CN105735372B - Hold the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile in end - Google Patents
Hold the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile in end Download PDFInfo
- Publication number
- CN105735372B CN105735372B CN201610136278.0A CN201610136278A CN105735372B CN 105735372 B CN105735372 B CN 105735372B CN 201610136278 A CN201610136278 A CN 201610136278A CN 105735372 B CN105735372 B CN 105735372B
- Authority
- CN
- China
- Prior art keywords
- stake
- stake holes
- fixed plate
- bearing capacity
- pile
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
Landscapes
- Engineering & Computer Science (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)
- Structural Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile is held the invention provides a kind of end, is comprised the following steps：Perforate in fixed pile is being set, construction was being stopped before hole depth reaches stake holes set depth, reserved 1.0m~2.0m or so coatings in stake holes bottom；Determine that the center of stake holes, and marker bit are the center line of stake holes；Boring casing is installed in stake holes, and fixes boring casing in stake holes and at the aperture of stake holes respectively；Rigging up, rig includes drilling rod, and drilling rod is stretched into boring casing, and the center line of drilling rod overlaps with the center line of stake holes；In the supporting course coring of the bottom of stake holes；Each sample length is 1.0m~1.5m, and continuous sampling length is less than 5m；Indoor compressive strength of rock experiment is carried out, rock uniaxiality strength is obtained, vertical bearing capacity of single pile characteristic value is calculated.Supporting course rock property, bearing capacity and rock stratum position can in advance be judged using advanced drilling core examination bearing course at pile end.
Description
Technical field
The present invention relates to pile foundation engineering technique field, type large-section in-situ concrete pile bearing capacity of single pile is held more particularly, to a kind of end
Advanced detection method.
Background technology
Current pile foundation engineering flourishes, and is the basic parameters such as detection of pier foundation bearing capacity, industry standard (building foundation
Design specification and architecture foundation pile inspection specifications) some mandatory provisions have been carried out to detection method, such as：After construction is completed
Engineering pile should carry out vertical bearing capacity detection, artificial digging pile end Kong Shiying and carry out bearing course at pile end inspection.Wherein, architecture foundation pile
Hold type large-section in-situ concrete pile and specified in inspection specifications 3.3.7 sections opposite end.
When construction unit requires that carrying out end holds the detection of type large-section in-situ concrete pile vertical bearing capacity, inspection criterion regulation can be adopted
Coordinated with various methods, the principle of mutual supplement with each other's advantages.Such as the bearing course at pile end before filling concrete is differentiated, deep flat loading is tried
Test, bearing course at pile end drill core differentiates (including core test specimen compressive strength test etc.), bearing course at pile end lithology during according to whole hole
Differentiate to veritify whether vertical bearing capacity of single pile meets design requirement.Because bearing capacity of pile foundation is high, often testing equipment and scene
Condition cannot realize that vertical bearing capacity of single pile is detected.Research to stake end rock supporting course intensity, in large-tonnage artificial digging pile
Bearing capacity acceptance test on possess actual and reality meaning.To solve problem above, detected frequently with core drilling method.Inspection
Survey require for judge 3 times of stake footpaths below pile end and not less than in the range of 5m with the presence or absence of weak intercalated layer, fault belt
With the unfavorable geology such as Cave distribution.
At present, the method that predominantly detects of detecting of bearing capacity of a pile method has two kinds, Yi Zhongshi：Borehole reaches bearing course at pile end
Afterwards, before perfusion pile, artificial coring is used to bottom hole by under detection unit.Artificial coring is only adapted to dry hole stake, safety
Property poor, object under easy collapse hole or well wall dropping, endanger workmen's safety.Another kind is：Perfusion pile uses stake top after 28 days
Boring and coring.Coring equipment is difficult to fix in boring and coring method after pile, situations such as being susceptible to sliding brill, bit freezing, do not return water,
It is serious cause to bore, the accident such as collapse hole causes boring and coring to fail.Because drill core difficulty is big, bit wear is big, the time is long, damages
It is broken part pile body therefore is filled after need to detecting, financial cost increase accordingly also just at double, and security is poor.For inspection
Survey underproof pile foundation and cannot typically take reasonable measure and processed, cause great economic loss, influence the completion time of project.
As can be seen here, existing detection method security is low, high cost.
The content of the invention
The type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile is held it is an object of the invention to provide a kind of end, to solve
Certainly existing detection method security is low, high cost technical problem.
The present invention provides a kind of end and holds the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile, comprises the following steps：
S1. perforate in fixed pile is being set, construction was being stopped before hole depth reaches stake holes set depth, it is reserved in stake holes bottom
1.0m~2.0m or so coatings；
S2. the center of stake holes is determined, and marker bit is the center line of stake holes；
S3., boring casing is installed in stake holes, the center line of boring casing is overlapped with the center line of the stake holes, and
Boring casing is fixed in the stake holes and at the aperture of stake holes respectively；
S4. rigging up, the rig includes drilling rod, and drilling rod is stretched into boring casing, and the drilling rod center
Line overlaps with the center line of the stake holes；
S5. in the supporting course coring of the bottom of stake holes；Each sample length is 1.0m~1.5m, and continuous sampling length is small
In 5m；
S6. indoor compressive strength of rock experiment is carried out, rock uniaxiality strength is obtained, single-pile vertical orientation is then calculated and is carried
Power characteristic value.
Further, in step s3, the boring casing is fixed using fixation kit in stake in the stake holes, in institute
State and the boring casing is fixed using stake mouthful fixation kit at the aperture of stake holes；Fixation kit includes multiple first in the stake
Inner fixing member and multiple second inner fixing member, multiple first inner fixing member and multiple second inner fixing member are corresponded and set
Put；Outer wall of the first end of each stake internal fixation plate respectively with the boring casing is fixedly connected, solid in each described stake
The other end of fixed board is fixedly connected with corresponding second inner fixing member respectively, second inner fixing member along and the stake holes
Central axis direction insertion foundation soil in.
Further, first inner fixing member and second inner fixing member are four, four described first
Stake inner fixing member is connected on the outer wall of the boring casing in cross.
Further, second inner fixing member be taper, second inner fixing member with described first in
The size of one end of fixture connection is more than second inner fixing member away from stating first chi of one end of inner fixing member
It is very little.
Further, the stake mouthful fixation kit includes first mouth fixed plate, and first mouth fixed plate is placed on
On the aperture of the stake holes, the boring casing is fixed through first mouth fixed plate and with first mouth fixed plate
Connection, the two ends of first mouth fixed plate are fixed in foundation soil.
Further, the stake mouthful fixation kit also includes second mouth fixed plate, and second mouth fixed plate is placed
Outside the aperture of the stake holes, and the two ends of second mouth fixed plate are fixed with the two ends of first mouth fixed plate
Connection；
Ground anchor pole, the earth anchor are fixedly connected with first mouth fixed plate and/or second mouth fixed plate
Bar is embedded in foundation soil vertically.
Further, the stake mouthful fixation kit includes spaced multiple prisms of third order mouthful fixed plates, and each described the
The outer wall of three first ends of mouth fixed plate respectively with the drilling rod sleeve pipe is fixedly connected, each prism of third order mouthful fixed plate
Second end is individually secured in foundation soil.
Further, the prism of third order mouthful fixed plate is four, and four prism of third order mouthful fixed plates are fixed in cross
Connection.
Further, the second end of each prism of third order mouthful fixed plate has been respectively fixedly connected with ground anchor pole, the earth anchor
In bar insertion foundation soil.
Further, also including water steadying fixed board, the water steadying fixed board sets and is fixedly connected on the fixed group of the stake mouthful
The lower section of part.
The type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile is held at the end that the present invention is provided to be reached in bore forming
Design requirement stake is long, before not putting steel reinforcement cage concrete perfusion, is detected, power is supported using the stake of advanced drilling core examination
Layer, safety is time saving, cost-effective, can in advance judge supporting course rock property, bearing capacity and rock stratum position, is that pile is saved
Time and cost.The advanced detection method of type large-section in-situ concrete pile bearing capacity of single pile is held suitable for dry hole stake and wet hole stake in the end, applies
Workman person is operated outside stake holes, without the bottom hole that places an order, will not endanger workmen's safety, safe, time saving, laborsaving, save into
This；On the other hand, this method is detected before pile, and drill core difficulty is small, and bit wear is small, does not take pile body part, warp
Ji low cost, pile quality is guaranteed.
Brief description of the drawings
In order to illustrate more clearly of the specific embodiment of the invention or technical scheme of the prior art, below will be to specific
The accompanying drawing to be used needed for implementation method or description of the prior art is briefly described, it should be apparent that, in describing below
Accompanying drawing is some embodiments of the present invention, for those of ordinary skill in the art, before creative work is not paid
Put, other accompanying drawings can also be obtained according to these accompanying drawings.
Fig. 1 shows for the structure of the device for holding type large-section in-situ concrete pile bearing capacity of single pile for test side of the embodiment of the present invention
It is intended to；
Fig. 2 is the structural representation of fixation kit in the stake in Fig. 1；
Fig. 3 is the structural representation of the stake mouthful fixation kit of an embodiment of the present invention；
Fig. 4 is the structural representation of the stake mouthful fixation kit of another kind embodiment of the invention；
Fig. 5 holds the flow chart of the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile for the end of the embodiment of the present invention.
Reference：
1- drilling rods；2- boring casings；
3- mouth fixation kit；Fixation kit in 4-；
First mouth fixed plate of 31-；Second mouth fixed plate of 32-；
33- ground anchor pole；34- mouth connecting bolt；
The 35- prisms of third order mouthful fixed plate；
First inner fixing member of 41-；Second inner fixing member of 42-；
Connecting bolt in 43-；5- mud circulation pipes；
6- mud pits；7- stake holes；
71- apertures；
8- water steadying fixed boards；9- coatings；
10- datum levels.
Specific embodiment
Technical scheme is clearly and completely described below in conjunction with accompanying drawing, it is clear that described implementation
Example is a part of embodiment of the invention, rather than whole embodiments.Based on the embodiment in the present invention, ordinary skill
The every other embodiment that personnel are obtained under the premise of creative work is not made, belongs to the scope of protection of the invention.
In the description of the invention, it is necessary to explanation, term " " center ", " on ", D score, "left", "right", " vertical ",
The orientation or position relationship of the instruction such as " level ", " interior ", " outward " be based on orientation shown in the drawings or position relationship, merely to
Be easy to the description present invention and simplify describe, rather than indicate imply signified device or element must have specific orientation,
With specific azimuth configuration and operation, therefore it is not considered as limiting the invention.Additionally, term " first ", " second ",
" the 3rd " is only used for describing purpose, and it is not intended that indicating or implying relative importance.Wherein, term " first position " and
" second place " is two different positions.
In the description of the invention, it is necessary to illustrate, unless otherwise clearly defined and limited, term " installation ", " phase
Company ", " connection " should be interpreted broadly, for example, it may be being fixedly connected, or being detachably connected, or be integrally connected；Can
Being to mechanically connect, or electrically connect；Can be joined directly together, it is also possible to be indirectly connected to by intermediary, Ke Yishi
Two connections of element internal.For the ordinary skill in the art, with concrete condition above-mentioned term can be understood at this
Concrete meaning in invention.
Fig. 1 shows for the structure of the device for holding type large-section in-situ concrete pile bearing capacity of single pile for test side of the embodiment of the present invention
It is intended to；Fig. 5 holds the flow chart of the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile for the end of the embodiment of the present invention.This hair
The advanced detection method of type large-section in-situ concrete pile bearing capacity of single pile is held using heretofore described for test side in the end of bright offer
The device for holding type large-section in-situ concrete pile bearing capacity of single pile is detected.
As shown in Figure 1 and Figure 5, the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile is held at the end in the present invention, is wrapped
Include following steps：
S1. perforate in fixed pile is being set, construction was being stopped before hole depth reaches the set depth of stake holes 7, it is pre- in the bottom of stake holes 7
Stay 1.0m~2.0m or so coatings 9；
S2. the center of stake holes 7 is determined, and marker bit is the center line of stake holes 7；
S3., boring casing 2 is installed in stake holes 7, the center line of boring casing 2 is overlapped with the center line of the stake holes 7,
And boring casing 2 is fixed in the stake holes 7 and at the aperture 71 of stake holes 7 respectively；
S4. rigging up, the rig includes drilling rod 1, and drilling rod 1 is stretched into boring casing 2, and the drilling rod 1
Center line overlaps with the center line of the stake holes 7；
S5. in the supporting course coring of the bottom of stake holes 7；Each sample length is 1.0m~1.5m, and continuous sampling length is
Less than 5m；
S6. indoor compressive strength of rock experiment is carried out, rock uniaxiality strength is obtained, single-pile vertical orientation is then calculated and is carried
Power characteristic value.
Specifically, in step sl, can be using manually digging hole or mechanical borehole.
Specifically, in step s 2, the center of stake can be determined using instruments such as total powerstation or laser orientation instru-ments.
Specifically, in step s3, the center line of boring casing 2 and the stake holes 7 should be made in the range of error permission
Center line overlap.Preferably every 10 meters -20 meters of boring casing 2 is one section, and multistage boring casing 2 is stretched into stake holes 7 and connected successively
Into a boring casing for entirety 2.The diameter of boring casing 2 is generally 2-3 times of 1 diameter of drilling rod.Fixation kit 4 is used for fixing in stake
Boring casing 2, the clipping room of the in the vertical direction of fixation kit 4 is away from preferably 10 meters -15 meters in two adjacent stakes.
Specifically, in step s 4, rig can be taken and be placed on stake mouthful fixation kit 3.Rig can use hundred meters of rigs.
The external diameter of drill bit can be φ 75mm, and internal diameter is φ 56mm.Drilling rod 1 should be vertical, not run-off the straight, displacement in drilling process,
Drill core hole perpendicularity deviation is not more than 0.5%.The diameter of drilling rod 1 is preferably 56mm.The diameter of boring casing 2 can be 146mm.Bore
Machine should be equipped with two-tube single action drilling tool and corresponding orifice tube, reamer, jump ring, righting stabilizer and fish for the brill of soft slag specimen
Tool, rig is installed must straight, firm, base level.Can be by the floor installation of rig in water steadying fixed board 8, it is ensured that bore
Machine base level, rig is installed straight firm.
Specifically, in step s 5, a length of 1.0m~1.5m is crept into, drilling 1-1.5m carries brill every time, checks coring result,
Therefrom extracting core sample carries out compression test.Judge below stake end without weak intercalated layer, fault belt and Cave distribution, stake bottom stress
Without rock mass free face in range of scatter.Obtain core resistance to compression test specimen and be no less than 1 group, every group of 3 core samples carry out indoor rock resistance to compression
Strength test, vertical bearing capacity of single pile characteristic value is checked by test data.
Specifically, in step s 6, can be according to《Technical code for building pile foundation》Calculate single Deng national sector standard regulation
Pile vertical carrying capacity characteristic value.
The type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile is held at the end that the present invention is provided to be reached in bore forming
Design requirement stake is long, before not putting steel reinforcement cage concrete perfusion, is detected, power is supported using the stake of advanced drilling core examination
Layer, safety is time saving, cost-effective, can in advance judge supporting course rock property, bearing capacity and rock stratum position, is that pile is saved
Time and cost.The advanced detection method of type large-section in-situ concrete pile bearing capacity of single pile is held suitable for dry hole stake and wet hole stake in the end, applies
Workman person is operated outside stake holes 7, without the bottom hole that places an order, will not endanger workmen's safety, safe, time saving, laborsaving, save into
This；On the other hand, this method is detected before pile, and drill core difficulty is small, and bit wear is small, does not take pile body part, warp
Ji low cost, pile quality is guaranteed.
Advance drilling detection method be bore forming reach design requirement stake it is long, do not put steel reinforcement cage concrete perfusion it
Before, reserved 1.0m~2.0m in stake bottom or so coatings 9 are welded into criss-cross stake mouthful fixation kit 3 and put with four angle bar
In the position of aperture 71 of stake holes 7, centre reserves 150mm squares hole, makes drilling rod 1 without rocking and fixed in emptying aperture position stabilization
Stake mouth fixation kit 3, is put into square hole using 146mm boring casings 2 and followed up, and the fixed group of stake mouthful is placed in using hundred meters of rigs
On part 3, outside diameter is φ 75mm, and internal diameter is φ 56mm.Drilling rod 1 should be straight, and diameter is preferably 56mm, and drilling equipment is installed necessary
Straight, firm, base level.It is ensured that rig not run-off the straight, displacement during unbearable, drill core hole perpendicularity deviation is little
In 0.5%, rig should be equipped with two-tube single action drilling tool and corresponding orifice tube, reamer, jump ring, righting stabilizer and can fish for
The drilling tool of soft slag specimen.According to actual conditions in the supporting course coring close to stake bottom.Each sample length is 1.0m~1.5m,
Continuous sampling length is, not less than 5m (calculating coring length according to stake footpath), the core sample for drilling through to be placed in core sample by round trip order
In case, sounding mark is carried out, after drill core terminates, the overall picture of core sample and probing nameplate should be taken pictures.According to sampling result
Judge, without weak intercalated layer, fault belt and Cave distribution below stake end, without rock mass free face in stake bottom stress range of scatter, to cut
Coring resistance to compression test specimen carries out indoor compressive strength of rock experiment no less than 1 group (every group of 3 core samples), is checked by test data
Vertical bearing capacity of single pile characteristic value.
Fig. 1 shows for the structure of the device for holding type large-section in-situ concrete pile bearing capacity of single pile for test side of the embodiment of the present invention
It is intended to；Fig. 2 is the structural representation of fixation kit in the stake in Fig. 1.
The present invention provides a kind of device that type large-section in-situ concrete pile bearing capacity of single pile is held for test side, referring to Fig. 1 and Tu
2, the device for holding type large-section in-situ concrete pile bearing capacity of single pile for test side includes：Rig, the circulation of boring casing 2, mud
Fixation kit 4 and stake mouthful fixation kit 3 in pipe 5, mud pit 6, stake；The rig includes drilling rod 1, and the drilling rod 1 is located at described
In boring casing 2, the first end of the mud circulation pipe 5 is connected with the boring casing 2, and the second of the mud circulation pipe 5
End connects with the mud pit 6；The boring casing 2 is stretched into stake holes 7, the hole positioned at the stake holes 7 of the boring casing 2
The part of mouth 71 is fixedly connected with the stake mouthful fixation kit 3；The boring casing 2 be located at the stake holes 7 part with it is described
Fixation kit 4 is fixedly connected in stake；Fixation kit 4 is included in multiple first inner fixing member 41 and multiple second in the stake
Fixture 42, multiple first inner fixing member 41 and multiple second inner fixing member 42 are corresponded and set；In each described stake
Outer wall of the first end of fixed plate respectively with the boring casing 2 is fixedly connected, the other end point of each stake internal fixation plate
It is not fixedly connected with corresponding second inner fixing member 42, second inner fixing member 42 is along the center line with the stake holes 7
In vertical direction insertion foundation soil.
Examined in advance using the device for holding provided by the present invention for test side type large-section in-situ concrete pile bearing capacity of single pile
Survey, be easy to fix rig, drilling rod and boring casing, it is possible to for pile provides supporting course accurate location and bearing capacity.
Wherein, in the range of error permission, boring casing 2 should overlap with the center line of stake holes 7.Boring casing 2 is used for
Constraint drilling rod 1, make drilling rod 1 in stake holes 7 stable rotation without double swerve, it is ensured that drilling rod 1 does not occur during drilling
Deflection.Drilling rod 1 is drilled down under the constraint of boring casing 2.Fixation kit 4 is used to fix boring casing in stake holes 7 in stake
2, and stake mouthful fixation kit 3 is used to fix boring casing 2 at the aperture 71 of stake holes 7, and stake mouthful fixation kit 3 also facilitates peace
Fill remaining structure of rig.The present invention prevents rig run-off the straight, displacement during drill core by stake mouthful fixation kit 3,
Ensure that the perpendicularity deviation in drill core hole is not more than 0.5%.
Preferably, in the present embodiment, fixation kit 4 is multiple in the stake, and fixation kit 4 is along the brill in multiple stakes
Visit the length direction (i.e. vertical direction interval setting in Fig. 1) of sleeve pipe 2.Fixed probing covers fixation kit 4 respectively in multiple stakes
The different piece in stake holes 7 of pipe 2, it is ensured that boring casing 2 is maintained static.
Specifically, second inner fixing member 42 can weld together with first inner fixing member 41, or by stake
Connecting bolt 43 is fixed together (as shown in Figure 2).During installation, second inner fixing member 42 is first embedded in foundation soil
In, first inner fixing member is then being fixedly connected (weld or by bolt welding) in one end of second inner fixing member 42
41, first end of inner fixing member 41 is fixedly connected with boring casing 2, so as to boring casing 2 be fixedly secured.When drilling through work
After the completion of industry, first inner fixing member 41 can be disassembled with second inner fixing member 42, it is also possible to will by cutting mode
First inner fixing member 41 is separated with second inner fixing member 42.
First inner fixing member 41 and second inner fixing member 42 can be arranged as required to be multiple, such as two
It is individual, three, four, five or more than five.
In the present embodiment, as shown in Fig. 2 further, first inner fixing member 41 and it is described second in it is solid
Determine part 42 and be four, four first inner fixing members 41 are connected on the outer wall of the boring casing 2 in cross.This
Fixation kit 4 is in cross in stake in embodiment, and cross connection very firmly, can be from multiple different direction constraints simultaneously
Fixed boring casing 2, it is ensured that boring casing 2 will not be shifted over.
Wherein, first inner fixing member 41 can be made of shaped steel or angle bar, such as i shaped steel.It is solid in first
It can be the tabular shown in Fig. 2 to determine part 41, or the shape such as strip.
Preferably, as shown in Fig. 2 second inner fixing member 42 is taper, specifically, second inner fixing member 42 can
Think solid taper shaped steel.The chi of one end being connected with first inner fixing member 41 of second inner fixing member 42
It is very little more than second inner fixing member 42 away from stating first size of one end of inner fixing member 41.In second of taper
Fixture 42 easier can be embedded in foundation soil, and will not make into considerable influence with local methods to ground, while again can second
Inner fixing member 42 can be securely fixed in foundation soil again.
Fig. 3 is the structural representation of the stake mouthful fixation kit 3 of an embodiment of the present invention；
Specifically, as shown in figure 3, the stake mouthful fixation kit 3 includes first mouth fixed plate 31, first mouth is consolidated
Fixed board 31 is placed on the aperture 71 of the stake holes 7, the boring casing 2 through first mouth fixed plate 31 and with it is described
First mouth fixed plate 31 is fixedly connected, and the two ends of first mouth fixed plate 31 are fixed in foundation soil.The present invention passes through
Stake mouth fixation kit 3 prevents rig run-off the straight, displacement during drill core, it is ensured that the perpendicularity deviation in drill core hole is not more than
0.5%.
Wherein, first mouth fixed plate 31 can be made of shaped steel or angle bar, such as i shaped steel.
Further, as shown in figure 3, the stake mouthful fixation kit 3 also includes second mouth fixed plate 32, described second
Mouthful fixed plate 32 is placed on outside the aperture 71 of the stake holes 7, and second mouth fixed plate 32 two ends and described first
The two ends of stake mouth fixed plate 31 are fixedly connected.
Preferably, ground anchor pole 33 is fixedly connected with first mouth fixed plate 31, described ground anchor pole 33 is embedded vertically
In foundation soil.Securely can be fixed together first mouth fixed plate 31 with foundation soil by ground anchor pole 33, it is ensured that first mouth
Fixed plate 31 is maintained static, so that the boring casing 2 at firm restraint stake mouth, boring casing 2 maintains static, and ensure that probing
Operation exactly, will not deflection.
When stake mouthful fixation kit 3 includes second mouth fixed plate 32 described above, as shown in Figure 3, it is preferable that described
Ground anchor pole 33 is fixedly connected with second mouth fixed plate 32.Described ground anchor pole 33 is vertically in embedded foundation soil.The ground energy of anchor pole 33
It is enough that second mouth fixed plate 32 is fixed together with foundation soil securely, it is ensured that second mouth fixed plate 32 is maintained static, from
And the boring casing 2 at firm restraint stake mouth, boring casing 2 maintains static, and ensure that probing operation exactly, will not be inclined
Tiltedly.
First mouth fixed plate 31 and second mouth fixed plate 32 can be made into integration, such as first He of mouth fixed plate 31
Second integrally connected of mouth fixed plate 32 is the stake mouthful fixation kit 3 of annular, and the middle part of stake mouthful fixation kit 3 of annular is provided with logical
Hole, can material-saving so that cost-effective.Preferably, first mouth fixed plate 31 and second mouth fixed plate 32 integrally connect
It is connected in the rectangle shown in Fig. 2.The stake mouthful fixation kit 3 of rectangle firmly can not only be fixed together with foundation soil, while rectangle
Stake mouthful fixation kit 3 can also play a part of to facilitate rigging up, such as when the size of rig is smaller, rig can pacify
On the stake mouthful fixation kit 3 of rectangle, stake mouthful fixation kit 3 plays a part of support and rigging up, it is ensured that normal drilling
Work.Wherein, rig can be fixedly connected in second mouth fixed plate 32 using bolt.
Fig. 4 is the structural representation of the stake mouthful fixation kit 3 of another kind embodiment of the invention.
As shown in figure 4, the stake mouthful fixation kit 3 includes spaced multiple prisms of third order mouthful fixed plate 35, each institute
State outer wall of the first end of the prism of third order mouthful fixed plate 35 respectively with the sleeve pipe of the drilling rod 1 to be fixedly connected, each described prism of third order mouthful
Second end of fixed plate 35 is individually secured in foundation soil.The present invention prevents rig in drill core mistake by stake mouthful fixation kit 3
Run-off the straight, displacement in journey, it is ensured that the perpendicularity deviation in drill core hole is not more than 0.5%.
The prism of third order mouthful fixed plate 35 can be made of shaped steel or angle bar, such as i shaped steel.
Preferably, as shown in figure 4, the prism of third order mouthful fixed plate 35 is four, four prism of third order mouthful fixed plates 35
It is fixedly connected in cross.Stake mouthful fixation kit 3 in the present embodiment is in cross, and cross connection is very firm, Neng Goucong
Multiple different directions constrain and fix boring casing 2, it is ensured that boring casing 2 will not be shifted over.
Four prism of third order mouthful fixed plates 35 can be welded as a whole, it is also possible to fixed by stake mouthful connecting bolt 34 and connected
It is connected together.
Preferably, as shown in figure 4, the second end of each prism of third order mouthful fixed plate 35 has been respectively fixedly connected with ground anchor pole
33, in the insertion foundation soil of described ground anchor pole 33.Ground anchor pole 33 can fix the prism of third order mouthful fixed plate 35 with foundation soil securely
Together, it is ensured that the prism of third order mouthful fixed plate 35 is maintained static, so that boring casing 2 at firm restraint stake mouth, boring casing 2 is consolidated
It is fixed motionless, probing operation exactly is ensure that, will not deflection.
Ground anchor pole 33 can be arranged as required into one or more, and multiple ground anchor pole 33 can improve bonding strength,
Ensure that stake mouthful fixation kit 3 is firmly fixed together with foundation soil, will not be shifted over, improve drilling work security and can
By property.
In the description of the invention, described ground anchor pole 33 can be bolt, or other metal rods, or can
The other structures that stake mouthful fixation kit 3 and foundation soil are firmly fixed together.
The invention provides two kinds of stakes mouthful fixation kit 3, can be according to the position of rig and the suitable stake mouthful of specification selection
Fixation kit 3.When using the large type drill being located at outside stake holes 7, suitably using the stake mouthful fixation kit 3 shown in Fig. 3, wherein,
Large type drill may be mounted in second mouth fixed plate 32 of stake mouthful fixation kit 3, can fix rig by bolt and connect
It is connected in second mouth fixed plate 32.When using the small-sized drill smaller than the diameter of stake holes 7, suitably using the stake mouthful shown in Fig. 4
Fixation kit 3, wherein, small-sized drill is arranged in the prism of third order mouthful fixed plate 35.
Further, as shown in figure 1, the device for holding type large-section in-situ concrete pile bearing capacity of single pile for test side is also wrapped
Water steadying fixed board 8 is included, water steadying fixed board 8 is arranged on datum level 10, and the water steadying fixed board 8 sets and is fixedly connected on the stake
The lower section of mouth fixation kit 3.The one side of water steadying fixed board 8 can be played a supporting role, and the level of another aspect water steadying fixed board 8 is put
Put on datum level 10, ensure that the stake mouthful level of fixation kit 3, when rig is arranged on this mouth fixation kit 3, rig
Will not be crooked, so that rig can creep into accurate stable, improve the security of drilling work.
Additionally, when there is ground anchor pole 33, described ground anchor pole 33 passes through the stake mouthful fixation kit 3 and water steadying fixed board 8
It is embedded in afterwards in the foundation soil outside stake holes 7.
Finally it should be noted that：Various embodiments above is merely illustrative of the technical solution of the present invention, rather than its limitations；To the greatest extent
Pipe has been described in detail with reference to foregoing embodiments to the present invention, it will be understood by those within the art that：Its according to
The technical scheme described in foregoing embodiments can so be modified, or which part or all technical characteristic are entered
Row equivalent；And these modifications or replacement, the essence of appropriate technical solution is departed from various embodiments of the present invention technology
The scope of scheme.
Claims (10)
1. the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile is held at a kind of end, it is characterised in that comprised the following steps：
S1. perforate in fixed pile is being set, construction was being stopped before hole depth reaches stake holes set depth, 1.0m is being reserved in stake holes bottom
~2.0m or so coatings；
S2. the center of stake holes is determined, and labeled as the center line of stake holes；
S3., boring casing is installed in stake holes, the center line of boring casing is overlapped with the center line of the stake holes, and described
Boring casing is fixed in stake holes and at the aperture of stake holes respectively；
S4. rigging up, the rig includes drilling rod, and drilling rod is stretched into boring casing, and the center line of the drilling rod with
The center line of the stake holes overlaps；
S5. in the supporting course coring of the bottom of stake holes；Each sample length is 1.0m~1.5m, continuous sampling length be less than
5m；
S6. indoor compressive strength of rock experiment is carried out, rock uniaxiality strength is obtained, vertical bearing capacity of single pile is then calculated special
Value indicative.
2. the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile is held at end according to claim 1, it is characterised in that
In step s3, the boring casing is fixed using fixation kit in stake in the stake holes, is adopted at the aperture of the stake holes
The boring casing is fixed with stake mouthful fixation kit；Fixation kit includes multiple first inner fixing member and multiple the in the stake
Two inner fixing members, multiple first inner fixing member and multiple second inner fixing member are corresponded and set；In each described stake
Outer wall of the first end of fixed plate respectively with the boring casing is fixedly connected, the other end difference of each stake internal fixation plate
It is fixedly connected with corresponding second inner fixing member, second inner fixing member is along the side with the central axis of the stake holes
To in embedded foundation soil.
3. the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile is held at end according to claim 2, it is characterised in that
First inner fixing member and second inner fixing member are four, and four first inner fixing members are in cross
Shape is connected on the outer wall of the boring casing.
4. the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile is held at end according to claim 2, it is characterised in that
Second inner fixing member is taper, one end being connected with first inner fixing member of second inner fixing member
Size of the size more than one end away from first inner fixing member of second inner fixing member.
5. the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile is held at end according to claim 2, it is characterised in that
The stake mouthful fixation kit includes first mouth fixed plate, and first mouth fixed plate is placed on the aperture of the stake holes,
The boring casing is through first mouth fixed plate and is fixedly connected with first mouth fixed plate, first mouth
The two ends of fixed plate are fixed in foundation soil.
6. the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile is held at end according to claim 5, it is characterised in that
The stake mouthful fixation kit also includes second mouth fixed plate, and second mouth fixed plate is placed on the aperture of the stake holes
Outward, and the two ends of second mouth fixed plate are fixedly connected with the two ends of first mouth fixed plate；
Ground anchor pole is fixedly connected with first mouth fixed plate and/or second mouth fixed plate, described ground anchor pole is erected
In straight embedded foundation soil.
7. the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile is held at end according to claim 2, it is characterised in that
The stake mouthful fixation kit includes spaced multiple prisms of third order mouthful fixed plate, the first of each prism of third order mouthful fixed plate
The outer wall respectively with the drilling rod sleeve pipe is held to be fixedly connected, the second end of each prism of third order mouthful fixed plate is individually secured to ground
In base soil.
8. the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile is held at end according to claim 7, it is characterised in that
The prism of third order mouthful fixed plate is four, and four prism of third order mouthful fixed plates are fixedly connected in cross.
9. the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile is held at end according to claim 8, it is characterised in that
Second end of each prism of third order mouthful fixed plate has been respectively fixedly connected with ground anchor pole, in described ground anchor pole insertion foundation soil.
10. the type large-section in-situ concrete pile bearing capacity of single pile side of detection in advance is held at the end according to any one of claim 2-9
Method, it is characterised in that also including water steadying fixed board, the water steadying fixed board sets and is fixedly connected on the stake mouthful fixation kit
Lower section.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610136278.0A CN105735372B (en) | 2016-03-09 | 2016-03-09 | Hold the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile in end |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610136278.0A CN105735372B (en) | 2016-03-09 | 2016-03-09 | Hold the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile in end |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105735372A CN105735372A (en) | 2016-07-06 |
| CN105735372B true CN105735372B (en) | 2017-06-30 |
Family
ID=56251278
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610136278.0A Active CN105735372B (en) | 2016-03-09 | 2016-03-09 | Hold the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile in end |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105735372B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109655338B (en) * | 2018-12-13 | 2021-04-23 | 深圳宏业基岩土科技股份有限公司 | Method for controlling rock-socketed quality of rock-socketed pile |
| CN112627242A (en) * | 2019-10-29 | 2021-04-09 | 健研检测集团有限公司 | Core drilling detection method for cast-in-place concrete pile and auxiliary device thereof |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1226493C (en) * | 2003-04-11 | 2005-11-09 | 董天文 | End-carrying type large-diameter pile pier vertical bearing capacity detecting method |
| JP2009108491A (en) * | 2007-10-26 | 2009-05-21 | Shimizu Corp | Method for checking end bearing capacity of cast-in-place pile |
| CN104947654B (en) * | 2015-07-01 | 2017-01-18 | 山东金城建设有限公司 | Complicated water area inclined rock face large-diameter cast-in-place pile construction method |
| CN105256795B (en) * | 2015-10-21 | 2017-07-14 | 江国华 | Hold type thread core built pile and its construction equipment and construction method in a kind of end |
| CN105350513A (en) * | 2015-12-04 | 2016-02-24 | 中铁第四勘察设计院集团有限公司 | Novel construction method for end-bearing type composite consolidated foundation |
-
2016
- 2016-03-09 CN CN201610136278.0A patent/CN105735372B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN105735372A (en) | 2016-07-06 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US9605404B2 (en) | High strain dynamic load testing procedure | |
| CN104532886B (en) | A kind of bored concrete pile pile bottom sediment and pile end groundwork checkout gear and method | |
| JPS6250591A (en) | Crust stress measuring method by water pressure crushing method based on evaluation of crack behavior in rock | |
| CN105239574B (en) | Construction method applied to the static-pressure prestressed drilled pile for filling out Haiti matter | |
| CN204401664U (en) | A kind of castinplace pile pile bottom sediment and pile end groundwork checkout gear | |
| CN105019485B (en) | A kind of excavation of foundation pit dead load test on pile foundation detection method | |
| CN107246007B (en) | A kind of CFG of construction method | |
| CN110792450B (en) | Method for determining advanced support of grouting anchor cable | |
| CN103215953A (en) | Construction method of anti-floating anchor in super-large super-deep basement engineering | |
| CN105735372B (en) | Hold the type advanced detection method of large-section in-situ concrete pile bearing capacity of single pile in end | |
| CN103741963A (en) | Industrial plant foundation strengthening method | |
| CN114776229B (en) | Water area CPTU test system and test method | |
| CN105275024A (en) | Method for detecting and reinforcing vertical bearing force of defective large-diameter socketed pile | |
| CN107059846A (en) | Coordinate the super large draw ratio filling pile cage of reinforcement and drilling core checking method of drilling core checking | |
| CN105780825B (en) | A kind of pile foundation construction environmental Kuznets Curves and evaluation method based on autobalanced detection experiment | |
| Buckley et al. | Pile behaviour in low-medium density chalk: preliminary results from the ALPACA project | |
| CN205604308U (en) | Bore core sampling device | |
| CN110672062A (en) | Embedding method of monitoring points for monitoring settlement of bedrock | |
| Baker Jr et al. | Caisson construction problems and correction in Chicago | |
| CN111749246A (en) | Installation method of prestressed anchor cable of water-rich sand layer | |
| CN214573946U (en) | Hole stake steel of high accuracy protects a locating rack | |
| CN206616553U (en) | Coordinate the super large draw ratio filling pile cage of reinforcement of drilling core checking | |
| CN108166541A (en) | The detection method of pile quality in reinforced concrete structure or hard whole basement rock | |
| CN105926565B (en) | A kind of method visited shovel and its simply judged for traditional residence foundation soil | |
| CN111733813A (en) | One-column one-pile manual and mechanical dry operation combined hole forming construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |