CN108193686A - A kind of steel pipe grouting method - Google Patents
A kind of steel pipe grouting method Download PDFInfo
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- CN108193686A CN108193686A CN201711203140.9A CN201711203140A CN108193686A CN 108193686 A CN108193686 A CN 108193686A CN 201711203140 A CN201711203140 A CN 201711203140A CN 108193686 A CN108193686 A CN 108193686A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
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Abstract
The invention discloses a kind of steel pipe grouting method, including：First, the pointed stake peace stake with injected hole is made, a section slip casting short tube is welded on the inner wall of pointed stake by slip casting short tube both ends processing screw thread vertically；2nd, operation hole and pilot tunnel are excavated；3rd, pointing stake；4th, the connecting of slip casting short tube, the installation of flat stake and welding and pressing pile construction；5th, it is repeated up to and reaches designing pile length, form the underpinned pile for being internally provided with main Grouting Pipe, then will be connect at the top of main Grouting Pipe with external Grouting Pipe, and finally use and underpin steel pipe progress pile underpinning；6th, it is pressed into cement mortar；7th, it is backfilling and compacted operation hole and pilot tunnel placing concrete cushion cap, construction terminates.Method using the present invention, bearing capacity of single pile improves more than 80% compared with the bearing capacity of single pile of common steel tube preloading underpinning pile, and the foundation that relatively large differential settlement occurs for the building on the Artifical Fill Ground very poor to being built in soil property plays significant consolidation effect.
Description
Technical field
The invention belongs to build, structures strengthening reconstruction technical field, and in particular to be built in the very poor miscellaneous fill of soil nature
When relatively large differential settlement occurs for the existing building on ground, for a kind of steel pipe grouting method of foundation.
Background technology
In recent years, existing building, structures strengthening reconstruction oneself by greatly paying attention to both at home and abroad, and have evolved into one
The emerging subject of door.However, to the function modifications of existing building, storey-adding reconstruction or in appearance sinking, cracking, inclination etc.
In the improvement for building disease, it is directed to the consolidation process of existing building foundation greatly.Engineering practice shows to northwest saturated yielding
Property Canal in Loess Area, Foundation Underpinning by Precompressed Pile method is a kind of construction is simple, the existing construction foundation strengthening of foundation method that works well.
Common preloading underpinning pile has armored concrete preloading underpinning pile, steel pipe preloading underpinning pile etc..The present inventor is to precompressed pile foundation
Plinth underpin method research and practical application in find, to the building being built on Artifical Fill Ground, especially when miscellaneous fill includes
Have brick, stone, concrete block and miscellaneous fill depth again it is larger in the case of, common reinforced concrete pre pressured pile can not be pressed into
Foundation soil, and bearing capacity of single pile is smaller, friction is small because soil around pile provides for simple steel pipe preloading pile, then single pile bearing
Power is also smaller, therefore, it is difficult to reach the reinforcement effect to original foundation.
Invention content
The technical problems to be solved by the invention are in view of the above shortcomings of the prior art, to provide a kind of steel pipe slip casting side
Method.This method in underpinned pile tube wall by opening up injected hole, on the basis of the construction technology of conventional preloading underpinning pile, mixing is good
Neat slurry by Grouting Pipe be pressed into underpinned pile in, slurries again by injected hole press-in pile soil horizon in, improve pile peripheral earth
Soil nature, increase the frictional force between soil around pile and underpinned pile, significantly increase single pile so as to more general preloading underpinning pile
Bearing capacity obtains good ground base enforcement effect.
In order to solve the above technical problems, the technical solution adopted by the present invention is：A kind of steel pipe grouting method, feature exist
In including the following steps：
Step 1: seamless steel pipe is cut into the short tube that length is 1.0m~1.5m, one end of a section short tube is processed into
Pointed stake is made in taper pile top, and using other short tubes as flat stake, injected hole is processed on the tube wall of pointed stake peace stake；It is short in slip casting
One end threading of pipe, other end machining internal thread, the slip casting short tube then processed a section after screw thread are welded in vertically
On the inner wall of the pointed stake；
Step 2: determining that the position of steel pipe grouting behind shaft or drift lining preloading underpinning pile, stake be long and bearing capacity of single pile, then open vertically
Dig operation hole and pilot tunnel；
Step 3: it is welded with the pointed stake of slip casting short tube in vertically-mounted step 1 at the design stake position operated in hole and makes
The pointed stake downward, is then vertically pressed into foundation soil by the taper pile top of pointed stake using pile compacting equipment；
Step 4: connecting another section slip casting short tube on slip casting short tube in pointed stake in step 3, whole master is formed
Grouting Pipe；Then it saves the flat stake in step 1 by one to be vertically arranged on pointed stake, and is welded to connect as whole underpinned pile, use
Pile compacting equipment carries out pressing pile construction；
Step 5: according to the method in step 4 repeat the connecting of slip casting short tube, the installation of flat stake and welding and
Pressing pile construction until the length of underpinned pile reaches designing pile length, forms the underpinned pile for being internally provided with main Grouting Pipe, then will be main
It is connect at the top of Grouting Pipe with external Grouting Pipe, finally uses and underpin steel pipe progress pile underpinning；
Step 6: after the completion of pile underpinning, cement mortar is pressed into external Grouting Pipe, cement mortar is pressed into underpinned pile, then
It is pressed into pile soil horizon by the injected hole on underpinned pile tube wall, forms steel pipe grouting behind shaft or drift lining preloading underpinning pile；
Step 7: be backfilling and compacted operation hole and pilot tunnel, under pile crown placing concrete cushion cap at 200mm, construction terminate.
Above-mentioned a kind of steel pipe grouting method, which is characterized in that the quantity of injected hole described in step 1 is multiple to be multiple
The injected hole is uniformly distributed.
Above-mentioned a kind of steel pipe grouting method, which is characterized in that pilot tunnel described in step 2 is located at existing building basis
Bottom surface is hereinafter, pilot tunnel depth 1.8m.
Above-mentioned a kind of steel pipe grouting method, which is characterized in that the stake bit plane deviation of pointed stake described in step 3 is little
In 20mm, pile body perpendicularity deviation is not more than 0.003 times of pointed stake length.
Above-mentioned a kind of steel pipe grouting method, which is characterized in that the perpendicularity deviation of flat stake described in step 4 is not more than
0.003 times of flat pile length.
Above-mentioned a kind of steel pipe grouting method, which is characterized in that pile underpinning described in step 5 underpins pressure as most
1~1.05 times of whole pile driving pressure.
Above-mentioned a kind of steel pipe grouting method, which is characterized in that repeat the connecting of slip casting short tube, flat stake in step 5
Installation and welding and pressing pile construction during, on the flat stake inner wall apart from stake bottom 3m~5m and with main Grouting Pipe pair
The position welding slip casting short tube of title, and slip casting short tube is successively connected, the spare Grouting Pipe parallel with main Grouting Pipe is ultimately formed, it will
It is connect at the top of spare Grouting Pipe with external Grouting Pipe.
Compared with the prior art, the present invention has the following advantages：
1st, the present invention in underpinned pile tube wall by opening up injected hole, on the basis of the construction technology of conventional preloading underpinning pile,
The good neat slurry of mixing is pressed by Grouting Pipe in underpinned pile, slurries are again by injected hole press-in pile soil horizon, improving
The soil nature of pile peripheral earth increases the frictional force between soil around pile and steel-pipe pile, so as to which more general preloading underpinning pile significantly increases
Big bearing capacity of single pile, obtains good ground base enforcement effect.
2nd, steel pipe grouting behind shaft or drift lining preloading underpinning pile construction method using the present invention, bearing capacity of single pile is compared with common steel tube precompressed support
The bearing capacity of single pile for changing stake improves more than 80%, and the building on the Artifical Fill Ground very poor to being built in soil property occurs relatively large
The foundation of differential settlement plays significant consolidation effect.
With reference to the accompanying drawings and examples, technical scheme of the present invention is described in further detail.
Figure of description
Fig. 1 is the structure diagram of the underpinned pile for being internally provided with main Grouting Pipe and spare Grouting Pipe of the present invention.
Fig. 2 is the supporting construction schematic diagram after the completion of pile underpinning of the present invention.
Specific embodiment
Embodiment 1
The steel pipe grouting behind shaft or drift lining preloading underpinning pile construction method of the present embodiment, includes the following steps：
Step 1: seamless steel pipe is cut into the short tube that length is 1.0m, tapered pile is processed into one end of a section short tube
Pointed stake 1 is made in point, and using other short tubes as flat stake 2, injected hole 3 is processed on the tube wall of the peaceful stake 2 of pointed stake 1；It is short in slip casting
One end threading of pipe, other end machining internal thread, the slip casting short tube then processed a section after screw thread are welded in vertically
On the inner wall of the pointed stake 1；The quantity of the injected hole 3 is multiple, and multiple injected holes 3 are uniformly distributed；
Step 2: determining that the position of steel pipe grouting behind shaft or drift lining preloading underpinning pile, stake be long and bearing capacity of single pile, then open vertically
Dig operation hole and pilot tunnel；The pilot tunnel is located at 7 bottom of foundation of existing building hereinafter, pilot tunnel wide 0.8m, deep 1.8m；
Step 3: it is welded with the pointed stake 1 of slip casting short tube simultaneously in vertically-mounted step 1 at the design stake position operated in hole
The pointed stake 1 downward, is then vertically pressed into foundation soil by the taper pile top for making pointed stake 1 using pile compacting equipment；The pointed stake 1
Stake bit plane deviation is not more than 0.003 times of pointed stake length no more than 20mm, pile body perpendicularity deviation；
Step 4: connecting another section slip casting short tube on slip casting short tube in pointed stake in step 3, whole master is formed
Grouting Pipe 4；Then it saves the flat stake 2 in step 1 by one to be vertically arranged on pointed stake, and be welded to connect the underpinned pile for entirety, make
Pressing pile construction is carried out with pile compacting equipment；The perpendicularity deviation of the flat stake 2 is not more than 0.003 times of flat 2 length of stake；
Step 5: repeat the connecting of slip casting short tube, the installation and welding of flat stake 2 according to the method in step 4, with
And pressing pile construction, until the length of underpinned pile reaches designing pile length, repeat the connecting of slip casting short tube, the installation of flat stake 2 and
During welding and pressing pile construction, welded on 2 inner wall of flat stake apart from stake bottom 3m and with main 4 symmetrical position of Grouting Pipe
Slip casting short tube is connect, and successively connects slip casting short tube, ultimately forms the spare Grouting Pipe 8 parallel with main Grouting Pipe 4, forms internal set
The underpinned pile (as shown in Figure 1) of main Grouting Pipe 4 and spare Grouting Pipe 8 is equipped with, then by main 4 top of Grouting Pipe and spare Grouting Pipe
8 tops are connect with external Grouting Pipe 5, are finally used and are underpined the progress pile underpinning of steel pipe 6, the supporting knot after the completion of pile underpinning
Structure is as shown in Figure 2；The pile underpinning underpins 1.05 times of pressure for final pressing pile force；
Step 6: after the completion of pile underpinning, cement mortar is pressed into external Grouting Pipe 5, cement mortar is pressed into underpinned pile, then
It is pressed into pile soil horizon by the injected hole 3 on underpinned pile tube wall, forms steel pipe grouting behind shaft or drift lining preloading underpinning pile；
Step 7: be backfilling and compacted operation hole and pilot tunnel, under pile crown placing concrete cushion cap at 200mm, construction terminate.
Embodiment 2
The present embodiment is same as Example 1, wherein the difference lies in：The length of short tube be 1.5m, the support of pile underpinning
Change 1 times that pressure is final pressing pile force；It is welded on 2 inner wall of flat stake apart from stake bottom 5m and with main 4 symmetrical position of Grouting Pipe
Slip casting short tube.
Embodiment 3
The present embodiment is same as Example 1, wherein the difference lies in：The length of short tube be 1.2m, the support of pile underpinning
Change 1.02 times that pressure is final pressing pile force；It is welded on 2 inner wall of flat stake apart from stake bottom 4m and with main 4 symmetrical position of Grouting Pipe
Connect slip casting short tube.
Application example
1st, engineering problem and the analysis of causes
Research project be Xi'an eastern suburb cell 1# buildings, main body be residential house, reinforced concrete shear wall structure,
Armored concrete pile-raft foundation, totally 33 layers.1# buildings north side podium is retail shop, overall length 72.73m, wide 7.23m, totally two layers, floor height
3.0m.Podium part be reinforced concrete frame structure, armored concrete grillage beams foundation, embedded depth of foundation 1.55m, basis
Under do 0.3m thickness 3:7 cushion limes.
This engineering same court be brick field ditch, after backfilled with miscellaneous fill.Site Soil soil layer is followed successively by miscellaneous fill out from top to bottom
Soil, loess, ancient soil, silty clay etc., wherein surface layer miscellaneous fill is based on building waste, house refuse containing part, and containing compared with
More tile blocks and lime-ash, cement block of the part containing bulk, floor, broken pile head etc., backfill depth about 16m or so.This engineering master
Body portion using SDDC dregs rammed bulb piles method carry out basement process, after do deposited reinforced concrete pile.Podium part also uses
SDDC dregs rammed bulb piles method carries out basement process, designs rammed bulb pile expanded diameter 1.8m, stake spacing 2.8m~3.3m, effective length
12m, stake top absolute altitude -6.27m.The thick plain soil paddings of 4.42m are done on podium SDDC dregs rammed bulb piles top, do 0.3m thickness 3 again thereon:7
Cushion lime (is located at base lower portion).1# building-owner's body bound on May 18th, 2011, and 1# buildings podium will be completed to apply in the end of the year in 2011
Work task.
Report is surveyed according to engineering geology benefit, under podium basis in 4.42m depth bounds in element soil padding water content up to 30%
Left and right, different depth soil moisture in layer many places reach saturation state；At the lower 6.0m~16.0m depth S DDC dregs rammed bulb piles in basis
Range soil moisture in layer 25.1%~31.7% is managed, most soil layers also reach saturation state.Settlement observation result is shown, until 2013
1# building-owner's body sedimentation in 2 months meets code requirement, and in settlement stability state.But from after the Spring Festival in 2014, the production of 1# buildings podium
Raw relatively large differential settlement, is locally filled with wall and cracks, maximum crack width Wmax=9mm, flooring and outdoor ground
Also it cracks in face.The reason for this is that 1# buildings and podium same court are about 16m dells, after using element soil and miscellaneous fill backfill processing
Soil layer soil property it is still uneven, soil nature is poor, and water penetration is again relatively strong.According to site inspection in July, 2014,1# buildings podium north side
It is municipal cable duct at about 3m, during rainy season, 1# building roofs and podium roofing water drain into north side outdoor ground through downpipe, middle part
Rainwater is divided directly to flow into cable duct by trench cover plate gap.And cable duct does not do water-proofing treatment, causes trench internal water accumulation along week
Enclose seepage through soil mass.After outdoor ground water and subsoil drain breakage percolating water penetrate into foundation soil, just cause basis next time
Plain soil padding and SDDC dregs rammed bulb pile process range soil body inundated inteneratings are filled out, foundation bearing capacity reduces, with eventually leading to podium
Differential settlement occurs for base basis, and upper wall body and ground are cracked.
2nd, engineering problem Reinforcing Schemes
According to this engineering structure feature, ground soil nature and engineering problem feature, after researching and analysing, propose to this work
Journey podium foundation steel pipe grouting behind shaft or drift lining preloading underpinning pile construction method using the present invention carries out consolidation process.Specific processing side
Method is：
Step 1: selecting the seamless steel pipe of φ 168mm × 8mm, it is 1.0m~1.5m's that seamless steel pipe is cut into length
One end of one section short tube is processed into taper pile top and pointed stake 1 is made by short tube, using other short tubes as flat stake 2, in 1 peace of pointed stake
The injected hole 3 of a diameter of 20mm is processed on the tube wall of stake 2；In one end threading of slip casting short tube, other end processing
Screw thread, the slip casting short tube then processed a section after screw thread are welded in vertically on the inner wall of the pointed stake 1；The injected hole 3
Quantity is multiple, and multiple injected holes 3 are uniformly distributed；
Step 2: according to this engineering structure feature and Structure Calculation as a result, after arranging 70 steel pipes altogether under podium basis
Slip casting preloading underpinning pile；According to Structure Calculation, design takes bearing capacity of single pile, pile top embedded depth and relevant parameter as follows：
Bearing capacity of single pile：RK=280KN；
Pile driving pressure：P pressures=1.5RK=420KN；
Pile top embedded depth：Pile top is averaged embedded depth 24m, can enter the preferable ancient soil of soil nature and farinose argillic horizon；
Final pile top embedded depth should press=1.5RK controls with P；
Determine that the position of steel pipe grouting behind shaft or drift lining preloading underpinning pile, stake be long and bearing capacity of single pile after excavate operation hole vertically
And pilot tunnel；The pilot tunnel is located at 7 bottom of foundation of existing building hereinafter, pilot tunnel wide 0.8m, deep 1.8m；
Step 3: it is welded with the pointed stake 1 of slip casting short tube simultaneously in vertically-mounted step 1 at the design stake position operated in hole
The pointed stake 1 downward, is then vertically pressed into foundation soil by the taper pile top for making pointed stake 1 using pile compacting equipment；The pointed stake 1
Stake bit plane deviation is not more than 0.003 times of pointed stake length no more than 20mm, pile body perpendicularity deviation；
Step 4: connecting another section slip casting short tube on slip casting short tube in pointed stake in step 3, whole master is formed
Grouting Pipe 4；Then it saves the flat stake 2 in step 1 by one to be vertically arranged on pointed stake, and be welded to connect the underpinned pile for entirety, make
Pressing pile construction is carried out with pile compacting equipment；The perpendicularity deviation of the flat stake 2 is not more than 0.003 times of flat 2 length of stake；
Step 5: repeat the connecting of slip casting short tube, the installation and welding of flat stake 2 according to the method in step 4, with
And pressing pile construction, until the length of underpinned pile reaches designing pile length, repeat the connecting of slip casting short tube, the installation of flat stake 2 and
Welding and pressing pile construction during, on 2 inner wall of flat stake apart from stake bottom 3m~5m and with main 4 symmetrical position of Grouting Pipe
Welding slip casting short tube is put, and successively connects slip casting short tube, ultimately forms the spare Grouting Pipe 8 parallel with main Grouting Pipe 4, in formation
Portion is provided with the underpinned pile (as shown in Figure 1) of main Grouting Pipe 4 and spare Grouting Pipe 8, then by main 4 top of Grouting Pipe and spare note
8 top of slurry pipe is connect with external Grouting Pipe 5, is finally used and is underpined the progress pile underpinning of steel pipe 6, the branch after the completion of pile underpinning
Protection structure is as shown in Figure 2；The portion for underpining 1.05 times of pressure for final pressing pile force, effectively preventing pile body of the pile underpinning
Divide springback capacity, it is ensured that pile body is closely connect with original basis, reliable power transmission；
Step 6: after the completion of pile underpinning, cement mortar is pressed into external Grouting Pipe 5, cement mortar is pressed by main Grouting Pipe 4
It (uses spare Grouting Pipe 8 instead when main Grouting Pipe 4 is blocked in underpinned pile and carries out mud jacking), then pass through the slip casting on underpinned pile tube wall
Hole 3 is pressed into pile soil horizon, forms steel pipe grouting behind shaft or drift lining preloading underpinning pile；
Grouting material：Using neat slurry, cement uses 42.5R Portland cements；The grouting material ratio of mud 0.5~0.7.
Mud jacking amount：Mud jacking amount until not eating slurry, determines in principle with specific reference to scene.
Mud jacking pressure：Mud jacking pressure P=2.0MPa~2.5MPa is designed, experiment adjustment is starched according to on-site voltage-measuring, in construction
Practical mud jacking pressure P=0.8MPa~1.5MPa；
Step 7: be backfilling and compacted operation hole and pilot tunnel, under pile crown placing concrete cushion cap at 200mm, construction terminate.
In order to analyze consolidation effect, respectively to the steel pipe preloading underpinning pile of not slip casting and steel pipe grouting behind shaft or drift lining precompressed support in construction
It changes stake and carries out bearing capacity of single pile experiment.According to live bearing capacity of single pile result of the test：The steel pipe of construction method of the present invention is not used
Preloading underpinning pile bearing capacity of single pile RK=290KN is held using the steel pipe grouting behind shaft or drift lining preloading underpinning pile single pile of construction method of the present invention
Power RK=540KN is carried, the bearing capacity of single pile of more conventional steel pipe underpinned pile improves 86.2%, shows to underpin stake after slip casting in pile pipe
All soil body compactness greatly improve, and frictional force increases between stake soil, increases substantially bearing capacity of single pile, pile top embedded depth can
Further reduce.It is analyzed according to further test pile result, using steel pipe grouting behind shaft or drift lining preloading underpinning pile pile top embedded depth of the present invention
When being reduced to 18m, bearing capacity of single pile RK=380KN shows that pile top embedded depth can also reduce, but considers former backfill depth
About 16m, therefore pile top embedded depth no longer reduces.
2 years were observed after the podium builds reinforced processing, and steel pipe grouting behind shaft or drift lining preloading underpinning pile using the present invention is applied
After work method consolidation process, new sedimentation does not occur for podium building, and wall body slit does not have new variation, achieves good reinforcing
Treatment effect.
The above is only presently preferred embodiments of the present invention, and any restrictions are not done to the present invention, every according to invention skill
Any simple modification, change and the equivalent structure that art essence makees above example change, and still fall within the technology of the present invention
In the protection domain of scheme.
Claims (6)
1. a kind of steel pipe grouting method, which is characterized in that include the following steps：
Step 1: seamless steel pipe is cut into the short tube that length is 1.0m~1.5m, one end processing of a section short tube is tapered
Pointed stake (1) is made in pile top, and using other short tubes as flat stake (2), injected hole is processed on the tube wall of the peaceful stake (2) of pointed stake (1)
(3)；In one end threading of slip casting short tube, then it is short to save the slip casting after processing screw thread by one for other end machining internal thread
Pipe is welded in vertically on the inner wall of the pointed stake (1)；
Step 2: determine that the position of steel pipe grouting behind shaft or drift lining preloading underpinning pile, stake be long and bearing capacity of single pile, it is then vertical to excavate behaviour
It cheats and pilot tunnel；
Step 3: it is welded with the pointed stake (1) of slip casting short tube in vertically-mounted step 1 at the design stake position operated in hole and makes
The taper pile top of pointed stake (1) downward, then will be in the pointed stake (1) vertically press-in foundation soil using pile compacting equipment；
Step 4: connecting another section slip casting short tube on slip casting short tube in pointed stake in step 3, whole main slip casting is formed
It manages (4)；Then it saves the flat stake (2) in step 1 by one to be vertically arranged on pointed stake, and be welded to connect the underpinned pile for entirety, make
Pressing pile construction is carried out with pile compacting equipment；
Step 5: according to the method in step 4 repeat the connecting of slip casting short tube, the installation of flat stake (2) and welding and
Pressing pile construction until the length of underpinned pile reaches designing pile length, forms the underpinned pile for being internally provided with main Grouting Pipe (4), then
It will be connect at the top of main Grouting Pipe (4) with external Grouting Pipe (5), and finally use and underpin steel pipe (6) progress pile underpinning；
Step 6: after the completion of pile underpinning, cement mortar is pressed into external Grouting Pipe (5), cement mortar is pressed into underpinned pile, Ran Houtong
It crosses in the injected hole on underpinned pile tube wall (3) press-in pile soil horizon, forms steel pipe grouting behind shaft or drift lining preloading underpinning pile；
Step 7: be backfilling and compacted operation hole and pilot tunnel, under pile crown placing concrete cushion cap at 200mm, construction terminate.
2. a kind of steel pipe grouting method according to claim 1, which is characterized in that injected hole described in step 1 (3)
Quantity is multiple, and multiple injected holes (3) are uniformly distributed.
3. a kind of steel pipe grouting method according to claim 1, which is characterized in that pilot tunnel described in step 2 is located at existing
Building (7) bottom of foundation is hereinafter, pilot tunnel depth 1.8m.
A kind of 4. steel pipe grouting method according to claim 1, which is characterized in that the stake of pointed stake described in step 3 (1)
Bit plane deviation is not more than 20mm, and pile body perpendicularity deviation is not more than 0.003 times of pointed stake length.
5. a kind of steel pipe grouting method according to claim 1, which is characterized in that flat stake (2) described in step 4 is hung down
Straight degree deviation is not more than 0.003 times of flat stake (2) length.
A kind of 6. steel pipe grouting method according to claim 1, which is characterized in that the support of pile underpinning described in step 5
Change 1~1.05 times that pressure is final pressing pile force.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711203140.9A CN108193686A (en) | 2017-11-27 | 2017-11-27 | A kind of steel pipe grouting method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711203140.9A CN108193686A (en) | 2017-11-27 | 2017-11-27 | A kind of steel pipe grouting method |
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| CN108193686A true CN108193686A (en) | 2018-06-22 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109763509A (en) * | 2019-02-28 | 2019-05-17 | 广东广强基础工程有限公司 | A kind of buildings pile underpinning structure and its support and change method |
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2017
- 2017-11-27 CN CN201711203140.9A patent/CN108193686A/en active Pending
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109763509A (en) * | 2019-02-28 | 2019-05-17 | 广东广强基础工程有限公司 | A kind of buildings pile underpinning structure and its support and change method |
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Application publication date: 20180622 |