CN103276723A - Construction method of concrete bored secant pile - Google Patents
Construction method of concrete bored secant pile Download PDFInfo
- Publication number
- CN103276723A CN103276723A CN2013101587174A CN201310158717A CN103276723A CN 103276723 A CN103276723 A CN 103276723A CN 2013101587174 A CN2013101587174 A CN 2013101587174A CN 201310158717 A CN201310158717 A CN 201310158717A CN 103276723 A CN103276723 A CN 103276723A
- Authority
- CN
- China
- Prior art keywords
- stake
- concrete
- steel sleeve
- wall
- pile
- 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.)
- Pending
Links
- 239000004567 concrete Substances 0.000 title claims abstract description 67
- 238000010276 construction Methods 0.000 title claims abstract description 37
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 57
- 239000010959 steel Substances 0.000 claims abstract description 57
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 10
- 238000013461 design Methods 0.000 claims abstract description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 22
- 238000005553 drilling Methods 0.000 claims description 13
- 239000004020 conductor Substances 0.000 claims description 6
- 238000002360 preparation method Methods 0.000 claims description 5
- 238000005259 measurement Methods 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 241001074085 Scophthalmus aquosus Species 0.000 claims description 2
- 238000000034 method Methods 0.000 abstract description 10
- 238000009415 formwork Methods 0.000 abstract 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 abstract 1
- 230000010412 perfusion Effects 0.000 description 10
- 238000007689 inspection Methods 0.000 description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 238000009412 basement excavation Methods 0.000 description 4
- 239000000463 material Substances 0.000 description 4
- 239000002689 soil Substances 0.000 description 3
- 238000003860 storage Methods 0.000 description 3
- 238000012360 testing method Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 208000028804 PERCHING syndrome Diseases 0.000 description 1
- 230000002457 bidirectional effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 239000003245 coal Substances 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000012467 final product Substances 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 230000004941 influx Effects 0.000 description 1
- 238000003973 irrigation Methods 0.000 description 1
- 230000002262 irrigation Effects 0.000 description 1
- 238000005304 joining Methods 0.000 description 1
- 239000010410 layer Substances 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 238000012163 sequencing technique Methods 0.000 description 1
- 239000002356 single layer Substances 0.000 description 1
- GOLXNESZZPUPJE-UHFFFAOYSA-N spiromesifen Chemical compound CC1=CC(C)=CC(C)=C1C(C(O1)=O)=C(OC(=O)CC(C)(C)C)C11CCCC1 GOLXNESZZPUPJE-UHFFFAOYSA-N 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a construction method of a concrete bored secant pile. The construction method includes the following steps: according to the center line of a pile position, arranging the inner side line of a guide wall, and then arranging the outer side line of the guide wall according to the diameter of the secant pile and the outer diameter of a steel sleeve; according to the inner side line and the outer side line, excavating a groove, binding reinforcing steel bars of the guide wall, placing a formwork, poring guide wall concrete, and enabling an opening portion used for excavating a secant pile hole to be formed in the center of the guide wall; after the guide wall concrete reaches certain strength, dismounting the formwork, and performing the secant pile hole boring process, wherein the secant pile hole boring process includes the steps of pressing into the steel sleeve through a pile machine, taking out earth from the steel sleeve for boring, pressing the steel sleeve down while taking out earth for the boring, continuing to mount the steel sleeve and take out earth until the depth of the secant pile hole reaches the depth specified by the design paper, and performing the repetition to complete the remaining secant pile hole boring process; conducting alternate construction of a plain concrete pile and a reinforced concrete pile on the secant pile hole to complete the construction of the secant pile. The construction method of the concrete bored secant pile can improve construction safety and reduce construction costs.
Description
Technical field
The present invention relates to a kind of the realm of building construction, relate in particular to a kind of job practices that improves working security and reduce the concrete boring interlock stake of cost cost.
Background technology
For many years, artificial drilled pile, bored pile and diaphragm wall, the application in deep foundation pit support is quite extensive.Because workman's working environment at coal mines is abominable in the artificial drilled pile construction process, danger is bigger; And bored pile has the slit owing to be mechanical hole building between stake and the stake unavoidably, and influence retaining soil and stagnant water effect; Though diaphragm wall can overcome the deficiency of artificial drilled pile and bored pile, the cost cost is too high.
Need a kind of job practices that can improve working security and reduce the concrete boring interlock stake of cost cost.
Summary of the invention
The purpose of this invention is to provide a kind of job practices that can improve working security and reduce the concrete boring interlock stake of cost cost.
To achieve these goals, the present invention puies forward a kind of job practices of concrete boring interlock stake, comprises the steps:
(1) preparation of construction work is carried out in smooth construction plant, and by drawing the stake position center line of interlock stake is set, and leads wall scope line according to a described stake position center line setting;
(2) according to described stake position center line, described inside cord of leading wall is set, by the diameter of described interlock stake and the external diameter of steel sleeve described out conductor of leading wall is set again;
(3) according to described inside cord and out conductor, excavate groove and colligation and describedly lead the wall reinforcing bar, place template, build and lead the wall concrete, allow the described oral area that the wall centre is formed for excavating interlock stake hole of leading;
(4) treat described leading after the wall concrete reaches certain intensity, dismantle described template, enter the drilling operating in described interlock stake hole: be pressed into described steel sleeve by the stake machine, the boring of fetching earth in the described steel sleeve, the limit fetch earth boring the limit press down described steel sleeve, and described steel sleeve is installed in continuation, continuing to fetch earth reaches the degree of depth of design drawing regulation to the degree of depth in described interlock stake hole, so repeat to finish the drilling operating in remaining described interlock stake hole;
(5) carry out alternately constructing of plain concrete pile and reinforced concrete pile in described interlock stake hole.
In step (5), at first carry out the construction of plain concrete pile, must before described plain concrete pile initial set, finish the construction of described reinforced concrete pile, be to be engaged structure between described plain concrete pile and the reinforced concrete pile.
Described plain concrete pile uses slow setting or super retarded concrete.
Described 20 centimetres of the wall thickness degree of leading, 200 centimetres of width, described wall of leading wall are risen in ground 20 centimetres, and at the described configuration reinforcement within the walls of leading.
In step (4), before described stake machine is pressed into described steel sleeve, also comprise and to be used for center or the locator center and a stake position center-aligned of the rig in the described interlock stake of brill hole, adjust levelness, guarantee that guide rod and described steel sleeve are vertical, and accurately locate by the described wall of leading, adjust repeatedly, until described rig center or locator and a stake centrally aligned.
In step (4), behind described stake machine center or locator and the stake position centrally aligned, carry out described steel sleeve and install, and with two two-way repetition measurement verticality of transit, can begin described drilling operating after satisfying the verticality requirement.
Compared with prior art, because in the job practices of concrete boring interlock stake of the present invention, described interlock stake is engaged between the pile body by joining, thereby reach structure from the purpose of waterproof, reach under the situation of identical quantity of reinforcement by reinforcing bar uneven distribution in the pile body, obtain maximum flexural strength and better economic interests.
The specific embodiment
The invention provides the job practices of concrete boring interlock stake:
At preliminary stage, the described construction of leading wall is carried out in unification earlier.Leading after the wall concrete strength reaches design strength 70% when described, divide the described interlock stake of constructing respectively of two orders again, namely is to comprise described plain concrete pile and reinforced concrete pile.The first order plain concrete pile (hereinafter claim: the stake of A type) and the second order reinforced concrete pile (hereinafter claim: the Type B stake) construction at interval, construction A type stake earlier, the back Type B stake of constructing.
Super retardation setting type concrete is adopted in the stake of A type, requirement must be finished the construction of Type B stake before the initial set of A type pile concrete, during the Type B pile driving construction, utilize the cutting power of drill machine with casing to cut away the part concrete of adjacent A type stake, when being implemented in the Type B pile driving construction, interlock well.
In a case history, all adopt MZ-120 and MZ-100 hydraulic pressure head-swinging type sleeve pipe rotary digging drilling hole stake machine to carry out drilling construction to the interlock stake hole of the stake of A type and Type B stake, needing the plant equipment of above-mentioned two models of explanation all is in the building operations, common plant equipment.The construction of the stake of A type and Type B stake has only sequencing, and technological process is the same substantially.
Behind the described interlock pile driving construction, be globality and the longitudinal rigidity that adds the strong supporting campshed, before the pit earthwork excavation, generally all build steel concrete Guan Liang in the stake top casting of described interlock stake.
Preparation of construction namely is boundary of works area to be carried out enclosing isolate, and preparation of construction work is carried out in smooth place, and by drawing the stake position center line of interlock stake is set, and leads wall scope line according to a described stake position center line setting;
Accuracy for the oral area of guaranteeing described interlock stake, and improve efficient in place, characteristics according to designing requirement and the jacketing machine that adopts, the described wall of leading is set at the top of described interlock stake, the described wall thickness degree 20cm that leads, width 200cm, described wall of leading wall is risen in ground 20cm, described leading joined Φ 16@250mm two-way concrete slab, concrete class C25 within the walls.
According to described stake position center line described inside cord of leading wall is set, by the diameter of described interlock stake and the external diameter of steel sleeve described out conductor of leading wall is set again, puts 20mm outward as described out conductor of leading wall by the diameter of described interlock stake and the external diameter of described steel sleeve again.
Emit lead the wall sideline after, need through checking and accepting, after by inspection, the excavation groove is abolished road structure, excavates surperficial soil layer with digging machine and leads at the bottom of the wall more than the absolute altitude 5cm to described, introduce the described center line of wall of leading in the groove excavation back, to control the described wall construction of leading.
Described lead wall construction before, at first make the described wall reinforcing bar of leading, get final product the described wall reinforcing bar of leading of colligation behind the excavation groove, and the described wall reinforcing bar of leading adopts secondary Φ 16@250mm single-layer bidirectional reinforcing bar, for preventing the described wall size offset of leading, establish a reinforcing bar every 1m and draw the described wall of leading in logical both sides along the described wall length direction of leading, to limit the described wall displacement of leading, prevent the described drilling operating that the described steel sleeve of influence is reduced in footpath within the walls of leading.
Described lead wall construction before, also need carry out described template construction of leading wall, its template adopts self-control monolithic template, the preformed hole diameter is than the big 20mm of described steel sleeve diameter, firm position, be strictly on guard against the race mould, and guarantee that axis and aperture are accurate, check template verticality, center and aperture described leading before wall carries out concrete construction.
Carry out the described wall construction led, the described wall of leading adopts manually to cooperate with concrete transport vehicle when carrying out concreting, the both sides symmetry is watered and is smash, and guarantees that stressed symmetry is uniform, prevents inhomogeneous stressed and run mould, as find to run mould and stop immediately watering smashing, reinforcing template again, and can continue after correcting.
Water and carry out maintenance work after smashing, treat described leading after the wall concrete strength reaches design strength 70%, can carry out the interlock pile driving construction.
Treat described lead wall construction and finish after, enter the working procedure of described interlock stake.
At first being the inspection of carrying out described steel sleeve, namely is inspection and the correction of carrying out the straight degree of described steel sleeve, and to each joint sleeve pipe numbering, carries out mark, according to the order of sequence assembly unit.
To adjust levelness for the rig center of boring described interlock stake hole or locator center and stake position center-aligned, and guarantee the verticality of guide rod and described steel sleeve, and accurately locate by the described wall of leading, and adjust repeatedly and make rig center and stake position centrally aligned.
Treat behind the described pile-forming machine perching described steel sleeve to be installed, and with two two-way repetition measurement verticality of transit, can begin described drilling operating after meeting the demands.
Described drilling operating at first is to be pressed into the described steel sleeve of first segment by described stake machine, fetch earth in described steel sleeve with rotary drilling rig, press down described steel sleeve while fetching earth by described stake machine, mouth excavates more than the face 2.5m in advance at the bottom of remaining described steel sleeve, treat that the described steel sleeve of first segment is pressed in the soil on the ground, back and stay 1.2～1.5m, so that connect the described steel sleeve of second joint, carry out the detection of vertical degree, defective as verticality, then rectify a deviation, qualified as verticality, the described steel sleeve of second joint then is installed to be continued to press down and fetches earth, so repeat, at the bottom of the design hole, it is good so to repeat all described interlock stake hole drills.
In described drilling operating,, adopt two transits or two two-way controls of plumb bob, monitor described steel sleeve perpendicularity deviation less than 3 ‰, particularly the verticality of first segment sleeve pipe.
For the Type B stake, because the Type B stake is reinforced concrete pile, inside is equipped with reinforcing cage, before the described reinforcing cage of lifting, must check described reinforcing cage, content comprises length, diameter, welding etc., can begin lifting after the passed examination, adopts that crawler crane is two to collude 4 slowly liftings, be strictly on guard against described reinforcing cage distortion, the point that progressively falls in the process of the described reinforcing cage of lifting is transferred.If the length of described reinforcing cage is longer, when especially length is greater than 6m, described reinforcing cage can be divided two joint liftings, adopt overlap welding in the centre.Adopt roller type high strength cement mortar protection piece, when having prevented from pulling out described steel sleeve described reinforcing cage up is with, the while is bound lining rope at described reinforcing cage top, monitors the situation of described reinforcing cage in real time.
The steel conduit that install to be used for concrete perfusion is prepared concrete perfusion in the described interlock stake hole, adopts Φ 25mm screw-thread steel to connect described steel conduit, and each saves conduit and answers fastening, prevents the plugging of leaking gas, described steel conduit bottom 30～50cm at the bottom of the hole.
Concrete perfusion is prepared, treat that described steel conduit is settled after, adopt drawbench to carry out the tube drawing inspection, work the amount of pulling out and generally control at 10-20cm, check that described steel sleeve rises whether freely suitablely to pull out that rise and pull out in the process, whether described reinforcing cage is with managing or rotation.Preparation before the perfusion comprises that material loading and storage bin(hopper) water are moistening, carry out the on-site concrete slump consistancy test and make concrete test block, as find that concrete workability variation, the slump do not reach the situation of designing requirement, forbid directly water to be injected concrete tank, this car concrete should be return, and inspection finishes, and carries out material loading first after all are normal, plug in the storage bin(hopper) adopts circular steel plate, suspends in midair with seizing wire.
Formally enter the concrete perfusion operation, material loading must not be less than first the amount of perfusion first, treats to pour into first to finish, and described steel conduit is in position more than the buried depth 2m, described steel sleeve is pulled out in examination, work the amount of pulling out and be no more than 10cm, whether check described reinforcing cage simultaneously with the pipe come-up, as find to have follow as described in steel sleeve situation about rising, immediately described reinforcing cage being carried out back-pressure handles, normal as all, just continue the material loading operation, prepare to continue concrete perfusion.
After each concrete that has poured in the storage bin(hopper), all rise and pull out inspection, work the amount of pulling out and be no more than 10cm, extend to the described steel sleeve of dismounting first segment always.When the concrete influx height is above above the described steel sleeve 3m of first segment, begun to pull out the described steel sleeve of first segment.
Repeat said process, enter tube drawing circulation for the second time, when in the end the described steel sleeve of a joint is extracted, the concrete steel conduit should be stayed in the described interlock stake hole, after treating that described steel sleeve is extracted fully and removed, measure described interlock stake hole inner concrete face absolute altitude, carry out the concrete supplementary irrigation on demand, after treating that perfusion is finished, the dismantling concrete steel conduit.This process of concrete perfusion operation needs about 4 hours.Each tremie of removing carries out the clear water flushing at once, prepares for next concrete perfusion, prevents that concrete from hardening in the concrete steel conduit.
Above disclosed only is the preferred embodiments of the present invention, can not limit the present invention's interest field certainly with this, and therefore the equivalent variations of doing according to the present patent application claim still belongs to the scope that the present invention is contained.
Claims (6)
1. the job practices of a concrete boring interlock stake is characterized in that, comprises the steps:
(1) preparation of construction work is carried out in smooth construction plant, and the stake position center line of interlock stake is set by drawing;
(2) according to described stake position center line, described inside cord of leading wall is set, by the diameter of described interlock stake and the external diameter of steel sleeve described out conductor of leading wall is set again;
(3) according to described inside cord and out conductor, excavate groove and colligation and describedly lead the wall reinforcing bar, place template, build and lead the wall concrete, allow the described oral area that the wall centre is formed for excavating interlock stake hole of leading;
(4) treat described leading after the wall concrete reaches certain intensity, dismantle described template, enter the drilling operating in described interlock stake hole: be pressed into described steel sleeve by the stake machine, the boring of fetching earth in the described steel sleeve, the limit fetch earth boring the limit press down described steel sleeve, and described steel sleeve is installed in continuation, continuing to fetch earth reaches the degree of depth of design drawing regulation to the degree of depth in described interlock stake hole, so repeat to finish the drilling operating in remaining described interlock stake hole;
(5) carry out alternately constructing of plain concrete pile and reinforced concrete pile in described interlock stake hole, finish the construction of described interlock stake.
2. the job practices of concrete as claimed in claim 1 boring interlock stake, it is characterized in that, in step (5), at first carry out the construction of plain concrete pile, must finish the construction of described reinforced concrete pile before described plain concrete pile initial set, be to be engaged structure between described plain concrete pile and the reinforced concrete pile.
3. the job practices of concrete boring interlock stake as claimed in claim 2 is characterized in that described plain concrete pile uses slow setting or super retarded concrete.
4. the job practices of concrete as claimed in claim 1 boring interlock stake is characterized in that, described 20 centimetres of the wall thickness degree of leading, 200 centimetres of width, described wall of leading wall are risen in ground 20 centimetres, and at the described configuration reinforcement within the walls of leading.
5. the job practices of concrete as claimed in claim 1 boring interlock stake, it is characterized in that, in step (4), before described stake machine is pressed into described steel sleeve, also comprise being used for center or the locator center and a stake position center-aligned of the rig in the described interlock stake of brill hole, adjust levelness, guarantee that guide rod and described steel sleeve are vertical, and accurately locate by the described wall of leading, adjust repeatedly, until described rig center or locator and a stake centrally aligned.
6. the job practices of concrete as claimed in claim 1 boring interlock stake, it is characterized in that, in step (4), described state a machine center or locator and stake position centrally aligned after, carrying out described steel sleeve installs, and with two two-way repetition measurement verticality of transit, satisfy and to begin described drilling operating after verticality requires.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013101587174A CN103276723A (en) | 2013-04-27 | 2013-04-27 | Construction method of concrete bored secant pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013101587174A CN103276723A (en) | 2013-04-27 | 2013-04-27 | Construction method of concrete bored secant pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN103276723A true CN103276723A (en) | 2013-09-04 |
Family
ID=49059329
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2013101587174A Pending CN103276723A (en) | 2013-04-27 | 2013-04-27 | Construction method of concrete bored secant pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103276723A (en) |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104110030A (en) * | 2014-07-18 | 2014-10-22 | 中建港务建设有限公司 | Steel casing lead hole type pile planting construction technology |
| CN104264662A (en) * | 2014-10-17 | 2015-01-07 | 中亿丰建设集团股份有限公司 | Construction method for deeply embedding hard rock secant pile in soil layer being rich in water |
| CN104895065A (en) * | 2015-06-05 | 2015-09-09 | 张永忠 | Occlusive pile forming machine |
| CN105089062A (en) * | 2015-08-17 | 2015-11-25 | 陕西桩鑫建设工程有限公司 | Engaged retaining pile and construction method and application thereof |
| CN105970920A (en) * | 2016-05-27 | 2016-09-28 | 东通岩土科技（杭州）有限公司 | Occlusive pile construction process |
| 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 |
| CN107989032A (en) * | 2017-11-28 | 2018-05-04 | 深圳市工勘岩土技术有限公司 | A kind of construction method of punching interlocking pile |
| CN109469045A (en) * | 2018-12-12 | 2019-03-15 | 上海建工七建集团有限公司 | Guide wall of occlusive pile template, guide wall of occlusive pile formwork erecting structure and construction technology |
| CN111472364A (en) * | 2020-05-28 | 2020-07-31 | 中交一公局集团有限公司 | Construction method and secant pile construction device |
| CN113356189A (en) * | 2021-06-21 | 2021-09-07 | 中铁十二局集团有限公司 | Full-sleeve hole forming construction method for rotary drilling rig |
| CN114319322A (en) * | 2021-12-28 | 2022-04-12 | 中交第二航务工程勘察设计院有限公司 | Construction device and technology of bored occlusal pile |
| CN116220027A (en) * | 2023-03-08 | 2023-06-06 | 贵州建工集团第七建筑工程有限责任公司 | BIM auxiliary reinforced pile and non-reinforced pile engaged pile construction method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| RU2351710C1 (en) * | 2007-10-16 | 2009-04-10 | Открытое акционерное общество "Мостотрест" (ОАО "Мостотрест") | Method for erection of bored piles packet |
| CN201762702U (en) * | 2010-09-17 | 2011-03-16 | 中铁十九局集团轨道交通工程有限公司 | Drilling secant pile |
-
2013
- 2013-04-27 CN CN2013101587174A patent/CN103276723A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2351710C1 (en) * | 2007-10-16 | 2009-04-10 | Открытое акционерное общество "Мостотрест" (ОАО "Мостотрест") | Method for erection of bored piles packet |
| 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 |
| CN201762702U (en) * | 2010-09-17 | 2011-03-16 | 中铁十九局集团轨道交通工程有限公司 | Drilling secant pile |
Non-Patent Citations (2)
| Title |
|---|
| 周海娜: ""钢筋混凝土钻孔咬合桩的施工实践及方法介绍"", 《特种结构》 * |
| 沈保汉: "《桩基与深基坑支护技术进展：沈保汉地基基础论文论著选集》", 31 October 2006 * |
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104110030A (en) * | 2014-07-18 | 2014-10-22 | 中建港务建设有限公司 | Steel casing lead hole type pile planting construction technology |
| CN104264662A (en) * | 2014-10-17 | 2015-01-07 | 中亿丰建设集团股份有限公司 | Construction method for deeply embedding hard rock secant pile in soil layer being rich in water |
| CN104895065A (en) * | 2015-06-05 | 2015-09-09 | 张永忠 | Occlusive pile forming machine |
| 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 |
| CN105089062A (en) * | 2015-08-17 | 2015-11-25 | 陕西桩鑫建设工程有限公司 | Engaged retaining pile and construction method and application thereof |
| CN105089062B (en) * | 2015-08-17 | 2016-08-17 | 陕西桩鑫建设工程有限公司 | It is engaged lagging pile and construction method thereof and application |
| CN105970920A (en) * | 2016-05-27 | 2016-09-28 | 东通岩土科技（杭州）有限公司 | Occlusive pile construction process |
| CN105970920B (en) * | 2016-05-27 | 2018-06-05 | 东通岩土科技（杭州）有限公司 | A kind of occlusion pile constructing process |
| CN107989032A (en) * | 2017-11-28 | 2018-05-04 | 深圳市工勘岩土技术有限公司 | A kind of construction method of punching interlocking pile |
| CN109469045A (en) * | 2018-12-12 | 2019-03-15 | 上海建工七建集团有限公司 | Guide wall of occlusive pile template, guide wall of occlusive pile formwork erecting structure and construction technology |
| CN111472364A (en) * | 2020-05-28 | 2020-07-31 | 中交一公局集团有限公司 | Construction method and secant pile construction device |
| CN113356189A (en) * | 2021-06-21 | 2021-09-07 | 中铁十二局集团有限公司 | Full-sleeve hole forming construction method for rotary drilling rig |
| CN114319322A (en) * | 2021-12-28 | 2022-04-12 | 中交第二航务工程勘察设计院有限公司 | Construction device and technology of bored occlusal pile |
| CN116220027A (en) * | 2023-03-08 | 2023-06-06 | 贵州建工集团第七建筑工程有限责任公司 | BIM auxiliary reinforced pile and non-reinforced pile engaged pile construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103276723A (en) | Construction method of concrete bored secant pile | |
| CN101614125B (en) | Construction method of V-level surrounding rock tunnel | |
| CN108412501B (en) | Under wear oil pipeline shallow depth loess tunnels construction method | |
| CN102011397B (en) | Construction process of concrete form water-stopping occlusion pile | |
| CN106703028B (en) | Large-diameter Manual Excavation Pile precast splice type steel retaining wall and its construction technology | |
| CN103758123B (en) | Construction Method of Manually Excavated Hole Filling Pile Retaining Wall Lining | |
| CN205742213U (en) | Foundation pit supporting construction | |
| CN103711492B (en) | A kind of jacking-type cable sleeve channel construction method | |
| CN106703814A (en) | Mined metro station hole pile construction method | |
| CN109723443B (en) | Tunnel construction method | |
| CN105951711A (en) | Enclosing construction method of underground continuous wall of seashore power station | |
| CN207891895U (en) | Walkway shaft excavation supporting construction | |
| CN105155579A (en) | Construction method for penetrating existing underground passage in open cutting of subway foundation pit | |
| CN108842819A (en) | A kind of urban track traffic cable run method for tunnel construction | |
| CN105275381A (en) | Drilling construction method for water-rich cobble stratum by utilizing impact drill | |
| CN103255764A (en) | Construction method for vibrating sunken tube construction secant pile wall | |
| CN216342131U (en) | Shield tunnel invades limit stake and handles reinforced structure | |
| CN109457694A (en) | A kind of variable diameters steel reinforcement cage enlarged footing anti-floating or pressure bearing pile and construction in conjunction with mixing pile or rotary churning pile | |
| CN105442605A (en) | Construction method for drawing out prestress high concrete (PHC) pile and reusing PHC pile for retaining in deep excavation | |
| CN115539048A (en) | Construction method for shallow-buried bias tunnel portal | |
| CN109630179A (en) | The permanent fore shaft of return air shafts and wind cave piling wall combined construction method | |
| CN105804117A (en) | Formwork tie bar structure of soil arch mould in cover-excavation method for mountain highway tunnel, and construction method thereof | |
| CN106245655A (en) | Utilize the deep foundation pit supporting construction method of miniature steel pipe pile | |
| CN107956220A (en) | A kind of prefabricated construction method for diaphragm walls based on TRD grooving | |
| CN110306989A (en) | A kind of non-open cut assembled pipe canal digging support reinforcement method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20130904 |
|
| RJ01 | Rejection of invention patent application after publication |