clear distance meet the requirements, carry out concreting, the both sides symmetry hockets during concreting, is strictly on guard against the race mould;
7) form removal, check when leading after wall has enough intensity, stripping positions the stake hole and to check, and the stake position is numbered, so that follow-up construction needs.
The job practices of the interlock stake of described a kind of full Steel-bar Pile, it is auxiliary in place to it is characterized in that the described full circle swinging rig of step 3) bottom arranges fixing steel plate, method of operating is: determine stake hole circle heart position, with the center of circle of fixing steel plate aim at lead wall stake hole circle heart position of sound production fixing after, it is spacing 4 footings of rig to be aimed on the fixing steel plates footing again, with loop wheel machine hang onto namely finish on the steel plate in place.
The job practices of the interlock stake of described a kind of full Steel-bar Pile, it is characterized in that step 4) pressing down sleeve pipe, to press down one stroke be 0.5-0.8m, all will carry out squareness measurement when preceding two sleeve pipes press down, press down put in place after, sleeve pipe withstands on reserves the 0.8-1.0m height on the fuselage, in order to take over.
The job practices of the interlock stake of described a kind of full Steel-bar Pile is characterized in that the both sides, long limit of the described square reinforcing cage of step 5) fixedly install the pvc pipe that diameter is 250mm respectively.
The job practices of the interlock stake of described a kind of full Steel-bar Pile when it is characterized in that step 6) begins to pour into, pours into 2-3m earlier
3Concrete promotes 20-30cm with sleeve pipe, guarantees that reinforcing cage supreme appearing in one's mind resembles.
The job practices of the interlock stake of described a kind of full Steel-bar Pile when it is characterized in that the step 6) concrete perfusion, when in the hole water being arranged, adopts the perfusion of underwater concrete method; The anhydrous dry hole that then adopts pours in the hole.
By adopting above-mentioned technology, compared with prior art, beneficial effect of the present invention is as follows:
1) the present invention is under the situation that does not change pile spacing, in plain stake, added square reinforcing cage, make the stake of circular reinforcing cage concrete and the stake of square reinforcing cage concrete resist the initiatively pressure of soil together, improve the steel content that system is gone along with sb. to guard him in whole interlock stake, thereby obtain the bigger rigidity of going along with sb. to guard him;
2) the present invention adopts fixing steel plate auxiliary in place under the full circle swinging rig, has improved full circle swinging rig accuracy in place, and is time saving and energy saving, improves rig efficient in place, saves the single pile pile time;
3) direction of wall is vertically led on the long limit of square reinforcing cage of the present invention, consider the loading characteristic of square reinforcing cage, the present invention is the pvc pipe of 250mm at the both sides of square reinforcing cage fixed diameter, the fixing position of reinforcing cage not only, but also saved concrete in the area that repeats to construct, and when circular reinforcing cage concrete pile driving construction, cut away a part of pvc pipe, and between stake and stake, prolonged the infiltration path, reduced the infiltration probability;
4) the present invention adopts full circle swinging equipment, comprise that device for revolving and driving, steel sleeve, hydraulic pressure dash grab bucket and 100 tons of crawler cranes match, earlier with sleeve pipe pressure pile position, adopt then to dash to grab the soil in the sleeve pipe is taken out, lay reinforcing cage and concrete perfusion then, obtain the interlock stake, easy to operate;
5) job practices of the present invention is simple, increase square reinforcing cage in original plain stake, the interlock stake that obtains is under the situation that does not change pile spacing, in plain stake, also added square reinforcing cage, make the active earth pressure after excavation of foundation pit is born in the stake of circular reinforcing cage concrete and the stake of square reinforcing cage concrete jointly, thereby obtain the bigger rigidity of going along with sb. to guard him.
Description of drawings
Fig. 1 is structural representation of the present invention;
Fig. 2 is the wall construction schematic diagram of leading of the present invention.
Among the figure: the 1-PVC pipe, the square reinforcing cage of 2-, first square reinforcing cage concrete stake of 3-, first circular reinforcing cage concrete stake of 4-, the circular reinforcing cage of 5-, 6-leads wall, the stake of second square reinforcing cage concrete of 7-.
The specific embodiment
Below the invention will be further described, but protection scope of the present invention is not limited in this:
Shown in Fig. 1-2, the interlock stake of a kind of full Steel-bar Pile of the present invention, comprise the one group of stake of square reinforcing cage concrete and circular reinforced concrete pile that is connected at interval successively, the stake of described square reinforcing cage concrete is formed by square reinforcing cage 2 and the cast of conventional concrete, described circular reinforced concrete pile is formed by circular reinforcing cage 5 and the cast of conventional concrete, in order to improve square reinforcing cage firmness, the present invention fixedly installs the pvc pipe that diameter is 250mm respectively in the both sides, long limit of square reinforcing cage, and the job practices of this interlock stake is as follows:
1) preparation of construction and stake position measure unwrapping wire need arrange the interlock stake around, unwrapping wire according to the position of interlock stake, is measured to the stake position again in the site clearing, determines a stake hole circle heart position;
2) lead the construction of wall 6 for the construction of complete set pipe interlock stake, before carrying out bored pile, have one very critical step be exactly to lead the construction of wall, lead the correctly plan-position of keyhole of wall, support facility weight, prevent that the aperture from caving in, guarantee the smooth operation of all casing drill and the interlock amount between assurance stake and the stake, therefore successfully finishing the construction of leading wall is the key of guaranteeing that follow-up work is carried out smoothly.Lead wall and generally adopt Reinforced Concrete Materials, its construction sequence is as follows:
The smooth site clearing of a face of land foreign material, the underground utilities migration is filled and led up then and is rolled, to guarantee that enough bearing capacities are arranged, generally need be more than 100Kpa;
(can carry out the outer of certain size to stake position center line according to different requirements puts the coordinate Calculation campshed centre coordinate that b measuring stake position provides according to design drawing, the structure headroom that causes to intrinsic displacement under the lateral earth pressure effect outside during with the deviation of offsetting self verticality and excavation of foundation pit changes), adopt total powerstation to carry out setting-out on the spot according to ground control point, and carry out fender pile, as the control center line of leading the wall construction;
C leads the wall channel excavation and namely carry out channel excavation after the setting-out of stake position meets the requirements, and immediately center line is introduced under the groove behind the excavation, with control bed die and template construction, guarantees to lead the correct of center line of wall;
D template construction template adopts the whole wooden model of self-control or punching block segmentation splicing, leading wall reservation locating hole template diameter is that casing diameter enlarges 2cm, formwork reinforcement adopts the wood support to support with steel pipe and combines, support interval generally is not more than 1m, guarantee to reinforce firmly, be strictly on guard against the race mould, and guarantee the accurate of axis and headroom;
The wall reinforcing bar was led in colligation after e reinforcing bar binding template fixedly finished, and reinforcing bar is arranged by designing requirement, through carrying out next process after the assay was approved;
Whether the verticality of palpus inspection template and center line and clear distance meet the requirements before the f concreting concreting, meet the demands and can build.The both sides symmetry hockets during concreting, is strictly on guard against the race mould.The employing poker vibrator that vibrates, the spacing of vibrating is about 600mm, prevents the inequality of vibrating, and also will prevent from simultaneously crossing at a place shaking and walking the mould phenomenon.As run mould, and must stop immediately building, can continue to water to smash after reinforcing and be corrected to designing requirement again;
The g form removal, check when leading after wall has enough intensity, stripping positions the stake hole and to check.And the stake position is numbered, so that follow-up construction needs;
3) rig is in place adopts fixing steel plate auxiliary in place because the full circle swinging rig from focusing on about 50 tons, is wasted time and energy so rig is accurately in place very much for this reason, to improve rig efficient in place, saves the single pile pile time.Determine in advance a stake hole circle heart position, with the center of circle of fixing steel plate aim at lead wall stake hole circle heart position of sound production fixing after, it is spacing 4 footings of rig to be aimed on the fixing steel plates footing again, with loop wheel machine hang onto namely finish on the steel plate in place.4 footings of rig can independently be adjusted height, adjust footing and observe fuselage carry level gauge simultaneously, to reach standard of fuselage, guarantee that sleeve pipe can vertical depression.After rig is in place, with center, sleeve pipe centrally aligned stake position, make around the sleeve pipe and locating hole between the space keep evenly; Adopt verticality detector to measure the sleeve pipe verticality then.
4) press down sleeve pipe, soil taking hole forming, construct and press down successively in order when first square reinforcing cage concrete stake 3 presses down sleeve pipe, earlier the first segment sleeve pipe is hung in the full circle swinging rig anchor ear of step 3), the align piles heart, proofread and correct verticality with full circle swinging rig autogamy instrument and monitoring instrument, reach 3 ‰ after interior the first segment sleeve pipe is pressed in the soil in the sleeve pipe verticality, use towards grab bucket then and in this sleeve pipe, fetch earth, repeat this operation repeatedly, until the first segment sleeve pipe press down put in place after, the second joint sleeve pipe is installed again, dash grab bucket and fetch earth, and so forth, till reaching the design stake end; Sleeve pipe presses down one stroke and is generally 0.5-0.8m, when pressing down, preceding two sleeve pipes all to carry out squareness measurement, reach in 3 ‰ in verticality, to satisfy required precision, press down put in place after, general sleeve pipe withstands on reserves the 0.8-1.0m height on the fuselage, the length of described sleeve pipe is 6m, according to the height in actual stake hole, the sleeve pipe that inserts corresponding radical gets final product;
5) hang square reinforcing cage 2 and hang square reinforcing cage after the assay was approved at the pore-forming that step 4) obtains, the long limit of square reinforcing cage 2 is with to lead wall vertical, broadside is with to lead wall parallel, must guarantee the reinforcing cage absolute altitude, the position, angle, direction correct, owing to consider the loading characteristic of square reinforcing cage 2, the direction that the long limit of square reinforcing cage 2 should vertically be gone along with sb. to guard him, all are with respect to the stake of circular reinforcing cage concrete, when laying, the stake of square reinforcing cage concrete need consider direction, it is the pvc pipe 1 of 250mm that the present invention adopts at the both sides of square reinforcing cage fixed diameter, the fixing position of reinforcing cage not only, but also saved concrete in the area that repeats to construct, construction by the stake of circular reinforcing cage concrete cuts away a part of pvc pipe 1, has prolonged the infiltration path between stake and stake, has reduced the infiltration probability;
6) concrete perfusion is poured concrete in the aggregate bin into earlier, hangs the aperture with loop wheel machine then, pours in the storage bin(hopper) on conduit top, in the time of concrete perfusion, tube drawing remains conduit and is lower than more than the concrete surface 2.5m on one side, and so forth until concrete being irritated to stake top mark height; When in the hole water being arranged, adopt the perfusion of underwater concrete method; Pour into as the anhydrous dry hole that then can adopt in the hole, when beginning to pour into, should pour into 2-3m earlier
3Concrete promotes 20-30cm with sleeve pipe, and whether reinforcing cage has come-up or mechanically whether pull out force is difficult to observe; Must stop perfusion immediately if any problem, take to pour into behind the corresponding measure;
7) second square reinforcing cage concrete of construction stake, 7 repeating steps 4)-6), second square reinforcing cage concrete of construction stake 7;
8) construct first circular reinforcing cage concrete stake 4 between first square reinforcing cage concrete stake 3 and second square reinforcing cage concrete stake 7, repeating step 4)-6), in construction sequence 5) time, circular reinforcing cage 5 is replaced square reinforcing cage 2, carry out first circular reinforcing cage concrete stake 4 constructions, during construction in the concrete initial set of these two stakes but not final set can simplify the operation like this, the concrete that can prevent not initial set again passes through the pipe underflow in pipe, thus the destruction that causes plain stake;
9) repeating step 7) the 3rd square reinforcing cage concrete stake of construction;
10) repeating step 8) second circular reinforcing cage concrete of construction stake between the stake of second square reinforcing cage concrete and the 3rd square reinforcing cage concrete stake;
11) repeat above-mentioned steps successively, finish to the interlock pile driving construction.
Claims (9)
1. the interlock stake of a full Steel-bar Pile, it is characterized in that comprising the one group of stake of square reinforcing cage concrete and circular reinforced concrete pile that is connected at interval successively, the stake of described square reinforcing cage concrete is formed by square reinforcing cage (2) and the cast of conventional concrete, and described circular reinforced concrete pile is formed by circular reinforcing cage (5) and the cast of conventional concrete.
2. the interlock stake of a kind of full Steel-bar Pile according to claim 1 is characterized in that the both sides, long limit of square reinforcing cage fixedly install the pvc pipe that diameter is 250mm (1) respectively.
3. the job practices of the interlock stake of a full Steel-bar Pile is characterized in that comprising the steps:
1) preparation of construction and stake position measure unwrapping wire need arrange the interlock stake around, unwrapping wire according to the position of interlock stake, is measured to the stake position again in the site clearing, determines a stake hole circle heart position;
2) construction of leading wall prevented that the aperture from caving in before carrying out bored pile, guaranteed the smooth operation of all casing drill, and the interlock amount between control stake position positioning accuracy and assurance design stake and the stake, arranged according to the unwrapping wire position and led wall (6);
3) rig is in place according to pre-determined stake hole circle heart position, 4 footings of full circle swinging rig are aimed at the location, and the height of 4 footings of adjustment full circle swinging rig, adjust the level gauge that footing observes full circle swinging rig fuselage carry simultaneously, be as the criterion to reach standard of fuselage, after rig is in place, with center, sleeve pipe centrally aligned stake position, make around the sleeve pipe and locating hole between the space keep evenly; Adopt verticality detector to measure the sleeve pipe verticality then;
4) press down sleeve pipe, soil taking hole forming, first square reinforcing cage concrete stake (3) of constructing presses down when pressing down sleeve pipe in order successively, earlier the first segment sleeve pipe is hung in the full circle swinging rig anchor ear of step 3), the align piles heart, proofread and correct verticality with full circle swinging rig autogamy instrument and monitoring instrument, reach 3 ‰ after interior the first segment sleeve pipe is pressed in the soil in the sleeve pipe verticality, use towards grab bucket then and in this sleeve pipe, fetch earth, repeat this operation repeatedly, until the first segment sleeve pipe press down put in place after, the second joint sleeve pipe is installed again, dash grab bucket and fetch earth, and so forth, till reaching the design stake end;
5) hang the pore-forming that square reinforcing cage obtains in step 4) and hang square reinforcing cage (2) after the assay was approved, the long limit of square reinforcing cage (2) is with to lead wall (6) vertical, and broadside is with to lead wall parallel;
6) concrete perfusion is poured concrete in the aggregate bin into earlier, hangs the aperture with loop wheel machine then, pours in the storage bin(hopper) on conduit top, in the time of concrete perfusion, tube drawing remains conduit and is lower than more than the concrete surface 2.5m on one side, and so forth until concrete being irritated to stake top mark height;
7) construction second square reinforcing cage concrete stake (7) repeating step 4)-6), second square reinforcing cage concrete of construction stake;
8) construct first circular reinforcing cage concrete stake (4) between first square reinforcing cage concrete stake (3) and second square reinforcing cage concrete stake (7), repeating step 4)-6), in construction sequence 5) time, circular reinforcing cage (5) is replaced square reinforcing cage (2), carry out first circular reinforcing cage concrete stake (4) construction;
9) repeating step 7) the 3rd square reinforcing cage concrete stake of construction;
10) repeating step 8) second circular reinforcing cage concrete of construction stake between the stake of second square reinforcing cage concrete and the 3rd square reinforcing cage concrete stake;
11) repeat above-mentioned steps successively, finish to the interlock pile driving construction.
4. the job practices of the interlock stake of a kind of full Steel-bar Pile according to claim 3 is characterized in that step 2) describedly lead wall construction and comprise the steps:
1) smooth site clearing face of land foreign material, the underground utilities migration is filled and led up then and is rolled, to guarantee to have enough bearing capacities;
2) the coordinate Calculation campshed centre coordinate that provides according to design drawing of measuring stake position adopts total powerstation to carry out setting-out on the spot according to ground control point, and carries out fender pile, as the control center line of leading the wall construction;
3) lead the wall channel excavation and after the setting-out of stake position meets the requirements, namely carry out channel excavation, immediately center line is introduced under the groove behind the excavation, with control bed die and template construction, guarantee to lead the correct of center line of wall;
4) template construction adopts the whole wooden model of self-control or punching block segmentation splicing, leading wall reservation locating hole template diameter is that casing diameter enlarges 2cm, formwork reinforcement adopts the wood support to support with steel pipe and combines, support interval is generally less than or equals 1m, guarantee to reinforce firmly, be strictly on guard against the race mould, and guarantee the accurate of axis and headroom;
5) the wall reinforcing bar was led in colligation after the reinforcing bar binding template fixedly finished, and reinforcing bar is arranged by designing requirement, and need be up to the standards;
6) after the verticality of concreting inspection template and center line and clear distance meet the requirements, carry out concreting, the both sides symmetry hockets during concreting, is strictly on guard against the race mould;
7) form removal, check when leading after wall has enough intensity, stripping positions the stake hole and to check, and the stake position is numbered, so that follow-up construction needs.
5. the job practices of the interlock stake of a kind of full Steel-bar Pile according to claim 3, it is auxiliary in place to it is characterized in that the described full circle swinging rig of step 3) bottom arranges fixing steel plate, method of operating is: determine stake hole circle heart position, with the center of circle of fixing steel plate aim at lead wall stake hole circle heart position of sound production fixing after, it is spacing 4 footings of rig to be aimed on the fixing steel plates footing again, with loop wheel machine hang onto namely finish on the steel plate in place.
6. the job practices of the interlock stake of a kind of full Steel-bar Pile according to claim 3, it is characterized in that step 4) pressing down sleeve pipe, to press down one stroke be 0.5-0.8m, when pressing down, preceding two sleeve pipes all to carry out squareness measurement, press down put in place after, sleeve pipe withstands on reserves the 0.8-1.0m height on the fuselage, in order to take over.
7. the job practices of the interlock stake of a kind of full Steel-bar Pile according to claim 3 is characterized in that the both sides, long limit of the described square reinforcing cage of step 5) (2) fixedly install the pvc pipe that diameter is 250mm (1) respectively.
8. the job practices of the interlock stake of a kind of full Steel-bar Pile according to claim 3 when it is characterized in that step 6) begins to pour into, pours into 2-3m earlier
3Concrete promotes 20-30cm with sleeve pipe, guarantees that reinforcing cage supreme appearing in one's mind resembles.
9. the job practices of the interlock stake of a kind of full Steel-bar Pile according to claim 3 when it is characterized in that the step 6) concrete perfusion, when in the hole water being arranged, adopts the perfusion of underwater concrete method; The anhydrous dry hole that then adopts pours in the hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310184024.2A CN103266600B (en) | 2013-05-17 | 2013-05-17 | Construction method of occlusion pile of full reinforcement pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310184024.2A CN103266600B (en) | 2013-05-17 | 2013-05-17 | Construction method of occlusion pile of full reinforcement pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103266600A true CN103266600A (en) | 2013-08-28 |
| CN103266600B CN103266600B (en) | 2014-03-12 |
Family
ID=49010254
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310184024.2A Active CN103266600B (en) | 2013-05-17 | 2013-05-17 | Construction method of occlusion pile of full reinforcement pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103266600B (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105887867A (en) * | 2016-06-23 | 2016-08-24 | 邱树贵 | Construction underground continuous piling wall and construction method thereof |
| CN106245664A (en) * | 2016-08-28 | 2016-12-21 | 东通岩土科技（杭州）有限公司 | There is rigid wall retaining design and the construction method thereof of rectangle steel reinforcement cage |
| CN106320323A (en) * | 2015-06-25 | 2017-01-11 | 昆明捷程桩工有限责任公司 | Detachable steel mold guide wall plate of occlusive piles |
| CN109477322A (en) * | 2016-08-29 | 2019-03-15 | 金思文 | It is used to form the casing of concrete retaining wall |
| CN109610524A (en) * | 2018-11-29 | 2019-04-12 | 北京地矿工程建设有限责任公司 | The detection of OPT interlocking pile and course control method for use |
| CN109610471A (en) * | 2018-12-07 | 2019-04-12 | 深圳市工勘岩土集团有限公司 | Deep basal pit five combined type pile forming construction methods of full meat or fish interlocking pile hydraulic grab |
| CN110306562A (en) * | 2019-07-05 | 2019-10-08 | 广州穗岩土木科技股份有限公司 | A kind of soft construction method of interlocking pile of foundation pit |
| CN110805307A (en) * | 2019-10-31 | 2020-02-18 | 中铁二局集团有限公司 | Underground continuous wall removing method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008075266A (en) * | 2006-09-19 | 2008-04-03 | Hokukon Material Kk | Method of constructing pile |
| CN201141135Y (en) * | 2007-12-21 | 2008-10-29 | 中铁四局集团第四工程有限公司 | Anti-floating reinforced bar cage of hole-drilling interlocking pile |
| CN101328712A (en) * | 2008-07-29 | 2008-12-24 | 上海市第二建筑有限公司 | Construction method of interlocking pile for soft soil and soil layer with obstacle |
| CN101560765A (en) * | 2008-04-18 | 2009-10-21 | 万勇 | Underground continuous wall construction technique of multi-spindle long spiral drill pipe occluding pile |
| CN101603309A (en) * | 2009-07-02 | 2009-12-16 | 北京建材地质工程公司 | Occlusive pile of long spiral stirring water-stop curtain and construction technology thereof |
| CN102011397A (en) * | 2010-11-09 | 2011-04-13 | 中安泰达建设发展(北京)有限公司 | Construction process of concrete form water-stopping occlusion pile |
-
2013
- 2013-05-17 CN CN201310184024.2A patent/CN103266600B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008075266A (en) * | 2006-09-19 | 2008-04-03 | Hokukon Material Kk | Method of constructing pile |
| CN201141135Y (en) * | 2007-12-21 | 2008-10-29 | 中铁四局集团第四工程有限公司 | Anti-floating reinforced bar cage of hole-drilling interlocking pile |
| CN101560765A (en) * | 2008-04-18 | 2009-10-21 | 万勇 | Underground continuous wall construction technique of multi-spindle long spiral drill pipe occluding pile |
| CN101328712A (en) * | 2008-07-29 | 2008-12-24 | 上海市第二建筑有限公司 | Construction method of interlocking pile for soft soil and soil layer with obstacle |
| CN101603309A (en) * | 2009-07-02 | 2009-12-16 | 北京建材地质工程公司 | Occlusive pile of long spiral stirring water-stop curtain and construction technology thereof |
| CN102011397A (en) * | 2010-11-09 | 2011-04-13 | 中安泰达建设发展(北京)有限公司 | Construction process of concrete form water-stopping occlusion pile |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106320323A (en) * | 2015-06-25 | 2017-01-11 | 昆明捷程桩工有限责任公司 | Detachable steel mold guide wall plate of occlusive piles |
| CN105887867A (en) * | 2016-06-23 | 2016-08-24 | 邱树贵 | Construction underground continuous piling wall and construction method thereof |
| CN106245664A (en) * | 2016-08-28 | 2016-12-21 | 东通岩土科技（杭州）有限公司 | There is rigid wall retaining design and the construction method thereof of rectangle steel reinforcement cage |
| CN106245664B (en) * | 2016-08-28 | 2018-11-27 | 东通岩土科技（杭州）有限公司 | Rigid wall retaining design and its construction method with rectangle steel reinforcement cage |
| CN109477322A (en) * | 2016-08-29 | 2019-03-15 | 金思文 | It is used to form the casing of concrete retaining wall |
| CN109610524A (en) * | 2018-11-29 | 2019-04-12 | 北京地矿工程建设有限责任公司 | The detection of OPT interlocking pile and course control method for use |
| CN109610471A (en) * | 2018-12-07 | 2019-04-12 | 深圳市工勘岩土集团有限公司 | Deep basal pit five combined type pile forming construction methods of full meat or fish interlocking pile hydraulic grab |
| CN110306562A (en) * | 2019-07-05 | 2019-10-08 | 广州穗岩土木科技股份有限公司 | A kind of soft construction method of interlocking pile of foundation pit |
| CN110805307A (en) * | 2019-10-31 | 2020-02-18 | 中铁二局集团有限公司 | Underground continuous wall removing method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103266600B (en) | 2014-03-12 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103266600B (en) | Construction method of occlusion pile of full reinforcement pile | |
| CN105239563B (en) | A kind of supporting rotary drilling rig dry method pore-creating filling pile structure of grouting behind shaft or drift lining and construction method | |
| CN103255764A (en) | Construction method for vibrating sunken tube construction secant pile wall | |
| CN102943565B (en) | Construction method of large-sized arc-shaped wall | |
| CN105672314B (en) | A kind of semi-inverse method steel pipe post pile construction method | |
| CN101691751B (en) | Construction method for making ultra-long artificial excavating pile penetrate cave and ultra-long pile penetrating cave | |
| CN105951747B (en) | A kind of construction method of the pre-buried lattice column of contrary sequence method | |
| CN102031784A (en) | Slope protection pile pouring and cable bolting construction method for deep foundation pit | |
| CN100473790C (en) | Tower crane foundation for construction and manufacturing method thereof | |
| CN101343869A (en) | Underground continuous wall construction method of city-across pipeline | |
| CN104775439B (en) | A kind of pattern foundation pit supporting structure sealing integral structure and its construction method | |
| CN103205978A (en) | High-permeability zone under-water-level elevator foundation pit open caisson moulding bed construction method | |
| CN103276723A (en) | Construction method of concrete bored secant pile | |
| CN104060615B (en) | Newly-built foundation pit supporting construction is utilized to remove the construction method of underground obstacle | |
| CN104264663A (en) | Hard cutting construction technology for secant piles | |
| CN105926672A (en) | Mined metro station steel pipe column construction method | |
| CN103485549A (en) | Large embedded part location device and method | |
| CN107246006B (en) | The pile-filling method of concrete-pile | |
| CN109555116A (en) | A kind of high density karst intense development area fully-sleeved filled pile construction method | |
| CN107059848A (en) | A kind of pile integral construction method | |
| CN204728333U (en) | A kind of underwater support table foundation ditch leading truck | |
| CN104895093B (en) | A kind of half coercion underground continuous wall and its construction method | |
| CN103233465A (en) | Collimation permanent point structure and construction method thereof | |
| CN103541371A (en) | Bearing platform for heating pipe channels to stride reserved subway station and construction method thereof | |
| CN206721870U (en) | A kind of long auger guncreting pile steel reinforcement cage |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| ASS | Succession or assignment of patent right |
Owner name: ZHEJIANG GEOLOGICAL AND MINERAL CONSTRUCTION CO., Free format text: FORMER OWNER: GEOLOGY AND MINERAL RESOURCES ENGINEERING OF ZHEJIANG PROVINCE? Effective date: 20150325 Free format text: FORMER OWNER: ZHEJIANG GUOTU TRANSPORTATION ENGINEERING CO., LTD. Effective date: 20150325 |
|
| C41 | Transfer of patent application or patent right or utility model | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20150325 Address after: 310012 No. 51, Wan Tong Road, Hangzhou, Zhejiang, Xihu District Patentee after: Zhejiang Geological and Mineral Construction Co., Ltd. Address before: 310012 No. 51, Wan Tong Road, Hangzhou, Zhejiang, Xihu District Patentee before: Zhejiang Province Geology and Mineral Resources Engineering Company Patentee before: Zhejiang GuoTu Transportation Engineering Co., Ltd. |