CN108286261A - Pile base construction method - Google Patents
Pile base construction method Download PDFInfo
- Publication number
- CN108286261A CN108286261A CN201810073923.8A CN201810073923A CN108286261A CN 108286261 A CN108286261 A CN 108286261A CN 201810073923 A CN201810073923 A CN 201810073923A CN 108286261 A CN108286261 A CN 108286261A
- Authority
- CN
- China
- Prior art keywords
- pile
- steel reinforcement
- reinforcement cage
- test
- cage
- 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
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of pile base construction methods, are related to pile foundation construction, it is desirable to provide and a kind of pile base construction method has the advantages that steel reinforcement cage is made to be put into a bottom, its key points of the technical solution are that：Include the following steps, step 1, fixed pile, checks；Step 2, drilling machine are in place；Step 3, secondary drilling and pressure fill；Step 4 hangs in vibrating tube in steel reinforcement cage, and vibration bottom of the tube is made to be contradicted with steel reinforcement cage taper position, and vibrating tube and steel reinforcement cage one are lifted to the concrete-pile top of cage to be inserted, transfers steel reinforcement cage；Step 5 inserts rubble；Step 6 mends slurry pile；Step 7, construction are completed, and next position is transferred to.
Description
Technical field
The present invention relates to pile foundation construction, more particularly to a kind of pile base construction method.
Background technology
Currently, in construction, building foundation largely uses an armored concrete clump of piles or single pile form, pile foundation construction to adopt
It with drilling machine, is drilled down into from ground, after work progress generally uses mud off, carries out steel reinforcement cage decentralization, but can not protect
The steel reinforcement cage of card decentralization is located at pile foundation bottom.
The work progress of pile foundation such as Fig. 3 at present, when transferring steel reinforcement cage, due to being pressed into concrete slurry in pile foundation,
Therefore after stake base concrete slurries pressure when pressing filling has been more than certain value, concrete generates bleeding phenomenon of losing water so that this portion
The solidification of point concrete slurry, therefore will be unable to during steel reinforcement cage is transferred to touch a bottom, influence the use of pile foundation.
Invention content
The object of the present invention is to provide a kind of pile base construction method, have the advantages that steel reinforcement cage is made to be put into a bottom.
The present invention above-mentioned technical purpose technical scheme is that：A kind of pile base construction method, packet
Include following steps,
Step 1, fixed pile, review；Step 2, drilling machine are in place；Step 3, secondary drilling and pressure fill；Step 4, by vibrating tube
It hangs in steel reinforcement cage, so that vibration bottom of the tube is contradicted with steel reinforcement cage taper position, vibrating tube and steel reinforcement cage one are lifted to cage to be inserted
Concrete-pile top, transfer steel reinforcement cage；Step 5 inserts rubble；Step 6 mends slurry pile；Step 7, construction are completed, and are turned
Next position is moved to, is opened to design stake bottom absolute altitude position according to the drilling parameter drilling drafted when being crept into for the first time in step 3
Dynamic drilling rod center switching door, is pumped pile concrete immediately, keeps drilling rod inner concrete difference in height in 10m or so in the process, the
Pressure concrete injecting height is to seal phreatic line as standard, and irrigating region is the above 5-6m depth bounds in stake bottom, then soon
Speed, which carries, gets into aperture, seals switching door, quickly carries out second of lower brill along foramen primum position, is changed to bore after reaching perfusion position for the first time
Hole, the depth that second of bore position no more than drills for the first time are bored under the normal holding quickly of stake machine load,
Start switching door immediately after reaching precalculated position and carry out rotation pressure-raising and fill, the pressure of pipe inner concrete fills height and is positively retained at 2-5m
Height.
By using above-mentioned technical proposal, keeps drilling rod inner concrete difference in height in 10m or so, ensure guncreting pile section
The density of concrete, the concrete being perfused for the first time can form the concrete isolation strip of fluidised form, mesh between drilling rod spiral
Be to prevent caving ground and underground water intrusion pile body, create conditions for second decompression perfusion, second of bore position is not
It can exceed that the depth to drill for the first time, bored under the normal holding quickly of stake machine load, behind arrival precalculated position immediately
Start switching door and carry out rotation pressure-raising and fill, has clogged the sticky mix of perfusion for the first time because satisfying between the drilling rod screw pitch of bottom, had stifled
Leakage acts on, and the pressure of pipe inner concrete fills height and is positively retained at 2-5m height, it is therefore an objective to reduce pressure during perfusion, avoid
Deep concrete is hardened, is easy to be inserted into a bottom under steel reinforcement cage.
The present invention is further set as：The protective layer of steel reinforcement cage in step 4 is further added by 2cm- on the thickness designed originally
The hole of five 1 cm diameters has been opened on 5cm, vibrating tube top, and the stirrup within the scope of the 3m of steel reinforcement cage lower part is cancelled, and only retains master
Muscle.
By using above-mentioned technical proposal, the protective layer of steel reinforcement cage is further added by 2cm-5cm guarantors on the thickness designed originally
The steel reinforcement cage of decentralization is protected, hole ensures that the air in vibrating tube is discharged in time.
The present invention is further set as：The main reinforcement quantity of steel reinforcement cage bottom point is the half of straight drum part main reinforcement in step 4.
By using above-mentioned technical proposal, the resistance that steel reinforcement cage encounters in decentralization process is reduced, is inserted convenient for steel reinforcement cage
Enter a bottom.
The present invention is further set as：Reinforcement cage hoisting work must be synchronously completed with second of perfusion in step 4, wear cage
Work is completed with digging machine, is worn cage and is lifted by crane after the completion with 25T or 50T truck cranes, and straight, holding suspension centre and stake holes center are hung in setting
Unanimously, manually righting is directed at pile center for steel reinforcement cage bottom, observes and correct the verticality that steel reinforcement cage enters hole, and suspension centre is to opening after straight
Begin to be inserted into, first relies on the dead weight of steel reinforcement cage and vibration hammer slowly to fall and be inserted perpendicularly into a concrete, Vibration on Start-up hammer after dead weight not enough,
Steel reinforcement cage is inserted in place, then while vibration while on pull out guide rod.
By using above-mentioned technical proposal, steel reinforcement cage is moved by the gravity of itself to stake bottom, and cooperation vibration hammer makes steel
Muscle cage can be moved to a bottom designated position in decentralization process.
The present invention is further set as：Steel reinforcement cage needs to make in advance in step 4, and fabrication of reinforcing cage is by fabrication of reinforcing cage class
Group is completed in steel reinforcement cage processing district, is deposited in semi-finished product position in batch after self-test, and finished product is deposited in after batch is checked and accepted
Area carries out finished product mark, is taken at any time for pile foundation construction, and the main reinforcement of steel reinforcement cage is mechanically connected using mantle fiber, and mantle fiber and main reinforcement connect
Head arranges special show to carry out screw thread processing；With spiral bar using being bound after plum blossom welding, main reinforcement connector should be staggered same disconnected main reinforcement
It is no more than 50% on face.
By using above-mentioned technical proposal, after steel reinforcement cage molding, reinforcing bar node is firm and solid, is transferred convenient for steel reinforcement cage.
The present invention is further set as：The test boring of design point position and test pile construction are first carried out before step 1, specifically,
A. the determination of test pile maximum load amount；B. test boring is constructed；C. the long determination of test pile stake；D. test pile；E. test pile is mixed
Solidifying soil intensity.
By using above-mentioned technical proposal, design point position test drilling is carried out before construction, the construction for after provides guarantee.
The present invention is further set as：Pile integrity detection, vertical compression test of bearing capacity are carried out to test pile, use is low
Strain reflected carries out integrity detection experiment to test pile, if there is secondary wave reflection at pile body top and middle part two, judges
For slight defect；If having secondary wave reflection on pile body top, it is judged as slight defect；Vertical compression test of bearing capacity is used and is tieed up at a slow speed
Loading method load is held, loads automatically and records reading.
By using above-mentioned technical proposal, classified to stake according to pile integrity detection result, judges the defect of stake
Degree, vertical compression test of bearing capacity will be seen that pile foundation settlement issues in use.
The present invention is further set as：Stake position in step 1 determines：With total powerstation testing, back traverse adjustment, with scene
Horizontal control point is zero point, one by one each stake stake of testing position, squeezes into steel bar end lime or red tape carries out eye-catching label, most
Adjustment and repetition measurement are carried out afterwards.
It can be quickly found out bore position after being determined to stake position by using above-mentioned technical proposal, convenient for the effective of construction
Carry out.
In conclusion the invention has the advantages that：The concrete being once perfused can between drilling rod spiral shape
At the concrete isolation strip of fluidised form, it is therefore an objective to prevent caving ground and underground water from invading pile body, for second of decompression perfusion wound
Condition is made, is effective to steel reinforcement cage underthrust, a bottom is transferred to convenient for steel reinforcement cage.
Description of the drawings
Fig. 1 is the flowage structure schematic diagram of pile base construction method；
Fig. 2 is the flowage structure schematic diagram for designing point test boring and test pile construction；
Fig. 3 is the flow diagram of the pile base construction method of the prior art.
Specific implementation mode
Below in conjunction with attached drawing, invention is further described in detail.
Embodiment：
A kind of pile base construction method, as shown in Figure 1, include the following steps,
Step 1, fixed pile, review；With total powerstation testing, back traverse adjustment is originated by coordinate of spot plane control point
Point, each stake stake of testing position, squeezes into steel bar end lime or red tape carries out eye-catching label one by one, finally carries out adjustment and repetition measurement, applies
Reply testing region, which is carried out, before surveying removes obstacles, is compacted finishing operations, and testing is good by testing regional maintenance with eye-catching colored ribbon after finishing,
Idler exempt from into.
Step 2, drilling machine is in place, and foreground staffing manipulator is in place, and builder checks pile No. and stake position one by one.Stake machine
After stride movement in place, adjusts rack and drilling rod keeps vertical, fixing supporting legs close drill bit switching door, drill bit pair
Quasi- pile center completes contraposition.After contraposition, there is special messenger to check rack and the verticality of drilling rod, and there are two people respectively from front, side
Verticality is estimated with vertical line or with theodolite observation drilling rod verticality, commander operator has completed correction on two orthogonal directions.
Step 3, secondary drilling and pressure fill, and two part of routine operation and adjustment operation is divided into the operation of this step.
Routine operation part：Drilling first slowly creeps into the verticality of 3 meters or so observation drilling rods with the slow-speed of revolution when starting, do not having
Brill is applied by normal drilling rate in the case of having generation to deviate, normal penetration rate is 1m-1.5m/min.Operator answers whole observation
Equipment stabilization and meter reading adjust rotating speed, given bit pressure, rectify a deviation in time, prevent fortuitous event in time.It is long through drilling rod
Degree is verified, and is started to carry brill after drilling to predetermined elevation location and is pressed filling, and pressure filling process does not allow to interrupt, and foreground personnel pass through
" listening sound " judges the concrete surface in drilling rod, commands both sides.Manipulator timely and accurately controls rotation and promotes drilling speed degree, keeps
There is certain concrete height deposit in drilling rod.There is continuous excavation on stake holes periphery in the process, need to be with small digging machine or manually clear in time
It walks.
Adjustment operation part：Start to design stake bottom absolute altitude position according to the drilling parameter drilling drafted when creeping into for the first time
Drilling rod center switching door, is pumped pile concrete immediately, keeps drilling rod inner concrete difference in height in 10m or so in the process, protects
Demonstrate,prove the density of the concrete of guncreting pile section.First time pressure concrete injecting height specifically presses filling amount to seal phreatic line as standard
For 1.5-2m3, irrigating region is the above 5-6m depth bounds in stake bottom.Then it quickly carries and gets into aperture, seal switching door, soon
Speed along foramen primum position carry out second it is lower bore, reach and be changed to behind perfusion position for the first time drill and so-called " secondary drilling ".Second
Secondary bore position reaches pre- no more than the depth of first time drilling in the quick lower brill of the normal holding of stake machine load
Positioning is postponed to start switching door immediately and carry out rotation pressure-raising and be filled, and the sticky of perfusion for the first time has been clogged because satisfying between the drilling rod screw pitch of bottom
Mix has leak stopping effect, the pressure of pipe inner concrete to fill height and be positively retained at 2-5m height, it is therefore an objective to reduce the perfusion phase
Between pressure, avoid deep concrete hardened, be easy to steel reinforcement cage underthrust.But it cannot be produced because not pressing to be filled in stake in time in work progress
Raw negative pressure keeps minimal pressure to fill height and is necessary for 2m.Plain concrete is perfused after the completion of work, roots out aperture with digging machine and goes out
Soil, artificial smooth aperture, finds out a face, determines pile center.
Step 4 hangs in vibrating tube in steel reinforcement cage, so that vibration bottom of the tube is contradicted with steel reinforcement cage taper position, by vibrating tube
It is lifted to the concrete-pile top of cage to be inserted with steel reinforcement cage one, transfers steel reinforcement cage；The protective layer of steel reinforcement cage is in the thickness designed originally
Be further added by 2cm-5cm on degree, the hole of five 1 cm diameters has been opened on vibrating tube top, hole ensure air in vibrating tube and
When be discharged, stirrup within the scope of the 3m of steel reinforcement cage lower part is cancelled, and main reinforcement is only retained.The main reinforcement quantity of steel reinforcement cage bottom point is vertical tube part
The half for dividing main reinforcement, reduces the resistance that steel reinforcement cage encounters in decentralization process, and stake bottom is inserted into convenient for steel reinforcement cage.
Steel reinforcement cage needs to make in advance, and fabrication of reinforcing cage is completed by fabrication of reinforcing cage teams and groups in steel reinforcement cage processing district, warp
Semi-finished product position is deposited in after self-test in batch, finished product area is deposited in after batch is checked and accepted, finished product mark is carried out, for pile foundation construction
It takes at any time, the main reinforcement of steel reinforcement cage is mechanically connected using mantle fiber, and mantle fiber and main reinforcement connector arrangement special show carry out screw thread processing；Main reinforcement
With spiral bar using being bound after plum blossom welding, main reinforcement connector, which should be staggered on same section, is no more than 50%.Steel reinforcement cage main reinforcement according to
Regulation carry out blanking, straightening, derusting work, stirrup need to stretch derusting after according to steel reinforcement cage outer ring size carry out disk prepare use, spiral shell
It to be arranged uniformly after rotation hoop restocking, the radian that spirals is consistent and is close to main reinforcement, and weld seam is full to avoid rosin joint.After molding, steel reinforcement cage
Whole straight distortionless, various reinforcing bar distributions are well-balanced, and node is firm and solid.
Reinforcement cage hoisting work must be synchronously completed with second of perfusion, worn cage work and completed with digging machine, it is complete to wear cage
Cheng Houyong 25T or 50T truck cranes lift by crane, and setting is hung directly, keeps suspension centre consistent with stake holes center, the manually righting of steel reinforcement cage bottom
It is directed at pile center, observes and correct the verticality that steel reinforcement cage enters hole, suspension centre first relies on steel reinforcement cage and vibration to being initially inserted into after straight
The dead weight of hammer is slowly fallen and is inserted perpendicularly into a concrete, and Vibration on Start-up hammer, steel reinforcement cage is inserted in place, then side shakes after dead weight not enough
Guide rod is pulled out on dynamic side.It is to carry out applying active force to steel reinforcement cage bottom by guide rod bottom to insert steel reinforcement cage afterwards, in down process
Truck crane hoisting point position should be corrected in time, avoided choking steel reinforcement cage in guide rod dropping process, caused steel reinforcement cage deviation.
Step 5 inserts rubble；Step 6 mends slurry pile；Step 7, construction are completed, and next position is transferred to.
After the completion of pile driving construction, to carry out pile body maintenance, keep a certain range of soil body humidity of pile crown, prevent high temperature,
Dry environment causes pile crown concrete moisture evaporation, prevents from burning out pile crown.After taking out guide rod, the pile crown periphery soil body is drenched with water,
It is used in combination damp sand to cover 0.5m thickness or more, daily sooner or later to drenching primary maintenance pile crown, showering curing about 7 since second day
It.
As shown in Fig. 2, the test boring of design point position and test pile construction are first carried out before step 1, convenient for subsequent construction
It carries out, specifically,
A. the determination of test pile maximum load amount；B. test boring is constructed；C. the long determination of test pile stake；D. test pile；E. test pile is mixed
Solidifying soil intensity.Pile integrity detection, vertical compression test of bearing capacity are carried out to test pile, using low strain reflected wave method to examination
It tests stake progress integrity detection experiment and is judged as slight defect if having secondary wave reflection at pile body top and middle part two；If in stake
Secondary wave reflection is arranged at body top, is judged as slight defect；Vertical compression test of bearing capacity is loaded using maintained load test (ML-test) at a slow speed, automatically
It loads and records reading.
This specific embodiment is only explanation of the invention, is not limitation of the present invention, people in the art
Member can as needed make the present embodiment the modification of not creative contribution after reading this specification, but as long as at this
It is all protected by Patent Law in the right of invention.
Claims (8)
1. a kind of pile base construction method, it is characterised in that：Include the following steps,
Step 1, fixed pile, review；Step 2, drilling machine are in place；Step 3, secondary drilling and pressure fill；Step 4, by vibrating tube
It hangs in steel reinforcement cage, so that vibration bottom of the tube is contradicted with steel reinforcement cage taper position, vibrating tube and steel reinforcement cage one are lifted to cage to be inserted
Concrete-pile top, transfer steel reinforcement cage；Step 5 inserts rubble；Step 6 mends slurry pile；Step 7, construction are completed, and are turned
Next position is moved to, is opened to design stake bottom absolute altitude position according to the drilling parameter drilling drafted when being crept into for the first time in step 3
Dynamic drilling rod center switching door, is pumped pile concrete immediately, keeps drilling rod inner concrete difference in height in 10m or so in the process, the
Pressure concrete injecting height is to seal phreatic line as standard, and irrigating region is the above 5-6m depth bounds in stake bottom, then soon
Speed, which carries, gets into aperture, seals switching door, quickly carries out second of lower brill along foramen primum position, is changed to bore after reaching perfusion position for the first time
Hole, the depth that second of bore position no more than drills for the first time are bored under the normal holding quickly of stake machine load,
Start switching door immediately after reaching precalculated position and carry out rotation pressure-raising and fill, the pressure of pipe inner concrete fills height and is positively retained at 2-5m
Height.
2. pile base construction method according to claim 1, it is characterised in that：The protective layer of steel reinforcement cage in step 4 is in original
On the thickness that designs it is further added by 2cm-5cm, the hole of five 1 cm diameters, steel reinforcement cage lower part 3m models have been opened in vibrating tube top
Stirrup in enclosing is cancelled, and main reinforcement is only retained.
3. pile base construction method according to claim 2, it is characterised in that：The main reinforcement number of steel reinforcement cage bottom point in step 4
Amount is the half of straight drum part main reinforcement.
4. pile base construction method according to claim 3, it is characterised in that：Reinforcement cage hoisting work must be in step 4
Second of perfusion synchronously completes, and wears cage work and is completed with digging machine, wears cage and lifted by crane after the completion with 25T or 50T truck cranes, erect
It hangs directly, keeps suspension centre consistent with stake holes center, manually righting is directed at pile center for steel reinforcement cage bottom, observes and correct steel reinforcement cage
The verticality in hole, suspension centre first rely on the dead weight of steel reinforcement cage and vibration hammer slowly to fall and are inserted perpendicularly into a concrete to being initially inserted into after straight
It is interior, dead weight not enough after Vibration on Start-up hammer, steel reinforcement cage is inserted in place, then while vibration while on pull out guide rod.
5. pile base construction method according to claim 1, it is characterised in that：Steel reinforcement cage needs to make in advance in step 4,
Fabrication of reinforcing cage is completed by fabrication of reinforcing cage teams and groups in steel reinforcement cage processing district, is deposited in semi-finished product position in batch after self-test
It sets, finished product area is deposited in after batch is checked and accepted, carry out finished product mark, taken at any time for pile foundation construction, the main reinforcement of steel reinforcement cage uses
Mantle fiber is mechanically connected, and mantle fiber and main reinforcement connector arrangement special show carry out screw thread processing；Main reinforcement is tied up after being welded using plum blossom with spiral bar
It pricks, main reinforcement connector, which should be staggered on same section, is no more than 50%.
6. pile base construction method according to claim 1, it is characterised in that：The examination of design point position is first carried out before step 1
Drilling and test pile construction, specifically,
The determination of test pile maximum load amount；B. test boring is constructed；C. the long determination of test pile stake；D. test pile；E. the coagulation of test pile
Native intensity.
7. pile base construction method according to claim 6, it is characterised in that：To test pile carry out pile integrity detection,
Vertical compression test of bearing capacity carries out integrity detection experiment, if on pile body top using low strain reflected wave method to test pile
And have secondary wave reflection at middle part two, it is judged as slight defect；If having secondary wave reflection on pile body top, it is judged as slight defect；It is perpendicular
It is loaded to Compressive Bearing Capacity test using maintained load test (ML-test) at a slow speed, loads automatically and record reading.
8. pile base construction method according to claim 1, it is characterised in that：Stake position in step 1 determines：Use total powerstation
Testing, back traverse adjustment, using spot plane control point as zero point, each stake stake of testing position, squeezes into steel bar end use one by one
Lime or red tape carry out eye-catching label, finally carry out adjustment and repetition measurement.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810073923.8A CN108286261A (en) | 2018-01-25 | 2018-01-25 | Pile base construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810073923.8A CN108286261A (en) | 2018-01-25 | 2018-01-25 | Pile base construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN108286261A true CN108286261A (en) | 2018-07-17 |
Family
ID=62835855
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810073923.8A Pending CN108286261A (en) | 2018-01-25 | 2018-01-25 | Pile base construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108286261A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109235442A (en) * | 2018-10-17 | 2019-01-18 | 中铁六局集团广州工程有限公司 | A kind of Pile Installation Platform and pile base construction method |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH02164913A (en) * | 1988-12-16 | 1990-06-25 | Toda Constr Co Ltd | Construction method for foundation pile with transverse wall |
| CN1049885A (en) * | 1989-08-31 | 1991-03-13 | 郭健民 | Dynamic casting method for forming column |
-
2018
- 2018-01-25 CN CN201810073923.8A patent/CN108286261A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH02164913A (en) * | 1988-12-16 | 1990-06-25 | Toda Constr Co Ltd | Construction method for foundation pile with transverse wall |
| CN1049885A (en) * | 1989-08-31 | 1991-03-13 | 郭健民 | Dynamic casting method for forming column |
Non-Patent Citations (3)
| Title |
|---|
| 王卫民等: "长螺旋钻孔灌注桩在威海地区的应用", 《水利建设与管理》 * |
| 郑添寿: "大直径长螺旋后插钢筋笼灌注桩在基坑支护中的应用", 《福建建筑》 * |
| 郭志权: "钻孔压灌超流态混凝土桩常见事故及处理方法", 《煤炭工程》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109235442A (en) * | 2018-10-17 | 2019-01-18 | 中铁六局集团广州工程有限公司 | A kind of Pile Installation Platform and pile base construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106284313B (en) | Long spire based on circulating mud retaining wall is squeezed into rock filling pile construction method | |
| CN110424381A (en) | A kind of process for rotary digging drilling hole stake | |
| CN107938656A (en) | Complexity rebuilds base pit engineering pile base construction method | |
| CN108894214B (en) | Karst cave geological environment cast-in-place pile and pile-forming construction method thereof | |
| CN105275381B (en) | Impact drill drilling construction method in rich water pebble layer | |
| CN107524142A (en) | A kind of holing with slurry wall protection cast-in-place pile construction method | |
| CN107975375B (en) | A kind of miniature steel pipe pile reinforced soft foundation construction method of city tunnel | |
| CN109630015A (en) | A kind of friction pile mechanical hole building method | |
| CN104831708A (en) | Foundation excavation retaining and protecting cast-in-situ bored pile construction method and equipment thereof | |
| CN108301403A (en) | Subway drilling cast-in-place pile construction method | |
| CN110468833A (en) | Drilled grouting piles under water constructing device and its application method for cruiseway | |
| CN101413265A (en) | Defect reinforcing and processing construction method of drill filling pile | |
| CN107794915A (en) | It is adapted to the karst cave treatment method of pile foundation construction in karst area | |
| CN106087997A (en) | A kind of high latitude, high and cold Permafrost Area drilled pile construction engineering method | |
| CN110629747A (en) | Full-casing full-rotation construction process for pile foundation under complex geological conditions | |
| CN105442532A (en) | Construction method for pile-head-expanded bored pile | |
| CN206721870U (en) | A kind of long auger guncreting pile steel reinforcement cage | |
| CN107100164A (en) | A kind of long auger guncreting pile construction method | |
| CN107142955A (en) | A kind of open caisson construction method | |
| CN102808407B (en) | Construction method of soft-foundation reinforced concrete cast-in-place pile | |
| CN114059527A (en) | Large-diameter mixing pile construction method suitable for high-groundwater-level hard soil layer | |
| CN108286261A (en) | Pile base construction method | |
| CN206736929U (en) | Protect the foundation pit structure of surrounding building | |
| CN102979087B (en) | Construction method for rotary excavation pile | |
| CN206143760U (en) | Ally oneself with formula of arranging bored concrete pile device on water |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20180717 |