CN103088814A - Rotary drilling rig coordinated with percussion drill hole-forming construction method - Google Patents
Rotary drilling rig coordinated with percussion drill hole-forming construction method Download PDFInfo
- Publication number
- CN103088814A CN103088814A CN2013100608845A CN201310060884A CN103088814A CN 103088814 A CN103088814 A CN 103088814A CN 2013100608845 A CN2013100608845 A CN 2013100608845A CN 201310060884 A CN201310060884 A CN 201310060884A CN 103088814 A CN103088814 A CN 103088814A
- Authority
- CN
- China
- Prior art keywords
- hole
- drilling rig
- frozen soil
- rotary drilling
- construction method
- 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
Images
Landscapes
- Earth Drilling (AREA)
Abstract
The invention relates to a rotary drilling rig coordinated with percussion drill hole-forming construction method which comprises forming field, locating and paying off, measuring elevation, calculating rotary digging depth and installing a plurality of temperature sensors in a permanent steel protective cylinder; rechecking a pile position; rotationally digging and drilling into a tundra layer; burying a temporary steel protective cylinder; measuring the depth of a hole and checking the formed hole; burying the permanent steel protective cylinder into a non-tundra layer; pulling out the temporary steel protective cylinder and moving a machine to conduct next construction of forming the hole rotationally; secondarily locating and sampling; locating a percussion drill; punching the hole; meanwhile digging a mud pit, producing mud and pouring the mud into the hole; secondarily measuring the depth of the hole and checking the formed hole; cleaning the hole; processing a reinforcing cage and hanging the reinforcing cage; installing a guide tube and conducting a water sealing test on the guide tube; measuring sediment and pouring concrete underwater; and curing the concrete. The rotary drilling rig coordinated with percussion drill hole-forming construction method offers a feasible technical measure for socketed pile construction and road repairing on frozen earth on island shape frozen earth area at high altitude in China and has notable economic benefit.
Description
Technical field
The present invention relates to a kind of job practices, particularly a kind ofly hold the frozen soil pile rotary drilling rig at high latitude island-shaped permafrost soil district's embedding rock end and coordinate percussive drill drilling construction method.
Technical background
Frozen soil section geological condition is mainly silty clay, and substratum mostly is completely decomposed to little weathered granite, and has certain embedding rock degree of depth, frozen soil paragraph to be in for many years in Marsh Wetland.
The impact drilling method is fit to the construction of embedding rock end bearing pile under the general geology condition.But Frozen Ground Area is because rate of penetration is slower, and thermal agitation is large, the collapse hole phenomenon easily occurs, directly adopts the impact drilling can't satisfy the requirement of the regional pile foundation construction of segregated frozen ground.
Revolving the advantage of digging boring is exactly that speed is fast, does not need mud off, can carry out the dry method pore-forming, can reduce disturbance and interchange of heat to the segregated frozen ground layer.Revolve and dig brill and be fit to the soil layers constructions such as sand, cohesive soil, slity soil, but can not creep into the rock stratum, the utilization rate in rock location is lower, so this scheme also can't satisfy the requirement of segregated frozen ground Pile.
Therefore, demand developing a kind of new method that high latitude segregated frozen ground area embedding for many years rock end holds the frozen soil pile driving construction that is applicable to---rotary drilling rig cooperation percussive drill drilling construction method urgently.
Summary of the invention
The object of the invention is to, coordinate percussive drill drilling construction method by a kind of rotary drilling rig is provided, to solve the problem of holding the Pile in Frozen Soil construction at the regional embedding rock end of high latitude segregated frozen ground construction for many years.
The present invention adopts following technological means to realize:
A kind of rotary drilling rig coordinates percussive drill drilling construction method, comprises levelling of the land, location unwrapping wire, and is further comprising the steps of:
1.1. the mensuration absolute altitude calculates to revolve and digs the degree of depth;
1.2. check the stake position;
1.3. rotary drilling rig is in place;
1.4. bury the temporary steel casing underground; Revolve to dig and creep into;
1.5. measure hole depth, revolve and scrape out the hole and check;
1.6 make permanent steel casing, casing is coated with the asphalt residue of 1 cm thick outward, reduces the hydrophilicrty of casing external surface, reduces frozen soil to the uplift force of pile foundation; In permanent steel casing, several temperature pick ups are installed;
1.7. continue to creep into, pass frozen soil layer, bury permanent casing underground, go deep into non-frozen soil layer;
1.8. extract the temporary steel casing;
1.9. carry out secondary location setting-out;
1.10. percussive drill location;
1.11. mud pit excavation simultaneously, slurrying, slip casting in the hole; Impact holing;
1.12. measure for the second time hole depth, the pore-forming inspection;
1.13. clear hole;
1.14. reinforcing cage processing, reinforcing bar cage hoisting, mounting temperature sensor is filled in the hidden inspection report of reinforcing cage;
1.15. carry out the conduit water test; Conduit is installed;
1.16. the mensuration sediment, as exceed requirement and carry out the secondary sediment; If the qualified underwater concrete that carries out pours into;
1.17. concrete curing; The coarse-grained soil backfill that system is mixed with residual oil in space, the casing outside is closely knit;
1.18. the above permanent casing of cutting design of pile top absolute altitude, the cutter pile crown is to design elevation, and pile foundation quality is checked.
The described permanent steel casing of step 1.6, the degree of depth exceeds over frozen soil layer upper limit 50cm, surpasses frozen soil layer lower limit 50cm; Its diameter is greater than design stake footpath 10cm; After permanent steel casing is laid, extract the temporary steel casing, remove rotary drilling rig, carry out next Pile in Frozen Soil frozen soil section construction.The described slurrying of step 1.11; Proportion 1.2～1.05, viscosity 16～22 seconds, sand factor 8～4%.
The described clear hole of step 1.13; Slurry method clear hole is changed in employing, and drill bit is lifted from 10～20cm at the bottom of the hole, is pressed into the pure mud of proportion 1.10～1.20 with middling speed, the more mud of scum silica frost in boring is swapped out, until after reaching the requirement in hole clearly, can propose drill bit; Mud balance behind clear hole between 1.03～1.10, viscosity 17～20Pas; Sand factor＜2%; Colloidity＞98%.
The described mounting temperature sensor of step 1.14 is five, and the first temperature pick up is arranged on the pile body top.The second temperature pick up is arranged on the frozen soil upper limit top, and three-temperature sensor is arranged on frozen soil section middle part, and the 4th temperature pick up is arranged on frozen soil section lower limit bottom, and the 5th temperature pick up is arranged on the pile body bottom; The control line of said temperature sensor is fixed wire is guided to more than ground by reinforcing cage and is connected with control appliance.
The described diameter of burying the temporary steel casing underground of step 1.4 is than the stake large 40cm in footpath, and length is 3m, and wall thickness is 10mm.
The present invention compared with prior art has following obvious advantage and beneficial effect:
The present invention uses rotary drilling rig and coordinates Churn drill relay bore forming technique to hold Pile in Frozen Soil to high latitude island-shaped permafrost soil area bridge embedding rock end to process, for providing feasible technological means at China's northeast shape Frozen Ground Area building highway, adopt rotary drilling rig to coordinate Churn drill relay bore forming technique, guarantee construction quality, proposed a kind of method that new solution high latitude segregated frozen ground area embedding for many years rock end holds the frozen soil pile driving construction.
Description of drawings
Fig. 1 is the flow chart that rotary drilling rig of the present invention coordinates percussive drill drilling construction method;
Fig. 2 is the schematic diagram of burying underground of interim casing and permanent steel casing;
Fig. 3 is the scheme of installation of temperature pick up.
Wherein, 1 is permanent steel casing, and 2 is interim casing, and 3 is the frozen soil section, and 4 is the frozen soil section upper limit, and 5 is frozen soil section lower limit, and 6 is non-frozen soil section.11 is the first temperature pick up, and 12 is the second temperature pick up, and 13 is three-temperature sensor, and 14 is the 4th temperature pick up, and 15 is the 5th temperature pick up.
The specific embodiment
Below in conjunction with Figure of description, the specific embodiment of the present invention is illustrated:
See also shown in Figure 1ly, be that rotary drilling rig of the present invention coordinates the flow chart of percussive drill drilling construction method.
The construction plant reaches " three supplies and one leveling ", builds the road of marching into the arena, and the erecting power lines road guarantees construction water, lays the thick gravel working cushion layer of 50～100cm in the 3 meters scopes in rig working platform zone and both sides.
Around boring Active workings, the gutter is set.
Ground, underground obstacle, pipeline in boundary of works area to clear up or change move complete.
Rotary digging drilling hole; For effectively reducing the pore forming process heat to the disturbance of frozen soil around stake, permafrost region frozen soil section pile foundation adopts rotary drilling rig dry method pore-forming.
1, preparation of construction
At first measure setting-out, accurately make each stake position, and stake fender pile all around is set, for center and the absolute altitude of checking at any time stake.The boring place is arranged, adopts to fill out generation and digs, and reduces the thermal agitation that the original ground excavation is caused.Polystyrene thermal insulation plate is laid in motor radiating part position under rig substructure, to reduce, the heat of foundation soil is invaded.
2, bury interim casing 2 underground; See also shown in Figure 2ly, be the schematic diagram of burying underground of interim casing and permanent steel casing.As can be seen from the figure, 1 is permanent steel casing, and 2 is interim casing, and 3 is the frozen soil section, and 4 is the frozen soil section upper limit, and 5 is frozen soil section lower limit, and 6 is non-frozen soil section.
See also shown in Figure 3ly, at the permanent interior set temperature sensor of steel casing 1, place altogether in the present embodiment five temperature pick ups, be respectively the first temperature pick up 11, the second temperature pick up 12, the three-temperature sensors 13, the 4th temperature pick up 14, the five temperature pick ups 15.
3, rotary drilling rig pore-forming
(1) interim casing 2 bury underground complete, errorless on inspection after, creep into.Revolve dig creep into be utilize revolve dig the bit drills masthead hydraulic motor toward pressing down, utilize simultaneously to revolve and dig the bit incision soil body, soil is squeezed in hopper, reintroduces outside the hole dump truck of directly packing into.
(2) frozen soil bridge geological condition is mainly silty clay, in drilling process, selects hosqe bit to creep into.
When (3) beginning to creep into, should guarantee that drilling rod is vertical, strengthen drilling rod to soil layer pressure, slow drilling depth adopts high drilling speed, little follow-up amount, all presses and creep into.
(4) in drilling process, protect around the aperture, prevent from when stopping boring for some reason, in time drill bit being proposed outside the hole in the insulated stream hand-hole.In time long-pending soil around the cleaning aperture, guarantee that the aperture is stable, and the boring spoir is transported on request and specified the spoil ground, focuses on.
(5) when creeping into to design elevation, forward dallies a few in the original place, then stops, and promotes drilling rod, must not deepen to creep into during empty boring, and carries when boring and must not turn round drilling rod.
(6) loosened soil cleaning at the bottom of the hole.At the bottom of utilizing hosqe bit with the hole, loosened soil is cleaned out.
4, lay permanent steel casing 1
Revolve dig creep into formation the stake aperture after the assay was approved, lay permanent steel casing 1, permanent steel casing 1 exceeds over frozen soil layer upper limit 50cm, surpasses frozen soil layer lower limit 50cm.Its diameter is greater than design stake footpath 10cm.
After permanent steel casing 1 is laid, extract temporary steel casing 2, remove rotary drilling rig, carry out next Pile in Frozen Soil frozen soil section construction.
5, Churn drill pore-forming;
1, double measurement setting-out
Revolve to dig to bore and remove rear timely recovery pile foundation center and embedding fender pile.
2, Churn drill is in place
Settle Churn drill after the setting-out of drilled pile center, Churn drill must be fixed steadily, prevents from toppling.
3, slurrying
Mud pit and sedimentation basin are established in the scene, and mud property has considerable influence to hole quality and progress, establish the preparation work that the special messenger carries out mud, adopt the high-quality swell soil to add caustic soda and make chemical slurry.Mud satisfies with following index: proportion 1.2～1.05, viscosity 16～22 seconds, sand factor 8～4%.
4, rig is in place
During rigging up, require bit central with playing hanging pulley on same vertical line on drilling cramp, position deviation must not be greater than 2cm.The rigging up base should prop up to be leveled up surely, in case rig tilts or displacement.
6, percussive drilling
Before boring, every preparation is checked, comprise the installation, bit central of main plant and steel casing center deviation etc.
Beginning utilizes drill bit during punching, in the interior pulping of casing 1, and start slush pump and circulate, until mud evenly after with low-grade, begin rig at a slow speed, make casing 1 pin place that firmly mud off be arranged.After being drilled into 100 centimetres of casing 1 underfooting, can creep into normal speed by the soil property situation.
Wanting in boring procedure has certain head height in retaining hole, and will prevent that the metal tools such as spanner, pipe wrench or other foreign matter from dropping in the hole, damages drill bit of drilling machine.Creep into operation and must keep continuity, want when promoting drill bit steadily must not collide casing 1 or hole wall.
7, clear hole
After boring reached the drawing prescribed depth, beginning is clear hole once.Slurry method clear hole is changed in employing.Drill bit is lifted from 10～20cm at the bottom of the hole, be pressed into the pure mud of proportion 1.10～1.20 with middling speed, the more mud of scum silica frost in boring is swapped out, until after reaching the requirement in hole clearly, can propose drill bit.Must remain original head height in the hole in the process of clear hole, in case collapse hole.
8, verify
Use special-purpose verify device or self-control reinforcing cage verify device to test, the inspecting hole device adopts external diameter to equal the drilled pile reinforcing cage diameter to add 10cm (but being not more than bit diameter), and length is not less than 4～6D(D and is a stake footpath) reinforcing cage of rice hangs in.After finished in clear hole, precipitation thickness should meet drawing requirement and code requirement.Mud balance behind clear hole between 1.03～1.10, viscosity 17～20Pas; Sand factor＜2%; Colloidity＞98%.
Fabrication of reinforcing cage and installation; Concentrate merogenesis to make at the reinforcing bar processing space, weld, tie up hole forming.First crooked rear welding during the overlap welding of reinforcing bar master muscle, two reinforcing bar axis must be point-blank.Reinforcing cage generally divides 2-4 joint, and main muscle joint considers by the joint area 50% that staggers, and the clear distance that staggers is greater than 30d and be not less than 50cm, adopts double welding, the long 5d of weld seam.The reinforcing cage spreading adopts one side welding, and fusion length makes 10d+4cm, and weld width is 0.7d, but is not less than 10mm, and the degree of depth is 0.25d, but is not less than 4mm, and weld seam is full, the bad phenomenon such as surperficial pore-free, slag inclusion, crackle, depression, overlap.After good under reinforcing cage, should check its center, and take reinforcement measure in case because pour concrete is shifted, require simultaneously reinforcing cage is taked to prevent the floating measure, the reinforcing cage position deviation is not more than 2cm, and the absolute altitude deviation is not more than ± 2cm.When the pre-buried sound detecting pipe of needs, the sound detecting pipe lower end welds with the steel plate back cover, and checks whether it is closely knit, then is fixed on reinforcing cage with U-shaped reinforcing bar take the plane included angle as 120 degree, when building concrete, it is filled clear water, and the mouth of pipe clogs with stopper.At the bottom of pile foundation, in the element concrete, sound detecting pipe must be fixed, the steel-pipe welding of sound detecting pipe joint use Φ 70mm.
After completing fabrication of reinforcing cage, with crane or the timely install reinforcing cage of tower crane, at aperture welding spreading.
Underwater concrete pouring; After the pile foundation pore-forming, lay as early as possible reinforcing cage, carry out concrete pouring, reduce the standby time of pore-forming.The pile foundation concrete adopts low temperature, strong, durable, freeze proof concrete early, reduces the concrete heat of hydration to the thermal agitation of ever-frozen ground.
Tremie method is adopted in the underwater concrete perfusion.To do before conduit uses first and close water and tensile test, and tube coupling is numbered, placed in the middle after hand-hole, when pouring into first batch of concrete, the distance of conduit end opening at the bottom of the hole is controlled in 250～400mm scope, and concrete adopts delivery pump to send into funnel, and is discharged into immediately conduit and directly pours into a mould.Coordinate drilling cramp to hang, dismantle conduit with a 25t crane simultaneously.
The quantity of first batch of concrete perfusion should guarantee that the first buried depth of conduit is not less than 1.0m.First side's amount of filling with concrete is calculated according to the formula of standard.The first batch of concrete of ball method perfusion is pulled out in employing, and in whole casting process, conduit buried depth in concrete should be controlled in 2～6m scope.Should also in time adjust depth of tremie through sounding lead exploration hole inner concrete face commonly used position in filling process.When concrete rises to design elevation, because affecting lining rope, mud sediment can't measure the concrete face, in time survey with bamboo pole.In order to ensure stake top quality, the stake of perfusion top mark is high should exceed 150cm than design more than, to guarantee a stake top concrete strength.
The cutting of permanent casing 1, cutter pile crown, end product quality check; Concrete strength surpassed after 7 days, began to excavate the above pile crown surrounding of the design of pile top absolute altitude soil body, and the excavation scope satisfies Zhi Limo type needs.The permanent casing of the above part of cutting design of pile top absolute altitude is abolished pile crown, carries out the end product quality check.
Pile foundation is returned and is frozen; After pile concrete perfusion, must wait all foundation soils of stake to return to freeze to reach the construction that to carry out after designing requirement more than cushion cap partly.For this reason, must strengthen back freezing monitoring, for the subsequent handling construction provides scientific basis.
The first temperature pick up 11 is embedded in the pile body top, the second temperature pick up 12 is embedded in the frozen soil upper limit top, three-temperature sensor 13 is embedded in the middle part of the frozen soil section, bottom the 4th temperature pick up 14 frozen soil lower limits, the 5th temperature pick up 15 is arranged on each of a bottom, fix temperature pick up with iron wire respectively, and more than along reinforcing cage, wire being guided to ground, prevent from damaging.First geodetic temperature and environment temperature before pour concrete, and make a record.After the concrete cast, detect the temperature of 5 with temperature measurer, and make a record.After temperature tends towards stability, namely represent back to freeze and complete.
It should be noted that at last: above embodiment is only in order to illustrate the present invention and unrestricted technical scheme described in the invention; Therefore, although this manual has been described in detail the present invention with reference to each above-mentioned embodiment,, those of ordinary skill in the art should be appreciated that still and can modify or be equal to replacement the present invention; And all do not break away from technical scheme and the improvement thereof of the spirit and scope of the present invention, and it all should be encompassed in the middle of claim scope of the present invention.
Claims (6)
1. a rotary drilling rig coordinates percussive drill drilling construction method, comprises levelling of the land, location unwrapping wire, characterized by further comprising following steps:
1.1. the mensuration absolute altitude calculates to revolve and digs the degree of depth;
1.2. check the stake position;
1.3. rotary drilling rig is in place;
1.4. bury the temporary steel casing underground; Revolve to dig and creep into;
1.5. measure hole depth, revolve and scrape out the hole and check;
1.6 make permanent steel casing, the outer pitching residual oil of casing, the hydrophilicrty of minimizing casing external surface reduces frozen soil to the uplift force of pile foundation;
1.7. continue to creep into, pass frozen soil layer, bury permanent casing underground, go deep into non-frozen soil layer;
1.8. extract the temporary steel casing;
1.9. carry out secondary location setting-out;
1.10. percussive drill location;
1.11. mud pit excavation simultaneously, slurrying, slip casting in the hole; Impact holing;
1.12. measure for the second time hole depth, the pore-forming inspection;
1.13. clear hole;
1.14. reinforcing cage processing, mounting temperature sensor, reinforcing bar cage hoisting is filled in the hidden inspection report of reinforcing cage;
1.15. carry out the conduit water test; Conduit is installed;
1.16. the mensuration sediment, as exceed requirement and carry out the secondary sediment; If the qualified underwater concrete that carries out pours into;
1.17. concrete curing; The coarse-grained soil backfill that system is mixed with residual oil in space, the casing outside is closely knit;
1.18. the above permanent casing of cutting design of pile top absolute altitude, the cutter pile crown is to design elevation, and pile foundation quality is checked.
2. a kind of rotary drilling rig according to claim 1 coordinates percussive drill drilling construction method, and it is characterized in that: the described rotary drilling rig of step 1.3 is the Churn drill pore-forming.
3. a kind of rotary drilling rig according to claim 1 coordinates percussive drill drilling construction method, and it is characterized in that: the described percussive drill of step 1.10 is the Churn drill pore-forming.
4. a kind of rotary drilling rig according to claim 1 coordinates percussive drill drilling construction method, it is characterized in that: the described permanent steel casing of step 1.6, exceed over frozen soil layer upper limit 50cm, and surpass frozen soil layer lower limit 50cm; Its diameter is greater than design stake footpath 10cm; After permanent steel casing is laid, extract the temporary steel casing, remove rotary drilling rig, carry out next Pile in Frozen Soil frozen soil section construction.
5. a kind of rotary drilling rig according to claim 1 coordinates percussive drill drilling construction method, it is characterized in that: the described diameter of burying the temporary steel casing underground of step 1.4 is than the stake large 40cm in footpath, and length is 3m, and wall thickness is 10mm.
6. a kind of rotary drilling rig according to claim 1 coordinates percussive drill drilling construction method, and it is characterized in that: the described mounting temperature sensor of step 1.14 is five, and the first temperature pick up is arranged on the pile body top; The second temperature pick up is arranged on the frozen soil upper limit top; Three-temperature sensor is arranged in the middle part of the frozen soil section; The 4th temperature pick up is arranged on bottom frozen soil section lower limit; The 5th temperature pick up is arranged on bottom pile body; The control line of said temperature sensor is fixed wire is guided to more than ground by reinforcing cage and is connected with control appliance.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013100608845A CN103088814A (en) | 2013-02-27 | 2013-02-27 | Rotary drilling rig coordinated with percussion drill hole-forming construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013100608845A CN103088814A (en) | 2013-02-27 | 2013-02-27 | Rotary drilling rig coordinated with percussion drill hole-forming construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN103088814A true CN103088814A (en) | 2013-05-08 |
Family
ID=48201905
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2013100608845A Pending CN103088814A (en) | 2013-02-27 | 2013-02-27 | Rotary drilling rig coordinated with percussion drill hole-forming construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103088814A (en) |
Cited By (28)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103334443A (en) * | 2013-06-27 | 2013-10-02 | 中建七局安装工程有限公司 | Mud cement pebble layer composite geological impacting hole forming dewatering well construction method |
| CN103422499A (en) * | 2013-08-21 | 2013-12-04 | 国家电网公司 | Inner and outer pile casing construction method for frozen soil area pile foundation |
| CN103541352A (en) * | 2013-08-02 | 2014-01-29 | 中冶集团武汉勘察研究院有限公司 | Underground and overground continuous construction method for major-diameter high flat bed pile in sandy soil stratum |
| CN103711121A (en) * | 2014-01-16 | 2014-04-09 | 上海强劲地基工程股份有限公司 | Construction method for undisturbed soil pressure irrigation concrete pile with down-mounted pile top |
| CN104453705A (en) * | 2014-11-14 | 2015-03-25 | 中铁二十一局集团第三工程有限公司 | Secondary forming method for large-hole-diameter cast-in-place pile rotary drilling rig |
| CN105275381A (en) * | 2014-05-28 | 2016-01-27 | 宏润建设集团股份有限公司 | Drilling construction method for water-rich cobble stratum by utilizing impact drill |
| CN105464122A (en) * | 2015-11-18 | 2016-04-06 | 中铁大桥勘测设计院集团有限公司 | Construction method for major-diameter hollow pile sinking foundation |
| CN106087997A (en) * | 2016-07-26 | 2016-11-09 | 中铁建大桥工程局集团第五工程有限公司 | A kind of high latitude, high and cold Permafrost Area drilled pile construction engineering method |
| CN106351575A (en) * | 2016-11-07 | 2017-01-25 | 赵宽学 | Hole-protecting and pile-drilling method |
| CN107165160A (en) * | 2017-07-19 | 2017-09-15 | 上海宝冶集团有限公司 | Electric drill bores construction filling pile construction engineering method with rotary digging relay |
| CN107237323A (en) * | 2017-05-23 | 2017-10-10 | 中铁建大桥工程局集团第工程有限公司 | Major diameter super thick boulder bed forming hole method |
| CN107326765A (en) * | 2017-08-25 | 2017-11-07 | 中铁西北科学研究院有限公司 | Handle segregated frozen ground ground lime pile and its construction method |
| CN107503344A (en) * | 2017-08-01 | 2017-12-22 | 石家庄市道桥管理处 | The construction method of turnover type merogenesis steel pile casting retaining wall manually digging hole filling pile |
| CN109137957A (en) * | 2018-09-19 | 2019-01-04 | 上海市机械施工集团有限公司 | A kind of pile base construction method |
| CN109356530A (en) * | 2018-12-19 | 2019-02-19 | 宁波市政工程建设集团股份有限公司 | A kind of soft soil foundation rotary drilling rig job platform and application method |
| CN109653196A (en) * | 2018-11-23 | 2019-04-19 | 中国五冶集团有限公司 | A kind of depth mound backfill reaming casing method |
| CN109797740A (en) * | 2019-03-27 | 2019-05-24 | 湖北中南岩土工程有限公司 | A kind of cast-in-situ bored pile and its construction method across underground civil defence structure |
| CN109797749A (en) * | 2019-01-21 | 2019-05-24 | 中铁四局集团第三建设有限公司 | A kind of underwater foundation pit construction device and construction method |
| CN110016911A (en) * | 2019-05-05 | 2019-07-16 | 中国建筑一局(集团)有限公司 | A kind of depth casing mechanical hole building bore forming technique |
| CN110067205A (en) * | 2019-05-15 | 2019-07-30 | 中交二公局第四工程有限公司 | A kind of permanent protecting tube embedding construction method of bridge pier column outsourcing |
| CN110485413A (en) * | 2019-07-31 | 2019-11-22 | 中国铁建港航局集团有限公司 | One kind closing on subway overpass pile foundation combined type protection fast pore-creating method |
| CN111577119A (en) * | 2019-01-31 | 2020-08-25 | 中交二公局第一工程有限公司 | Device and method for cooperatively forming hole by combining rotary drilling and impact drilling |
| CN111894450A (en) * | 2020-07-27 | 2020-11-06 | 中交路桥建设有限公司 | Combined construction method for percussion drill and rotary drill in thick sand gravel layer |
| CN112411574A (en) * | 2020-10-23 | 2021-02-26 | 浙江毕姆信息科技有限公司 | Old bridge pile position original site impact drill matched rotary drilling hole forming construction method |
| CN113235575A (en) * | 2020-12-15 | 2021-08-10 | 陈汝连 | Construction method of rotary excavated pile in bridge construction |
| CN114232607A (en) * | 2021-11-27 | 2022-03-25 | 中铁二十二局集团第一工程有限公司 | Frozen soil section drilled pile construction process |
| CN114703831A (en) * | 2022-04-20 | 2022-07-05 | 山西四建集团有限公司 | Construction method of reinforced concrete cast-in-place pile under complex geological condition |
| CN115897557A (en) * | 2022-11-28 | 2023-04-04 | 中交四航局第一工程有限公司 | Construction method of 610 full-casing bored pile in deep sand layer |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1197151A (en) * | 1998-05-06 | 1998-10-28 | 程天森 | Boring pile shaping method and its appts. |
| JP2004332529A (en) * | 2003-04-18 | 2004-11-25 | Atsushi Kato | Drilling method for collapse ground, lock bolt working method, and ground anchor working method |
| CN101250869A (en) * | 2008-04-03 | 2008-08-27 | 中铁十三局集团第四工程有限公司 | Method for pore-creating of geology with aleurite layer of upper part and middle, slightly weathered siltstone layer of lower part |
| JP2011137318A (en) * | 2009-12-28 | 2011-07-14 | Daiho Constr Co Ltd | Construction method and apparatus for cast-in-place pile |
| CN102226340A (en) * | 2011-04-15 | 2011-10-26 | 中国一冶集团有限公司 | Construction method for rock-entering cast-in-situ bored piles with diameter of less than 1.5m |
-
2013
- 2013-02-27 CN CN2013100608845A patent/CN103088814A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1197151A (en) * | 1998-05-06 | 1998-10-28 | 程天森 | Boring pile shaping method and its appts. |
| JP2004332529A (en) * | 2003-04-18 | 2004-11-25 | Atsushi Kato | Drilling method for collapse ground, lock bolt working method, and ground anchor working method |
| CN101250869A (en) * | 2008-04-03 | 2008-08-27 | 中铁十三局集团第四工程有限公司 | Method for pore-creating of geology with aleurite layer of upper part and middle, slightly weathered siltstone layer of lower part |
| JP2011137318A (en) * | 2009-12-28 | 2011-07-14 | Daiho Constr Co Ltd | Construction method and apparatus for cast-in-place pile |
| CN102226340A (en) * | 2011-04-15 | 2011-10-26 | 中国一冶集团有限公司 | Construction method for rock-entering cast-in-situ bored piles with diameter of less than 1.5m |
Non-Patent Citations (2)
| Title |
|---|
| 李海利: "青藏铁路多年冻土区钻孔桩钻孔施工技术", 《内蒙古科技与经济》, no. 12, 31 December 2006 (2006-12-31) * |
| 杨中波等: "冲击钻和旋挖钻机结合成孔技术在灌注桩施工中的应用", 《城市建设理论研究（电子版）》, no. 34, 31 December 2011 (2011-12-31), pages 1 - 2 * |
Cited By (37)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103334443A (en) * | 2013-06-27 | 2013-10-02 | 中建七局安装工程有限公司 | Mud cement pebble layer composite geological impacting hole forming dewatering well construction method |
| CN103541352A (en) * | 2013-08-02 | 2014-01-29 | 中冶集团武汉勘察研究院有限公司 | Underground and overground continuous construction method for major-diameter high flat bed pile in sandy soil stratum |
| CN103541352B (en) * | 2013-08-02 | 2015-08-26 | 中冶集团武汉勘察研究院有限公司 | A kind of at ground, sandy soil stratum major diameter Vertical spots underground continuous construction method |
| CN103422499A (en) * | 2013-08-21 | 2013-12-04 | 国家电网公司 | Inner and outer pile casing construction method for frozen soil area pile foundation |
| CN103422499B (en) * | 2013-08-21 | 2016-03-02 | 国家电网公司 | Casing construction method inside and outside a kind of permafrost region pile foundation |
| CN103711121A (en) * | 2014-01-16 | 2014-04-09 | 上海强劲地基工程股份有限公司 | Construction method for undisturbed soil pressure irrigation concrete pile with down-mounted pile top |
| CN103711121B (en) * | 2014-01-16 | 2016-03-23 | 上海强劲地基工程股份有限公司 | The underlying original state in stake top fetches earth the construction method of cast-with-pressure concrete pile |
| CN105275381A (en) * | 2014-05-28 | 2016-01-27 | 宏润建设集团股份有限公司 | Drilling construction method for water-rich cobble stratum by utilizing impact drill |
| CN104453705B (en) * | 2014-11-14 | 2017-01-25 | 中铁二十一局集团第三工程有限公司 | Secondary forming method for large-hole-diameter cast-in-place pile rotary drilling rig |
| CN104453705A (en) * | 2014-11-14 | 2015-03-25 | 中铁二十一局集团第三工程有限公司 | Secondary forming method for large-hole-diameter cast-in-place pile rotary drilling rig |
| CN105464122A (en) * | 2015-11-18 | 2016-04-06 | 中铁大桥勘测设计院集团有限公司 | Construction method for major-diameter hollow pile sinking foundation |
| CN106087997A (en) * | 2016-07-26 | 2016-11-09 | 中铁建大桥工程局集团第五工程有限公司 | A kind of high latitude, high and cold Permafrost Area drilled pile construction engineering method |
| CN106351575A (en) * | 2016-11-07 | 2017-01-25 | 赵宽学 | Hole-protecting and pile-drilling method |
| CN107237323A (en) * | 2017-05-23 | 2017-10-10 | 中铁建大桥工程局集团第工程有限公司 | Major diameter super thick boulder bed forming hole method |
| CN107165160A (en) * | 2017-07-19 | 2017-09-15 | 上海宝冶集团有限公司 | Electric drill bores construction filling pile construction engineering method with rotary digging relay |
| CN107503344A (en) * | 2017-08-01 | 2017-12-22 | 石家庄市道桥管理处 | The construction method of turnover type merogenesis steel pile casting retaining wall manually digging hole filling pile |
| CN107326765A (en) * | 2017-08-25 | 2017-11-07 | 中铁西北科学研究院有限公司 | Handle segregated frozen ground ground lime pile and its construction method |
| CN107326765B (en) * | 2017-08-25 | 2023-03-28 | 中铁西北科学研究院有限公司 | Lime pile for treating island-shaped frozen soil foundation and construction method thereof |
| CN109137957A (en) * | 2018-09-19 | 2019-01-04 | 上海市机械施工集团有限公司 | A kind of pile base construction method |
| CN109653196A (en) * | 2018-11-23 | 2019-04-19 | 中国五冶集团有限公司 | A kind of depth mound backfill reaming casing method |
| CN109356530A (en) * | 2018-12-19 | 2019-02-19 | 宁波市政工程建设集团股份有限公司 | A kind of soft soil foundation rotary drilling rig job platform and application method |
| CN109797749A (en) * | 2019-01-21 | 2019-05-24 | 中铁四局集团第三建设有限公司 | A kind of underwater foundation pit construction device and construction method |
| CN109797749B (en) * | 2019-01-21 | 2021-06-25 | 中铁四局集团第三建设有限公司 | Underwater foundation pit construction device and construction method |
| CN111577119A (en) * | 2019-01-31 | 2020-08-25 | 中交二公局第一工程有限公司 | Device and method for cooperatively forming hole by combining rotary drilling and impact drilling |
| CN111577119B (en) * | 2019-01-31 | 2023-09-01 | 中交二公局第一工程有限公司 | Cooperative hole forming device and method combining rotary drilling bit and impact drilling bit |
| CN109797740A (en) * | 2019-03-27 | 2019-05-24 | 湖北中南岩土工程有限公司 | A kind of cast-in-situ bored pile and its construction method across underground civil defence structure |
| CN110016911A (en) * | 2019-05-05 | 2019-07-16 | 中国建筑一局(集团)有限公司 | A kind of depth casing mechanical hole building bore forming technique |
| CN110067205A (en) * | 2019-05-15 | 2019-07-30 | 中交二公局第四工程有限公司 | A kind of permanent protecting tube embedding construction method of bridge pier column outsourcing |
| CN110067205B (en) * | 2019-05-15 | 2020-07-24 | 中交二公局第四工程有限公司 | Construction method for embedding permanent steel pile casing wrapped outside bridge pier stud |
| CN110485413A (en) * | 2019-07-31 | 2019-11-22 | 中国铁建港航局集团有限公司 | One kind closing on subway overpass pile foundation combined type protection fast pore-creating method |
| CN110485413B (en) * | 2019-07-31 | 2021-01-05 | 中国铁建港航局集团有限公司 | Combined type protection rapid hole forming method for pile foundation of viaduct adjacent to subway |
| CN111894450A (en) * | 2020-07-27 | 2020-11-06 | 中交路桥建设有限公司 | Combined construction method for percussion drill and rotary drill in thick sand gravel layer |
| CN112411574A (en) * | 2020-10-23 | 2021-02-26 | 浙江毕姆信息科技有限公司 | Old bridge pile position original site impact drill matched rotary drilling hole forming construction method |
| CN113235575A (en) * | 2020-12-15 | 2021-08-10 | 陈汝连 | Construction method of rotary excavated pile in bridge construction |
| CN114232607A (en) * | 2021-11-27 | 2022-03-25 | 中铁二十二局集团第一工程有限公司 | Frozen soil section drilled pile construction process |
| CN114703831A (en) * | 2022-04-20 | 2022-07-05 | 山西四建集团有限公司 | Construction method of reinforced concrete cast-in-place pile under complex geological condition |
| CN115897557A (en) * | 2022-11-28 | 2023-04-04 | 中交四航局第一工程有限公司 | Construction method of 610 full-casing bored pile in deep sand layer |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103088814A (en) | Rotary drilling rig coordinated with percussion drill hole-forming construction method | |
| CN104631470B (en) | The large particle diameter sand gravel of high water level geology deep basal pit combination supporting construction method | |
| CN107524138B (en) | Construction method of ultra-deep foundation pit underground diaphragm wall | |
| CN203846485U (en) | Long pile percussion drill hole forming construction device | |
| CN105887813A (en) | Large-diameter super-long pile construction method in karst area through full-casing pipe full rotating and rotary drilling | |
| CN106988302B (en) | A kind of high inclination-angle competent bed rotary digging pile driving construction engineering method | |
| CN104747088B (en) | A kind of leafy hosqe bit of cast-in-situ bored pile list waist and drilling construction method | |
| CN105239563A (en) | Dry-method hole forming filling pile structure for post-grouting matched rotary drilling rig and construction method | |
| CN105275381B (en) | Impact drill drilling construction method in rich water pebble layer | |
| CN109555116A (en) | A kind of high density karst intense development area fully-sleeved filled pile construction method | |
| AU2021106928A4 (en) | Construction method for excavation of deep pit with triaxial mixing pile waterstop curtains and rotary bored cast-in-place pile supports | |
| CN102720186B (en) | Underwater once pouring method for variable cross-section bored cast-in-place pile | |
| CN103266599B (en) | The dry construction method of digging drilling pile of soil skerry ground churning driven | |
| CN104110028B (en) | A kind of dry operation boring is without the cast-in-place pile construction method of water law concrete perfusion | |
| CN104895055A (en) | Building grouting pile foundation construction method | |
| CN106917409A (en) | A kind of rock lid weight consolidation grouting construction method | |
| CN102635113A (en) | Construction method for hydraulic vibrating sinking pipe cast-in-place piles | |
| CN103924585A (en) | Novel method for constructing wind power rock-embedded pile | |
| CN103526747A (en) | Construction method for impact holing of filling pile in tidal environment | |
| CN102966111A (en) | Construction method for anchoring steel pipe pile on steep bare rock without covering layer in deep water and rapids | |
| CN104153371A (en) | Grouting-to-stop-water construction method of underwater rubble bed | |
| CN205748469U (en) | Many Information Field monitoring systems of a kind of reservoir landslide | |
| CN104164881A (en) | Piling wall overlapping cantilever foundation pit support construction method and structure | |
| CN204174625U (en) | The superimposed cantilever foundation pit supporting construction of a kind of piling wall | |
| CN106758759B (en) | A kind of trestle pile foundation and its anchoring process for deep water drift net riverbed |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20130508 |