CN103290840A - Prestressed pipe pile construction method under boulder group geological conditions - Google Patents
Prestressed pipe pile construction method under boulder group geological conditions Download PDFInfo
- Publication number
- CN103290840A CN103290840A CN2013102729153A CN201310272915A CN103290840A CN 103290840 A CN103290840 A CN 103290840A CN 2013102729153 A CN2013102729153 A CN 2013102729153A CN 201310272915 A CN201310272915 A CN 201310272915A CN 103290840 A CN103290840 A CN 103290840A
- Authority
- CN
- China
- Prior art keywords
- pile
- hole
- construction
- pipe pile
- pipe
- 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
- Piles And Underground Anchors (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The invention relates to a pipe pile construction method, in particular to a prestressed pipe pile construction method under boulder group geological conditions. According to the method, a down-the-hole hammer drilling process is adopted for guide hole construction; during pile sinking construction, first cement mortar is poured in a pile hole, and then a static pile driver is utilized to press a pipe pile into the pile hole; during pile head fixing construction, a #-shaped fixing frame formed by connecting fasteners is utilized to fix a pile head through a steel pipe at the position of an orifice of the pile hole, a splayed steel pipe is adopted to support two ends of the #-shaped fixing frame, the lower end of the steel pipe is embedded in a soil layer; and after the cement mortar is hardened and is integrated with surrounding rock stratums and the pipe pile, prestressed pipe pile construction is finished. According to the prestressed pipe pile construction method, a hole forming speed is quick, a construction period is short, and construction cost can be reduced by over 10%; by adopting a mode of pouring the cement mortar in the guide hole, pipe pile side pressure, end bearing capacity and the position of the pile side can be guaranteed, and side-direction stress safety of the pipe pile can be guaranteed; a pile head fixing head is simple, construction is convenient, verticality of the pipe pile is guaranteed, and bearing capacity of the prestressed pipe pile is also effectively improved.
Description
Technical field
The present invention relates to pipe pile construction method, specifically is a kind of boulder group geological conditions lower prestress pipe pile construction method.
Background technology
At present, equipment such as rotary drilling rig, jump bit, clean-out machine, a complete set of pipe full circle swinging rig are generally adopted in the hole of drawing in the tube pile construction, these equipment exist to some extent all that drilling tool quick abrasion, drilling rod easy fracture, mud contamination are serious, construction quality does not have shortcomings such as guarantee, and for the hole of drawing under the boulder group geological conditions, there is speed of fulfiling hole again in the said equipment slowly or even is difficult to finish the problem of drawing the hole; In pile sinking and the fixing construction of stake, since draw bore dia greater than the pile tube diameter, to draw hole depth long greater than stake, most of employing is filled finger stone and is fixed pile tube between hole wall and pile tube, can't guarantee the pile tube vertical precision, also can't guarantee the bearing capacity of pile tube, pile tube integral construction quality is produced a very large impact.
Summary of the invention
The present invention is intended to solve the problems referred to above that tube pile construction exists under the existing boulder group geological conditions, and provide a kind of speed of fulfiling hole fast, save construction cost, guarantee the pile tube bearing capacity, prevent that pile crown from producing the boulder group geological conditions lower prestress pipe pile construction method of displacement because of horizontal force action.
The technical scheme that the present invention solves its technical problem employing is:
A kind of boulder group geological conditions lower prestress pipe pile construction method comprises the measurement of stake position and location, draws fixedly construction sequence of hole, pile sinking, pile crown, wherein:
(1) draws the hole construction: adopt down-the-hole hammer drill to advance technology, after the down-the-hole hammer drill machine is in place, adjust the pile frame verticality, make drilling tool, unit head and position, hole sight alignment, guarantee that the perforate verticality is accurate; Down-the-hole hammer drill advances in the process, drill bit is carried out to impact to hole bed rock stone continuously and is cut a hole, rock forms volumetric fracture under the effect of drill bit impact merit, the fragmented rock powder agglomates is blown off at the bottom of the hole by the air with certain pressure and speed and goes up the helical blade rotation and delivery port reaches into the rock function by the down-the-hole hammer; Boring reaches after the design hole depth at the bottom of the down-the-hole hammer hole to promote with screw rod by the clear hole 2-3 of air pressure minute gets rid of sediment, stops after hole depth and sediment thickness≤50mm meet design requirement after testing; When detecting sediment thickness〉during 50mm, the down-the-hole hammer is descended to carry out asking the second time hole in the hand-hole again, up to satisfying actual requirement;
(2) piling construction: after the pore-forming acceptance(check) of pile tube stake hole, first cement injection mortar in the stake hole, then with static pile press with pile tube pressure pile hole, guarantee vertical precision in the pile tube process of press in, cement mortar did not overflow a hole after pile tube put in place, then mended the cement bonded sand slurry;
(3) the fixing construction of pile crown: pile sinking is after design elevation, keep pile body vertical, stable, utilize two transits bidirectional correcting in length and breadth, after treating that verticality and horizontal level all meet the requirements, the place is fixed pile crown with the groined type fixed mount that fastener connects into by steel pipe in aperture, stake hole, groined type fixed mount and pile tube outer wall match, groined type fixed mount two ends adopt the splayed steel pipe to support, steel pipe supports the upper end and connects the groined type fixed mount with fastener, implant in the soil layer lower end, after pile crown fixedly finishes, carry out checking of pile tube verticality and horizontal level again, guarantee the pile tube vertical precision after, the decoupling device of stake machine, displacement, cement mortar sclerosis back and rock stratum on every side, pile tube condenses into integral body, finishes prestressing pipe pile construction.
Adopt the present invention of technique scheme, compared with prior art have following effect:
1. speed of fulfiling hole is fast, and short construction period under identical operating condition, can be saved construction cost more than 10%; The stratum is applied widely, can provide powerful and boring ability that tool is flexible; Can effectively prevent the bury drills phenomenon of generation when ovum (broken) stone layer is constructed; Be particularly suitable for the construction of bad grounds such as landslide, instability; Machine-tool selective strong, to the place require lowly, be particularly suitable for the medium narrow and small place of massif.
2. take to draw cement injection mortar in the hole, by cement mortar sclerosis back and rock stratum, the pile tube on every side integral body of congealing into, guarantee pile tube collateral resistance and end bearing power and position thereof, and can guarantee pile tube lateral force safety.According to result of the test and related specifications, after implementing the present invention, the bearing capacity of single pile characteristic value meets design requirement, proof is utilized the present invention fixedly treatment effect is obvious to pile tube, have that workable, easy construction, construction noise are little, quality assurance easily, low cost, easy to detect, speed of application soon, advantages such as good, the injecting paste material environmentally safe of pile foundation shock resistance.
3. the pile crown fixing means is simple, and easy construction had both guaranteed the verticality of pile tube, had also improved the supporting capacity of pile for prestressed pipe effectively.Its effect has two aspects: the one, play stabilization, and guaranteed the vertical precision of pile tube, improved the horizontal load ability of pile tube, increase pile perimeter resistance simultaneously; The 2nd, avoid pile tube to descend the corrosive effect of complex environment peripherally, increased the protective effect of pile tube, prolonged total quality and life-span.
Description of drawings
Fig. 1 is process chart of the present invention.
Fig. 2 is tubular pile head fixed pan figure of the present invention.
Fig. 3 be among Fig. 2 A-A to view.
Among the figure: pile tube 1, steel pipe 2, steel pipe supports 3, fastener 4.
The specific embodiment
The invention will be further described below in conjunction with drawings and Examples, and purpose only is to understand better content of the present invention.Therefore, the cited case does not limit protection scope of the present invention.
Referring to Fig. 1, the described boulder group of embodiment of the invention geological conditions lower prestress pipe pile construction method, undertaken by following step:
⑴ stake position is measured and the location:
The measurement of coordinates control point that arranges in the place according to the owner is benchmark, utilize rangefinder, pass through coordinate transformation, corner, range finding, fixed point, emit one by one every group of stake Center stake and with arbitrary of the Center stake coaxial line stake position, other of every group of stake position is then according to working drawing, the Center stake that utilization has been emitted reaches the reference stake with the Center stake coaxial line, emit one by one with invar tape, every group of stake position hammers in the soil layer with timber, and with the red and blue pencil sign of crossing.
⑵ down-the-hole hammer is in place:
The down-the-hole hammer drill machine must check preparing the construction area place in advance before displacement, watch degree of compaction, the planeness in place.Down-the-hole pile machine equipment assembly, accessory weight is big, body is long, needs an excavator coordinative construction during assembling.Rig must have the special messenger to command in shifting process; The good steel plate of place mat; Rig is answered " decide the people and decide machine ".The down-the-hole hammer drill machine is in place, adjusts the pile frame verticality, and the necessary sight alignment in drilling tool, unit head and position, hole guarantees that the perforate verticality is accurate.Rig must send the special messenger that the verticality of rig is observed in executing the brill process, when abnormal conditions occurring, must stop construction immediately.
⑶ down-the-hole hammer drill advances:
Advance in the process at down-the-hole hammer drill, the piston in the high pressure air drives down-the-hole hammer cylinder body that is provided by air compressor machine is done high frequency and is moved back and forth.And the kinetic energy that produces that will move is delivered on the drill bit continuously, makes drill bit obtain certain ballistic work.Drill bit is carried out to impact to hole bed rock stone continuously and is cut a hole under the effect of ballistic work.Rock forms volumetric fracture under the effect of this drill bit impact merit.The fragmented rock powder agglomates is blown off at the bottom of the hole by the air with certain pressure and speed and goes up the helical blade rotation and delivery port reaches into the rock function by the down-the-hole hammer.In the process that cutter advances, down-the-hole hammer equipment carries control verticality function, can guarantee the verticality of pore-forming.
In order to prevent hole deviation, if find that the anti-quantity of slag is few or percussion drilling efficient is low or hole wall when unstable, repeatedly short distance is carried drilling tool in the percussion drilling, falls piece so that bury drills stick of tool accident takes place with anti-collapse.Percussion drilling is namely punched the rock stratum of rockfilling after designing hole depth, drilling tool may be vertically down speed change quickening suddenly, should consider to stop percussion drilling this moment, and drilling tool is back and forth carried drilling tool to drilling tool proposition aperture can be smooth and easy the time up and down.For preventing water inlet in the down-the-hole hammer, don't stop air feed when carrying drilling tool up and down.In percussion drilling, run into ovum gravel, erratic boulder, during backfill stone stratum not of uniform size, after ovum gravel or backfill stone are subjected to the impact drilling tool extruding, the displacement of rolling probably, even extruding, steering drilling tool drill bit, as easy as rolling off a logly cause the boring off normal, thereby cause a pipe to be difficult to squeeze into or run-off the straight even broken pile.In this section stratum, in the percussive drilling construction, to take the conservative practice of " slow two low three gently presses " during perforate.Keeping carrying up and down indirectly drilling tool, its objective is to preventing and cave in piece with the drilling rod locking, is to remove in the hole wall unsettled " probe stone " in case stick of tool on the other hand.Pore-forming points for attention: meet boulder, stop boring (maintenance air feed), and the light pressure of short distance is hung up and beaten, original position is back and forth carried drilling tool up and down; This process is no less than three times.
⑷ clear hole:
Boring reaches after the design hole depth at the bottom of the down-the-hole hammer hole to promote with screw rod by the clear hole 2-3 of air pressure minute gets rid of sediment, stops after hole depth and sediment thickness≤50mm meet design requirement after testing.Be provided with slagging channel in rig down-the-hole tup end, the slag that cuts can utilize pressure wind to be discharged on the long screw drill rod by slagging channel for medium, long screw drill rod is promoted, the slag that gets out just can directly drain into outside the hole, finish the clear hole of boring, after the cleaning by the high-voltage high-speed pressure wind, cleaned out at the bottom of the hole, do not had sediment.When detecting sediment thickness〉during 50mm, the down-the-hole hammer should be descended to carry out asking the second time hole in the hand-hole again, up to satisfying actual requirement.
⑸ pore-forming, verify:
According to the form below requires to verify, and hole depth is whole hole after check meets the requirements.
。
⑹ cement injection mortar in the stake hole:
After the pore-forming acceptance(check), cement injection mortar in the stake hole.At first determine the cement mortar charge ratio, adopt the M30 cement mortar, water/binder ratio gets 0.45, and mixes expansion agent and water reducing agent by 5% of cement weight, then according to the cement mortar consumption in pile tube diameter, wall thickness, each hole of the long calculating of stake; When injecting cement mortar, set up and draw the aperture grouting device, adopt the chute form, the cement mortar that stirs is transported to the aperture, utilize chute to inject and draw in the hole.
⑺ pile sinking:
Cement mortar utilizes mobile crane, static pile press to carry out pile sinking after injecting and finishing.Static pile press is pile tube pressure pile hole slowly, adopts line to weigh down in the pile tube process of press in or transit is proofreaied and correct, and guarantees the vertical precision in the pile tube process of press in.Pile sinking keeps pile body vertical, stable after design elevation, and cement mortar does not overflow a hole, then mends the cement bonded sand slurry.
⑺ pile crown is fixed:
Referring to Fig. 2, Fig. 3, pile sinking is after design elevation, keep pile body vertical, stable, utilize two transits bidirectional correcting in length and breadth, after treating that verticality and horizontal level all meet the requirements, the place is fixed the pile crown of pile tube 1 with the groined type fixed mount that steel pipe 2 and fastener 4 connect in aperture, stake hole, and steel pipe 2 and pile tube 1 outer wall of groined type fixed mount match.Groined type fixed mount two ends adopt the splayed steel pipe to support 3, and steel pipe supports 3 upper end fastener 4 connection groined type fixed mounts, and implant in the soil layer lower end.After fixedly finishing, once check again, guarantee the vertical precision of pile tube 1.
⑻ pile press decoupling device, displacement:
Tubular pile head fixedly finishes, and treats that cement mortar sclerosis back and rock stratum, pile tube on every side condense into integral body, but is about to static pile press decoupling device, displacement, so far finishes prestressing pipe pile construction.
Claims (1)
1. a boulder group geological conditions lower prestress pipe pile construction method comprises the measurement of stake position and location, draws fixedly construction sequence of hole, pile sinking, pile crown, it is characterized in that:
(1) draws the hole construction: adopt down-the-hole hammer drill to advance technology, after the down-the-hole hammer drill machine is in place, adjust the pile frame verticality, make drilling tool, unit head and position, hole sight alignment, guarantee that the perforate verticality is accurate; Down-the-hole hammer drill advances in the process, drill bit is carried out to impact to hole bed rock stone continuously and is cut a hole, rock forms volumetric fracture under the effect of drill bit impact merit, the fragmented rock powder agglomates is blown off at the bottom of the hole by the air with certain pressure and speed and goes up the helical blade rotation and delivery port reaches into the rock function by the down-the-hole hammer; Boring reaches after the design hole depth at the bottom of the down-the-hole hammer hole to promote with screw rod by the clear hole 2-3 of air pressure minute gets rid of sediment, stops after hole depth and sediment thickness≤50mm meet design requirement after testing; When detecting sediment thickness〉during 50mm, the down-the-hole hammer is descended to carry out asking the second time hole in the hand-hole again, up to satisfying actual requirement;
(2) piling construction: after the pore-forming acceptance(check) of pile tube stake hole, first cement injection mortar in the stake hole, then with static pile press with pile tube pressure pile hole, guarantee vertical precision in the pile tube process of press in, cement mortar did not overflow a hole after pile tube put in place, then mended the cement bonded sand slurry;
(3) the fixing construction of pile crown: pile sinking is after design elevation, keep pile body vertical, stable, utilize two transits bidirectional correcting in length and breadth, after treating that verticality and horizontal level all meet the requirements, the place is fixed pile crown with the groined type fixed mount that fastener connects into by steel pipe in aperture, stake hole, groined type fixed mount and pile tube outer wall match, groined type fixed mount two ends adopt the splayed steel pipe to support, steel pipe supports the upper end and connects the groined type fixed mount with fastener, implant in the soil layer lower end, after pile crown fixedly finishes, carry out checking of pile tube verticality and horizontal level again, guarantee the pile tube vertical precision after, the decoupling device of stake machine, displacement, cement mortar sclerosis back and rock stratum on every side, pile tube condenses into integral body, finishes prestressing pipe pile construction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013102729153A CN103290840A (en) | 2013-07-02 | 2013-07-02 | Prestressed pipe pile construction method under boulder group geological conditions |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013102729153A CN103290840A (en) | 2013-07-02 | 2013-07-02 | Prestressed pipe pile construction method under boulder group geological conditions |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN103290840A true CN103290840A (en) | 2013-09-11 |
Family
ID=49092330
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2013102729153A Pending CN103290840A (en) | 2013-07-02 | 2013-07-02 | Prestressed pipe pile construction method under boulder group geological conditions |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103290840A (en) |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104164873A (en) * | 2014-06-06 | 2014-11-26 | 深圳市工勘岩土集团有限公司 | Prestressed pipe pile and construction method thereof |
| CN104947664A (en) * | 2015-06-30 | 2015-09-30 | 辽宁新天宇业水泥制品有限公司 | Thick stone sea-filling layer prestressing force high-strength concrete square pile construction method |
| CN105484259A (en) * | 2015-12-24 | 2016-04-13 | 深圳市建筑设计研究总院有限公司 | Rock-filled layer tubular pile structure |
| CN105926590A (en) * | 2016-05-31 | 2016-09-07 | 中兴能源（天津）有限公司 | Minitype prefabricated concrete pipe pile and production method thereof |
| CN107419726A (en) * | 2017-09-05 | 2017-12-01 | 广东水电二局股份有限公司 | One kind, which is shaken, presses prefabricated tubular pile to be accurately positioned plant pile construction method |
| CN108571286A (en) * | 2018-05-07 | 2018-09-25 | 华中科技大学 | A kind of pile foundation boring device and method |
| CN109655338A (en) * | 2018-12-13 | 2019-04-19 | 深圳宏业基岩土科技股份有限公司 | The method for controlling rock-socketed piles quality |
| CN109653198A (en) * | 2019-01-25 | 2019-04-19 | 万晟建设集团有限公司 | Building lot construction method |
| CN110106874A (en) * | 2019-05-09 | 2019-08-09 | 广州市第二建筑工程有限公司 | A kind of construction method improving prestressing pipe pile construction quality |
| CN112459051A (en) * | 2020-11-09 | 2021-03-09 | 中国瑞林工程技术股份有限公司 | Construction method for solving problem of excessive irrigation and sediment of pile foundation in karst area |
| CN112832229A (en) * | 2020-12-16 | 2021-05-25 | 江西省地质工程(集团)公司 | Construction method for down-the-hole hammer leading hole pile planting |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1121131A (en) * | 1994-10-20 | 1996-04-24 | 宋丁晚 | Inverse construction process for precisely erecting underground reinforced concrete column and equipment thereof |
| JP2000129671A (en) * | 1998-10-23 | 2000-05-09 | Nippon Steel Corp | Steel-pipe pile with knot, manufacture thereof, and bored-pile construction method for steel-pipe pile with knot |
| CN101148876A (en) * | 2007-11-05 | 2008-03-26 | 山东省机械施工有限公司 | Large load composite pile and construction method thereof |
| CN103132908A (en) * | 2013-02-07 | 2013-06-05 | 宁波市中乾建筑工程有限公司 | Device for drilling rock and embedding rock-socketed prestressed pipe pile by down-hole hammer and construction method of device |
| CN103161164A (en) * | 2013-03-27 | 2013-06-19 | 孔超 | Rock-socketed pre-stressed pipe pile for slip casting after spinning drilling rock is planted in pile bottom |
-
2013
- 2013-07-02 CN CN2013102729153A patent/CN103290840A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1121131A (en) * | 1994-10-20 | 1996-04-24 | 宋丁晚 | Inverse construction process for precisely erecting underground reinforced concrete column and equipment thereof |
| JP2000129671A (en) * | 1998-10-23 | 2000-05-09 | Nippon Steel Corp | Steel-pipe pile with knot, manufacture thereof, and bored-pile construction method for steel-pipe pile with knot |
| CN101148876A (en) * | 2007-11-05 | 2008-03-26 | 山东省机械施工有限公司 | Large load composite pile and construction method thereof |
| CN103132908A (en) * | 2013-02-07 | 2013-06-05 | 宁波市中乾建筑工程有限公司 | Device for drilling rock and embedding rock-socketed prestressed pipe pile by down-hole hammer and construction method of device |
| CN103161164A (en) * | 2013-03-27 | 2013-06-19 | 孔超 | Rock-socketed pre-stressed pipe pile for slip casting after spinning drilling rock is planted in pile bottom |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104164873A (en) * | 2014-06-06 | 2014-11-26 | 深圳市工勘岩土集团有限公司 | Prestressed pipe pile and construction method thereof |
| CN104164873B (en) * | 2014-06-06 | 2017-01-25 | 深圳市工勘岩土集团有限公司 | Prestressed pipe pile and construction method thereof |
| CN104947664A (en) * | 2015-06-30 | 2015-09-30 | 辽宁新天宇业水泥制品有限公司 | Thick stone sea-filling layer prestressing force high-strength concrete square pile construction method |
| CN105484259A (en) * | 2015-12-24 | 2016-04-13 | 深圳市建筑设计研究总院有限公司 | Rock-filled layer tubular pile structure |
| CN105926590A (en) * | 2016-05-31 | 2016-09-07 | 中兴能源（天津）有限公司 | Minitype prefabricated concrete pipe pile and production method thereof |
| CN107419726A (en) * | 2017-09-05 | 2017-12-01 | 广东水电二局股份有限公司 | One kind, which is shaken, presses prefabricated tubular pile to be accurately positioned plant pile construction method |
| CN108571286A (en) * | 2018-05-07 | 2018-09-25 | 华中科技大学 | A kind of pile foundation boring device and method |
| CN108571286B (en) * | 2018-05-07 | 2024-04-19 | 华中科技大学 | Pile foundation perforating device and method |
| CN109655338A (en) * | 2018-12-13 | 2019-04-19 | 深圳宏业基岩土科技股份有限公司 | The method for controlling rock-socketed piles quality |
| CN109653198A (en) * | 2019-01-25 | 2019-04-19 | 万晟建设集团有限公司 | Building lot construction method |
| CN109653198B (en) * | 2019-01-25 | 2020-09-15 | 万晟建设集团有限公司 | Construction method of building foundation |
| CN110106874A (en) * | 2019-05-09 | 2019-08-09 | 广州市第二建筑工程有限公司 | A kind of construction method improving prestressing pipe pile construction quality |
| CN110106874B (en) * | 2019-05-09 | 2021-04-16 | 广州市第二建筑工程有限公司 | Construction method for improving construction quality of prestressed pipe pile |
| CN112459051A (en) * | 2020-11-09 | 2021-03-09 | 中国瑞林工程技术股份有限公司 | Construction method for solving problem of excessive irrigation and sediment of pile foundation in karst area |
| CN112832229A (en) * | 2020-12-16 | 2021-05-25 | 江西省地质工程(集团)公司 | Construction method for down-the-hole hammer leading hole pile planting |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103290840A (en) | Prestressed pipe pile construction method under boulder group geological conditions | |
| CN108589718B (en) | Piles in Karst Region base construction method | |
| CN104747088B (en) | A kind of leafy hosqe bit of cast-in-situ bored pile list waist and drilling construction method | |
| CN102146672B (en) | Method for constructing pile foundation in karst area | |
| CN106988302B (en) | A kind of high inclination-angle competent bed rotary digging pile driving construction engineering method | |
| CN103266599B (en) | The dry construction method of digging drilling pile of soil skerry ground churning driven | |
| CN104831708A (en) | Foundation excavation retaining and protecting cast-in-situ bored pile construction method and equipment thereof | |
| CN105780763A (en) | Construction method of medium-hole vibrating casing wall protection type long spiral cast-in-situ bored pile | |
| CN102182399B (en) | Construction method and equipment for reverse circulation drill to drill hole, hammer to form hole, expand hole and remove slag | |
| CN102226336A (en) | Foundation reinforcement method | |
| CN111594041A (en) | Rapid hole forming construction method for large-diameter deep hole pile foundation under karst geology | |
| CN106677168A (en) | Construction method of cast-in-place superfluid concrete pile | |
| CN203584301U (en) | Hole guide equipment | |
| CN101046094A (en) | Construction process of poured pile with steel pipe as wall protecting casing | |
| CN103015408A (en) | Cast-in-place pile synchronous casing hole-forming constructing method | |
| CN113216832A (en) | Water-mill drilling construction method for pile hole in karst area | |
| CN107100164A (en) | A kind of long auger guncreting pile construction method | |
| CN105649010A (en) | Grouting pile construction technology | |
| CN104947664A (en) | Thick stone sea-filling layer prestressing force high-strength concrete square pile construction method | |
| CN108385669A (en) | A kind of CFG pile driving constructions engineering method | |
| CN101100858A (en) | Construction method for drilling tool center pumping concrete post mudjack concrete pouring pile and construction device thereof | |
| KR102028182B1 (en) | Construction method of pillar type underground structure using excavation system for structural casing burial | |
| CN205399410U (en) | Dig first slip casting club -footed pile of drilling soon | |
| CN109113054A (en) | A kind of reclaimation area complex geological condition cast-in-situ bored pile multimachine combined construction method | |
| CN114837166A (en) | Construction method of pile foundation for complex terrain geology in mountainous area |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C05 | Deemed withdrawal (patent law before 1993) | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20130911 |