CN106836213A - Grouting behind shaft or drift lining pre-stress hollow square pile and its construction technology - Google Patents
Grouting behind shaft or drift lining pre-stress hollow square pile and its construction technology Download PDFInfo
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- CN106836213A CN106836213A CN201710217759.9A CN201710217759A CN106836213A CN 106836213 A CN106836213 A CN 106836213A CN 201710217759 A CN201710217759 A CN 201710217759A CN 106836213 A CN106836213 A CN 106836213A
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- 238000005516 engineering process Methods 0.000 title claims abstract description 23
- 238000007569 slipcasting Methods 0.000 claims abstract description 85
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- 230000003068 static effect Effects 0.000 claims abstract description 38
- 238000000034 method Methods 0.000 claims abstract description 36
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- GNFTZDOKVXKIBK-UHFFFAOYSA-N 3-(2-methoxyethoxy)benzohydrazide Chemical compound COCCOC1=CC=CC(C(=O)NN)=C1 GNFTZDOKVXKIBK-UHFFFAOYSA-N 0.000 claims description 3
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Classifications
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- 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
- E02D5/52—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments
- E02D5/523—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments composed of segments
- E02D5/526—Connection means between pile segments
-
- 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
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
-
- 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
- E02D5/58—Prestressed concrete piles
Abstract
The invention discloses a kind of grouting behind shaft or drift lining pre-stress hollow square pile and its construction technology, grouting behind shaft or drift lining pre-stress hollow square pile two ends are installed by square pile end plate, square pile end plate Shang Yanqi centers axially bored line is arranged with two perforation being generally aligned in the same plane with its axis, two Grouting Pipes are inserted in hollow square pile and are fixedly connected with the skeleton in it respectively through perforation on square pile end plate, and its construction technology is：First design hollow square pile and grouting amount；Band Grouting Pipe hollow square pile is made again, square pile end plate perforation selection bellmouth during pile extension, then hollow square pile construction is carried out using hammering method or static pressure method, check (non-return) valve need to be installed in slip casting tube end during construction, the check (non-return) valve of slip casting around pile is arranged on the sidewall exit of Grouting Pipe lower end threeway, pile follower carries out the installation casting head in Grouting Pipe and carries out high-pressure slip-casting after terminating, the present invention improves the replicability and load-carrying properties of grouting behind shaft or drift lining pre-stress hollow square pile, reduces the static pressed pile power that static pressure method pre-stress hollow square pile passes through hard soil layer.
Description
Technical field
The present invention relates to a kind of hollow square pile construction technology, more particularly to a kind of grouting behind shaft or drift lining pre-stress hollow square pile and its apply
Work technique.
Background technology
Pre-stress hollow square pile relative to traditional cast-in-situ bored pile, reliable in quality, and is constructed because belonging to factory's making
Speed is fast, without sludge pollution, is widely used, and compared with traditional pile for prestressed pipe, due to the square pile in same section, undertakes
End resistance is bigger, at the same also can accordingly reduce cushion cap area (distance at skirt piles center to cushion cap edge according to《Building pile foundation
Technical specification JGJ94--2008》The no less than diameter 1d or length of side 1b of stake.In the case of same cross-sectional area, corresponding side
The length of side of stake is smaller, so cushion cap area can be smaller, the soil around pile bearing capacity of such as a diameter of 500 square pile is equivalent to a diameter of
600 pile for prestressed pipe)
The manufacture craft and construction technology of existing hollow square pile
1st, manufacture craft
For existing pre-stress hollow square pile, high-strength pretensioned prestressing hollow square pile is mainly by high speed centrifugation,
So that concrete is very closely knit in forming process, and carries out steam curing by HTHP, ensure that pre-tensioning system is pre-
The concrete strength of stress hollow square pile reaches C80, even more high, carry out before concrete formation applying using stretching machine it is pre- should
Power, it is achieved thereby that pretensioned prestressing, and end plate is set up at two ends, the company of end plate and square pile is strengthened by joint bar
Connect, also allowed for the connection of the connection and cushion cap and square pile between follow-up square pile, the especially connection between uplift pile.
2nd, construction technology
The construction method that the construction of pre-stress hollow square pile is conventional at present mainly has two kinds of hammering method, static pressure method.It is wherein quiet
Platen press is divided into top pressure method and embraces two kinds of platen press again.
Hammering method applies impulsive force by weight in stake top, and prefabricated pile is successfully squeezed into ground, corresponding noise and shake
Dynamic influence to external world is larger, has increasingly been subject to application to limit in High-Density Urban Area, but because speed of application is fast, plant equipment
It is relatively light, therefore be still widely used in city suburbs.
For the defect for overcoming hammering method to exist, static pressure method is accordingly born, and the top pressure method from early stage is extensive till now
Armful platen press of application, mainly makes stake enter in ground by applying static pressure, and top pressure method is exactly to apply static pressure by stake top
Power makes stake enter underground layer, and the own wt by the use of pile foundation embraces platen press as balance ballast, is applied in pile body by hydraulically operated fixture
Enough pressure and downward pile driving pressure is provided, also by the use of the own wt of pile foundation as balance ballast.Accordingly, static pressure
The equipment of stake is relatively cumbersome, and especially to the stake of high-bearing capacity, its counterweight will typically reach estimates 1.2 times of ultimate bearing capacity,
Mutually the requirement for bearing capacity of reply shallow soil is higher, and travels in relatively slow, and runs into hard soil layer, it is understood that there may be cannot
Static pressure to designed elevation problem, so as to need to carry out drawing hole or middle pick method is aided in.
Currently, for this typical soil layer, yet with drawing bore method, used to be limited using drawing bore method as auxiliary
In draw hole length (generally stake it is long 1/3~1/2, and for more than the closely knit soil layers of 20m, using drawing bore method, often effect is simultaneously
It is undesirable, see《Static pressure method pile foundation construction specification》Exposure draft).In this case, domestic existing part stake machine unit from
Foreign countries have introduced the construction technology of a set of middle pick method, i.e., drilling rod is placed using the hole in the middle of pre-stress hollow square pile, using side
The mode of side pressure is bored, so as to efficiently solve the problems, such as that pre-stress hollow square pile passes through closely knit soil layer, including enters a retention force
The depth problem of layer；And pile end grouting can be carried out as the passage of slip casting using drilling rod, solve an end causes because of middle pick
Supporting course soil layer loosen problem.But because this kind of construction technology construction difficulty of getting up is larger, and special construction machinery is needed,
Therefore middle pick method construction technology promotion effect is not good.
In addition for deep ＆ thick silt matter soil layer region, or the supporting course that upper soil horizon has not had is, it is necessary to set side more long
Stake.But limited by lifting and transport because of pre-stress hollow square pile, stake is long and is usually limited, it is necessary to carry out pile extension.Now
Influence of the pile extension quality to bearing capacity of pile is extremely crucial, according to certain inspection center to counting knot to square pile small strain in recent years
Really, the underproof main reason of pre-stress hollow square pile integrality is exactly that pile extension position goes wrong.Country, including river now
The specification of Su Sheng all specifies that the joint of square pile is no more than 3.Therefore, in soft clay area ultra-long pile, how to improve holding for soil
Power is carried, so that the ultimate bearing capacity for lifting stake is long extremely crucial to reduce stake.In addition, during Pile Foundations Design, due to stake
The main bearing capacity provided by soil around pile of bearing capacity and pile body ultimate bearing capacity low value are controlled, it is achieved that the pass of the optimization of pile foundation
Key is exactly that the bearing capacity for making selected pile-type itself bearing capacity be provided with soil around pile as far as possible is close.But in soft clay area,
The bearing capacity that soil around pile is provided often is unable to reach pile body ultimate bearing capacity, now needs to reinforce soil around pile.Based on this,
The existing experts in the country are proposed, directly by hollow pile inwall setting single pipe or double joint pipeline, i.e., using pipeline
Soil around pile is reinforced as high-pressure slip-casting.For the stake for setting double joint pipeline, it is also possible to using a connection high pressure gas
Body, another is connected the situation that water under high pressure passes through more closely knit soil layer to be directed in work progress.Because above-mentioned single, double pipeline is equal
It is arranged in the cavity of stake, there is a problem of more difficult fixation, while do not refer to how solving hollow square pile in pile extension yet, pipeline
The construction difficult problem such as how to process, in the engineering for having deep basal pit, hollow square pile stake top is arranged at below earth's surface, how hollow
Set pipeline in square pile stake holes to be difficult to implement, so accordingly promoting more difficult.Domestic another part expert provides a set of new
Thinking, using soil cement composite hollow foundation of square piles, i.e., the periphery soil body is reinforced by soil cement, improve stake week so as to reach
The effect of soil bearing capacity, also solves the construction problem that closely knit soil layer is run into the range of stake and cannot be passed through.But this is applied
Work difficulty is relatively large, and the requirement to plant equipment is higher, although having separating apparatus at present, but still is relatively difficult to ensure card stake insertion
Perpendicularity in soil cement, and machinery walked on the cement mixing pile place for just having processed it is more difficult, to construction site
It is required that it is higher, also one-block apparatus relative costs is higher, therefore it is very difficult to promote difficulty.
The content of the invention
It is not enough in order to make up the above, the invention provides a kind of grouting behind shaft or drift lining pre-stress hollow square pile and its construction technology, should
Grouting behind shaft or drift lining pre-stress hollow square pile construction technology can be applied to weak soil, loose ground, sand soil area, be noted after solving hollow square pile
The problem of closely knit soil layer is passed through in slurry and hollow square pile work progress.
The technical scheme that is used to solve its technical problem of the present invention is：A kind of grouting behind shaft or drift lining pre-stress hollow square pile,
Including hollow square pile, Grouting Pipe and square pile end plate, the square pile end plate with centre bore is fixedly installed in hollow square pile two ends,
On square pile end plate two perforation, and this two perforation axis and square pile end plate axis are provided with along square pile end plate endoporus axisymmetrical
In the same plane, two Grouting Pipes are inserted in hollow square pile respectively through two perforation on square pile end plate, two notes
Slurry pipe lateral wall is fixedly connected with the skeleton in hollow square pile respectively.
As a further improvement on the present invention, the Grouting Pipe is the length seamless steel pipe consistent with hollow square pile length.
As a further improvement on the present invention, two perforation on the square pile end plate are circular hole.
As a further improvement on the present invention, two on square pile end plate perforation are bellmouth, and the bellmouth court
To hollow square pile one end diameter less than dorsad hollow square pile one end diameter, tapered cup nut is additionally provided with, tapered cup nut is inserted in square pile
In the bellmouth of end plate, and Grouting Pipe lateral wall is provided with external screw thread, and Grouting Pipe is threadably secured with tapered cup nut and is connected.
As a further improvement on the present invention, tapered cup nut end face is provided with least two pin holes, is additionally provided with and tightens spiral shell
Female and high-strength latch, it is described tighten nut end face be provided with pin hole on tapered cup nut end face just to taper pin-hole, tighten
, tight against on the big one end end face of tapered cup nut diameter, the corresponding inserted that high-strength latch can be dismantled is in taper pin-hole and latch for nut
In hole, and high-strength latch spills to be additionally provided with the one end on square pile end plate surface and (is easy to tear open with the axial lever for intersecting of pin hole
Unload).
As a further improvement on the present invention, the slip casting tube end forms the big pyramidal structure of internal diameter flaring, is additionally provided with
Slip casting tube connector, slip casting tube connector two ends are able in the Grouting Pipe that is closely inserted in two adjacent sections hollow square pile,
Including body and sealing ring, tube structure of the body in two ends external diameter less than intermediate outer, body top and bottom are formed
The truncated cone-shaped structure of symmetrical configuration, is provided with least two annular grooves, each annular groove on body periphery wall
It is symmetrically distributed on the upper and lower two truncated cone-shaped structure surfaces of body, sealing ring is fixedly installed in each ring correspondingly respectively
In connected in star, and sealing ring periphery surface elasticity is tight against on Grouting Pipe madial wall.
As a further improvement on the present invention, on the upper and lower two truncated cone-shaped structure surfaces of the Grouting Pipe connector body
The groove structure of three road parallel interval arrangements is formed respectively, and groove structure opening is additionally provided with a circle towards the big side of body diameter
The baffle plate of evagination, the baffle plate backstop in sealing ring towards the big side surface of body diameter, the sealing ring and recess sidewall it
Between scribble AB structure glues.
As a further improvement on the present invention, at least one markings are additionally provided with the square pile end plate lateral wall.
As a further improvement on the present invention, check (non-return) valve is additionally provided with, check (non-return) valve brings out under being fixedly installed in Grouting Pipe
It is intraoral.
As a further improvement on the present invention, three-way pipe is additionally provided with, the three-way pipe upper end can be fixed and be inserted in slip casting and go out
Intraoral and in communication, three-way pipe lower end closed, three-way pipe side aligns with hollow square pile outer surface, the side of the three-way pipe
Form the outlet of Grouting Pipe.
As a further improvement on the present invention, pile top is additionally provided with, pile top can be fixedly installed in hollow square pile lower end, and stake
Hollow out corresponding with Grouting Pipe outlet port is formed with point and avoids mouth.
A kind of grouting behind shaft or drift lining pre-stress hollow square pile construction technology, it is characterized by：Comprise the following steps that：
Step one：Hollow square pile is designed and grouting amount design：
According to《Technical code for building pile foundation》Calculated to hollow square pile and slip casting with the empirical equation of cast-in-situ bored pile
Amount is designed calculating；
Step 2：Making with Grouting Pipe hollow square pile：
First the skeleton that Grouting Pipe is formed with the prestressed steel bar and stirrup of hollow square pile is fixed, then in hollow square pile two
Square pile end plate is installed at end, and end of the hollow square pile without pile extension in construction in the jack of Grouting Pipe insertion end plate, is constructed hollow
Heart square pile needs the end of pile extension, and end plate selection perforation is the structure of bellmouth, Grouting Pipe is penetrated in the bellmouth of end plate, then
It is rotatably connected with the outer silking at the top of Grouting Pipe by silking in tapered cup nut, and nut sleeve will be tightened and is stretched out in Grouting Pipe
The outside of tapered cup nut, rotating to tighten nut drive tapered cup nut and rotate by high-strength slotting makes Grouting Pipe be bored positioned at square pile end plate
The center in shape hole, protection plug is then set in slip casting pipe port it is blocked；
Step 3：Hollow square pile is constructed：
A. constructed according to surrounding enviroment and soil layer situation selection hammering method or static pressure method；
B. it is adapted to hammer or be adapted to the construction equipment of static pressure according to selection of construction method, and according to design drawing in place
Carry out stake position unwrapping wire；
C. before pile driving construction, check whether be blocked in Grouting Pipe, it is ensured that Grouting Pipe is unobstructed；
D. check (non-return) valve first is installed in the Grouting Pipe outlet of first segment hollow square pile, directly be arranged on for check (non-return) valve by pile end grouting
Grouting Pipe lower end is exported, slip casting around pile, and check (non-return) valve is arranged on the sidewall exit of Grouting Pipe lower end threeway；
E. pile top is welded；
F. hollow square pile is lifted to design attitude using the car rig of ram machine construction machinery；
G. hammering or static pressure construction are proceeded by；
H. after the completion of hollow square pile hammering or static pressure are constructed, when hollow square pile top mark is above the ground level 500mm or so, pull out
The protection plug of Grouting Pipe, pile follower is carried out according to design requirement, so as to complete the hammering of grouting behind shaft or drift lining pre-stress hollow square pile or static pressure
Construction；
Step 4：The construction of grouting behind shaft or drift lining：
After Grouting Pipe in hollow square pile is connected into high-pressure slip-casting equipment, starts high-pressure slip-casting equipment and realize pressure injection high
Slurry.
As a further improvement on the present invention, it is described when needing pile extension in hollow square pile work progress, in step g and step
Increase following steps between rapid h：
I. when first segment hollow square pile is constructed to from absolute altitude 1.0m or so naturally, Grouting Pipe port protection plug is pulled out, is opened
The slip casting pipe port begun in the section hollow square pile installs slip casting tube connector, first connects in Grouting Pipe when installing slip casting tube connector
Connect and installed on device body sealing ring and brush AB structure glues, then again by the Grouting Pipe at the top of the insertion of slip casting tube connector；
J., specific stub position adjuster is installed on the outside of first segment hollow square pile upper end, and ensures specific stub position adjuster outside
The mark line overlap on contraposition bar and square pile end plate side wall on wall；
K. second section hollow square pile is lifted, the Grouting Pipe port protection plug of second section hollow square pile bottom is pulled out, second
Section hollow square pile lower end from first segment hollow square pile upper end vertical range be 10cm or so when, under second section hollow square pile
Specific stub position adjuster is installed in end outside, and ensures the contraposition bar and the square pile end plate side wall on the adjuster lateral wall of specific stub position
On mark line overlap；
L. the contraposition bar on the wall of specific stub position adjuster side on second section hollow square pile is operated, and makes it hollow with first segment
The contraposition bar alignment on the wall of specific stub position adjuster side in square pile, then slowly declining second section hollow square pile makes first segment empty
In Grouting Pipe lower end in heart square pile in the slip casting tube connector insertion second section hollow square pile of Grouting Pipe upper end, until first segment
Hollow square pile upper end is Chong Die with the end plate of second section Fang Zhuan lower ends；
M. the two specific stub position adjusters saved on hollow square pile are removed, the welding of two section hollow square piles is proceeded by, and do
Good cooling provision；
N. after after weld seam cooling, proceeding by, continuation is hammered or static pressure is constructed；
O. repeat step i-n steps realize more piece hollow square pile pile extension.
As a further improvement on the present invention, hollow square pile design reference in step one《Technical code for building pile foundation》, and
Enter line parameter using following formula to calculate：
Quk=Qsk+Qgsk+Qgpk
=u ∑s qsjklj+u∑βsiqsiklgi+βpqpkAp
Wherein：
Qsk--- total ultimate frictional resistance standard value of the non-vertical enhancing section of grouting behind shaft or drift lining；
Qgsk--- grouting behind shaft or drift lining vertically strengthens total ultimate frictional resistance standard value of section；
Qgpk--- the total standard ultimate bearing capacity of grouting behind shaft or drift lining；
U --- pile body girth；
lj--- the non-vertical enhancing section jth layer soil thickness of grouting behind shaft or drift lining；
lgi--- grouting behind shaft or drift lining vertically strengthens i-th layer of soil thickness in section：For mud off pore-creating filling pile, when being Single Pile
During the grouting behind shaft or drift lining of end, vertical enhancing section is stake end above 12m；When slip casting compound for stake end, stake side, vertical enhancing section be stake end with
Upper 12m and each slip casting around pile section above 12m, lap should be deducted；For dry operation bored concrete pile, vertical enhancing section is stake end
More than, slip casting around pile section each 6m up and down；
qsik、qsjk、qpk--- respectively grouting behind shaft or drift lining vertically strengthens section the i-th soil layer initial threshold collateral resistance standard value, non-perpendicular
To enhancing section jth soil layer initial threshold collateral resistance standard value, initial threshold end resistance standard value；According to the 5.3.5 articles of this specification
It is determined that；
βsi、βp--- respectively grouting behind shaft or drift lining collateral resistance, end resistance strengthen coefficient, during without local experience, can be by table 5.3.10
Value.Stake for stake footpath more than 800mm, should carry out side resistance and end resistance dimensional effect amendment by this specification sheet 5.3.6-2.
Grouting behind shaft or drift lining collateral resistance strengthens factor betasi, end resistance enhancing factor betap
Dry operation brill, caisson, βpThe reduction coefficient less than 1.0 is multiplied by by tabulated value.When bearing course at pile end is cohesive soil
Or during silt, reduction coefficient takes 0.6：During for sand or gravelly soil, 0.8 is taken
Grouting amount design specific formula for calculation be：
Gc=αpd+αsnd
α in formulap、αs--- grouting amount empirical coefficient, α are surveyed in respectively stake end, stakep=1.5~1.8, αs=0.5~0.7；
High value is taken for ovum, gravel, medium coarse sand；
N --- slip casting around pile section number；
D --- Pile integrity diameter (m)；
Gc--- grouting amount, with cementaceous gauge (t)；
The grouting amount of several foundation piles of a clump of piles and the initial slip casting of a clump of piles to independent single pile, pilespacing more than 6d should be estimated as above-mentioned
Calculation value is multiplied by 1.2 coefficient；
As a further improvement on the present invention, it is described when hollow square pile construction is carried out using hammering method, before hammering, first exist
Hollow square pile top is installed by dolly.
As a further improvement on the present invention, specific stub position adjuster includes the first U-shaped set, the second U-shaped set, connection spiral shell
Bolt, attaching nut and contraposition bar, the first and second U-shaped set are respectively arranged at two ends with the ear for extending radially outwardly, and ear is provided with
Connecting hole, first and second U-shaped set docking is formed and be able to be sheathed on square sleeve on the outside of hollow square pile, and connecting bolt is arranged in the
First, it is spirally connected in the connecting hole in two UXing Tao ears and finally with attaching nut, contraposition bar is fixedly installed in first and second U-shaped set
On, contraposition bar covers axially extending along first and second U-shaped.
As a further improvement on the present invention, when being constructed to hollow square pile using static pressure method, more difficult wearing is run into
During soil layer more, the casting head of water under high pressure and high pressure gas is installed on hollow square pile top, it is connected with Grouting Pipe, start high pressure
Water and high-pressure pneumatic power apparatus, waterpower destruction is carried out to stake end using water under high pressure and high pressure gas, reduces the stake end during static pressure
Resistance, after hard soil layer is passed over, aqueous vapor pressure according to the pile pressing force value of static pressure enter Mobile state adjustment, and keep water pressure and
Air pressure force value is more than setting value.
As a further improvement on the present invention, when stake top absolute altitude is less than nature ground elevation, by the slip casting of hollow square pile
Pipe connection one aids in Grouting Pipe, and by the top for aiding in Grouting Pipe to cause Pile feeder, and auxiliary Grouting Pipe is set with high-pressure slip-casting
Standby connection carries out slip casting.
The method have the benefit that：The present invention by symmetrical pre-buried two sets of Grouting Pipes in hollow square pile, and with
Hollow square pile is together manufactured, and in construction, in case of hollow square pile passes through closely knit soil layer, Grouting Pipe can be also served as high pressure gas
With the injection of water under high pressure so that the dissection formed using water under high pressure and high pressure gas, aids in the pile sinking of hollow square pile, so as to reach
To the effect that can smoothly pass through closely knit soil layer, while Grouting Pipe can also be adjusted according to different condition of construction, need to such as enter
The side wall grouting of row hollow square pile, can set threeway after Grouting Pipe, form the grouting process of stake side, and the present invention changes original
Pre-stress hollow square pile slip casting pattern, and Grouting Pipe is integrated into pre-stress hollow square pile by designing, devise special
Slip casting tube connector, the non-return plug in stake end, auxiliary Grouting Pipe, special Pile feeder and specific stub position adjuster, greatly improve
The replicability of grouting behind shaft or drift lining pre-stress hollow square pile, has also widened the range of application of pre-stress hollow square pile, reduces static pressure method
Pre-stress hollow square pile passes through the static pressed pile power of hard soil layer, greatly improves the load-carrying properties of pre-stress hollow square pile.Relatively
In traditional cast-in-situ bored pile, with speed of application it is fast, pile quality is reliable, to external world ambient influnence it is small, the spy of high capacity
Point, comprehensive economic performance and social performance are all significantly better than traditional pile foundation.
Brief description of the drawings
Fig. 1 is hollow square pile pile extension principle front view of the invention；
Fig. 2 is A portions enlarged drawing in Fig. 1；
Fig. 3 is square pile end plate front view；
Fig. 4 is square pile end plate top view；
Fig. 5 is schematic diagram in the perforation of Grouting Pipe insertion square pile end plate；
Fig. 6 is to be put into tapered cup nut state diagram in square pile end plate perforation；
Fig. 7 is to lock state diagram by tightening nut and high-strength latch；
Fig. 8 is tapered cup nut principle schematic diagram.；
Fig. 9 is to tighten nut front view；
Figure 10 is to tighten nut top view；
Figure 11 is high-strength latch main view；
Figure 12 is Grouting Pipe connector construction principle schematic；
Figure 13 is slip casting tube opening schematic diagram；
Figure 14 is schematic diagram in slip casting tube connector illustration Grouting Pipe；
Figure 15 is specific stub position adjuster structure principle chart；
Figure 16 is the first semicircle set front view of specific stub position adjuster；
Figure 17 is the second semicircle set front view of specific stub position adjuster.
Specific embodiment
Embodiment：A kind of grouting behind shaft or drift lining pre-stress hollow square pile 1, including hollow square pile 1, Grouting Pipe 2 and square pile end plate 3, institute
State the square pile end plate 3 with centre bore and be fixedly installed in the two ends of hollow square pile 1, on square pile end plate 3 along square pile end plate 3 axially bored line
Two perforation 4 are arranged with, and this two 4 axis of perforation and the axis of square pile end plate 3 are in the same plane, two Grouting Pipes
2 are inserted in hollow square pile 1 respectively through two on square pile end plate 3 perforation 4, two lateral walls of Grouting Pipe 2 respectively with it is hollow
Skeleton in square pile 1 is fixedly connected.
By symmetrical pre-buried two sets of Grouting Pipes 2 in hollow square pile 1, and together manufactured with hollow square pile 1, in construction
When, in case of hollow square pile 1 passes through closely knit soil layer, then the injection for high pressure gas and water under high pressure can be also served as, so that using water under high pressure
The dissection formed with high pressure gas, aids in the pile sinking of hollow square pile 1, and the work of closely knit soil layer can be smoothly passed through so as to reach
With.Can be adjusted according to different condition of construction simultaneously, need to such as carry out the side wall grouting of hollow square pile 1, can need to carry out
Threeway is set in the Grouting Pipe 2 of the corresponding position of slip casting, the grouting process of stake side is formed.
The Grouting Pipe 2 is the length seamless steel pipe consistent with the length of hollow square pile 1.It is optimal a diameter of using Q345B
25mm, wall thickness makes for the seamless steel pipe of 3mm, can withstand centrifugation in the manufacturing process of hollow square pile 1 and HTHP
Effect, while pre-buried steel pipe improves pre-tensioning system equivalent to two grades of steel that a diameter of 16 are set in pre-stress hollow square pile 1
The ductile performance of pre-stress hollow square pile 1.
Two perforation 4 on the square pile end plate 3 are circular hole, and this kind of structure is applied to the hollow square pile 1 for not needing pile extension
On end face, a such as section pilework and more piece stake stake top and stake bottom do not need the end face of pile extension, because a section hollow square pile 1 is not deposited
In the problem of docking, two circular holes are used to place Grouting Pipe 2, and Circularhole diameter is 28mm, so that it is guaranteed that Grouting Pipe 2 is inserted into end
Plate, length and the length of hollow square pile 1 of Grouting Pipe 2 are consistent.
Two perforation 4 on the square pile end plate 3 are bellmouth, and the bellmouth is small towards one end diameter of hollow square pile 1
In the dorsad one end diameter of hollow square pile 1, tapered cup nut 5 is additionally provided with, tapered cup nut 5 is inserted in the bellmouth of square pile end plate 3, and
The lateral wall of Grouting Pipe 2 is provided with external screw thread, and Grouting Pipe 2 is threadably secured with tapered cup nut 5 and is connected, this kind of square pile end plate 3 with
The attachment structure of Grouting Pipe 2 is applied at least two section hollow square piles 1 needs the position of pile extension, saves especially for three sections and above
Stake, the two ends for being related to section stake are required for being attached with adjacent studs, are now accomplished by considering that one saves two end plate connections of stake
The tip position of Grouting Pipe 2 must be accurately positioned, so as to construction when it is upper and lower two section stake Grouting Pipes 2 can carry out accurately
Docking.It is produced as follows：
The thickness of square pile end plate 3 is generally 18mm, 20mm and 24mm, and two cones are opened by the symmetric position of square pile end plate 3
Shape hole (two lines of centres of bellmouth must be by the center of circle of square pile end plate 3), bellmouth interior smooth, thick for 18mm
End plate bellmouth size is：Lower diameter is 40mm, and upper diameter is 47.2mm；The end plate bellmouth size thick for 20mm
For：Lower diameter is 40mm, and upper diameter is 48mm；The end plate bellmouth size thick for 24mm be：Lower diameter is 40mm,
Upper diameter is 49.6mm；
The two ends of Grouting Pipe 2 outside carries out mantle fiber, and according to the bar connecting specification of a diameter of 25mm, (reinforcing bar machine is shown in specific requirement
The corresponding mantle fiber requirement of tool connection specification)；
To ensure that the position of Grouting Pipe 2 can be fixed in end plate, and the center of Grouting Pipe 2 and the center of end plate perforate are heavy
It is folded.This set technology employs a kind of tapered cup nut 5, and the interior mantle fiber of tapered cup nut 5 enters according to the outer silking of Grouting Pipe 2 is corresponding
Row processing and fabricating, the height of tapered cup nut 5 is 20mm, and bottom external diameter is 40mm, and top external diameter is 48mm (so that it is guaranteed that concentric circles).
The end face of the tapered cup nut 5 is provided with least two pin holes 6, is additionally provided with and tightens nut 7 and high-strength latch 8, institute
State tighten the end face of nut 7 be provided with pin hole 6 on the end face of tapered cup nut 5 just to taper pin-hole 9, tighten nut 7 tight against cone
On the big one end end face of the diameter of shape nut 5, the corresponding inserted that high-strength latch 8 can be dismantled in taper pin-hole 9 and pin hole 6,
And high-strength latch 8 spills to be additionally provided with the one end on the surface of square pile end plate 3 and (is easy to tear open with the axial lever for intersecting of pin hole 6
Unload).
Most preferably the surrounding of tapered cup nut 5 leaves six slotting holes of a diameter of 4mm, tightens nut 7 and uses hex nut, twists
The outermost outline diameter of tight nut 7 is 45mm, tightens and symmetrical straight of setting six corresponding with tapered cup nut 5 is set on nut 7
Footpath is 4mm bellmouths, tightens the internal diameter of nut 7 for 20mm, and thickness is 30mm, and tightening nut 7 can not make silking, equivalent to pad
Block.High-strength latch 8 uses L-type structure, or T-shaped structure, and the edge lengths long of high-strength latch 8 are 40mm, side base diameter long
It is 3.5mm, upper diameter is 4mm, the bond length of high-strength latch 8 is 10mm, diameter is 4mm, inserting wherein on tapered cup nut 5
Pin-and-hole 6 can also be three, four, the other quantities such as eight, be uniformly distributed with tapered cup nut 5.
The end of the Grouting Pipe 2 forms the big pyramidal structure of internal diameter flaring, is additionally provided with the connector of Grouting Pipe 2, and Grouting Pipe 2 connects
Device two ends are connect to be able in the Grouting Pipe 2 that is closely inserted in two adjacent sections hollow square pile 1, including body 10 and sealing ring
11, tube structure of the body 10 in two ends external diameter less than intermediate outer, the top and bottom of body 10 form symmetrical configuration
Truncated cone-shaped structure, at least two annular grooves are provided with the periphery wall of body 10, and each annular groove is symmetrical
In body about 10 on two truncated cone-shaped structure surfaces, it is recessed that sealing ring 11 is fixedly installed in each annular correspondingly respectively
In groove, and the periphery surface elasticity of sealing ring 11 is tight against on the madial wall of Grouting Pipe 2.To ensure that Grouting Pipe 2 can be empty with lower section
The Grouting Pipe 2 of heart square pile 1 carries out centering connection, and can withstand the influence of high pressure in the later stage, while there is no gas leakage, uses
Two inverted cone-shaped structures are spliced the connector of Grouting Pipe 2, and two external diameters of back taper coupling part are 18.6mm, two ports
External diameter be 15mm, the wall thickness of internal lower edge is 1.0mm, is highly 60mm, and Grouting Pipe 2 and Grouting Pipe are realized by sealing ring 11
The sealing of 2 connectors, the two-port pyramidal structure sidewall thickness of Grouting Pipe 2 is transitioned into 2mm, height 20mm, Grouting Pipe 2 by 3mm
It is required that inner wall smooth.
The connector body of the Grouting Pipe 2 forms three road parallel intervals respectively on two truncated cone-shaped structure surfaces about 10
The groove structure of arrangement, groove structure opening is additionally provided with the baffle plate 12 of a circle evagination, the gear towards the big side of the diameter of body 10
The backstop of plate 12 scribbles AB in sealing ring 11 towards the diameter of a body 10 big side surface between the sealing ring 11 and recess sidewall
Structure glue, is physically respectively adopted three road thickness and reaches the sealing ring 11 of 3mm, 2.5mm, 2mm and be enclosed within groove in two back tapers,
Depth of groove is no more than 0.5mm, and sets the baffle plate 12 of 1mm, it is ensured that sealing ring 11 is not upper to be moved, and is applied using AB structure glues
Smear, AB structure glue smearing thickness cannot be less than 3mm, AB structure glues can resist the high temperature influence that welding causes, it is ensured that in connection
There is no seepage in position.
At least one markings are additionally provided with the lateral wall of the square pile end plate 3, markings can be along the axial direction of hollow square pile 1
The vertical curve of extension, vertical curve can be that protrusion can also be indent, and markings can be symmetrical located at the side of hollow square pile 1
Two opposite sides of plate, when two section hollow square piles 1 are docked, it is only necessary to the pile end plate hand mark line for connecting two hollow square piles 1
It is maintained on a straight line, so as to two Grouting Pipes 2 that can ensure that hollow square pile 1 keep overlapping in connecting portion, it is ensured that
When hollow square pile 1 is connected, quick, accurate docking to Grouting Pipe 2.
Check (non-return) valve is additionally provided with, check (non-return) valve can be fixedly installed in the outlet of the lower end of Grouting Pipe 2, and check (non-return) valve can use taper
Rubber is made, and by check (non-return) valve peripheral Water And Earth Pressures can be avoided to enter in Grouting Pipe 2, and enters horizontal high voltage note from Grouting Pipe 2
When penetrating, highly pressurised liquid is easy to break through check (non-return) valve, and slip casting liquid enters stake end or Pile side soil.
Be additionally provided with three-way pipe, the three-way pipe upper end can fix be inserted in slip casting outlet in and it is in communication, under three-way pipe
End seal is closed, and three-way pipe side aligns with the outer surface of hollow square pile 1, and the side of the three-way pipe forms the outlet of Grouting Pipe 2.According to
Design requirement, in the position for needing to carry out slip casting around pile, connection three-way pipe, three is exported by the Grouting Pipe 2 in the position of Grouting Pipe 2
Siphunculus wall thickness most preferably 25mm, wherein three-way pipe lower end outlet are shut, it is to avoid go out liquid, three-way pipe side exit uses back taper
Set, i.e., oral area wall thickness is only 2mm, extended height is 30mm, and the length of three-way pipe side is that Grouting Pipe 2 is arrived outside hollow square pile 1
The distance of side wall, three-way pipe side outer end is concordant with the outer wall of hollow square pile 1, and the structure realizes slip casting around pile, and three-way pipe goes out
Mouth can avoid peripheral water and soil from entering in three-way pipe and Grouting Pipe 2 using back taper.
Pile top is additionally provided with, pile top can be fixedly installed in the lower end of hollow square pile 1, and be formed with to go out with Grouting Pipe 2 in pile top
The corresponding hollow out in mouth position avoids mouth, by the use of pile top as the protection device of grouting port, so as to reduce the destruction to grouting port, stake
Point can be cross opening pile toe.
A kind of construction technology of grouting behind shaft or drift lining pre-stress hollow square pile 1, it is characterized by：Comprise the following steps that：
Step one：Hollow square pile 1 is designed and grouting amount design：
According to《Technical code for building pile foundation》Calculated to hollow square pile 1 and slip casting with the empirical equation of cast-in-situ bored pile
Amount is designed calculating；
Step 2：Making with the hollow square pile 1 of Grouting Pipe 2：
First the skeleton that Grouting Pipe 2 is formed with the prestressed steel bar and stirrup of hollow square pile 1 is fixed, then in hollow square pile
Square pile end plate 3 is installed at 1 two ends, and end of the hollow square pile 1 without pile extension in construction in the jack of the insertion end plate of Grouting Pipe 2, is applied
Hollow square pile 1 needs the end of pile extension in work, and end plate selection perforation 4 is the structure of bellmouth, and Grouting Pipe 2 is penetrated the taper of end plate
In hole, then it is rotatably connected with the outer silking at the top of Grouting Pipe 2 by silking in tapered cup nut 5, and 7 sets of nut will be tightened
The outside of tapered cup nut 5 is stretched out in Grouting Pipe 2, rotating to tighten the drive tapered cup nut 5 of nut 7 and rotate by high-strength slotting makes slip casting
Pipe 2 is located at the center of the bellmouth of square pile end plate 3, protection plug is then set in the port of Grouting Pipe 2 it is blocked, and bores
When shape nut 5 rotates, because the outer wall of tapered cup nut 5 is smooth, and the bellmouth inwall of end plate is smooth, and two slopes are protected
Hold consistent, drive tapered cup nut 5 first to turn by tightening nut 7, the outer wall of tapered cup nut 5 is closely affixed with the bellmouth of end plate,
So that it is guaranteed that Grouting Pipe 2 is located at the center of the bellmouth of square pile end plate 3, it is achieved thereby that be accurately positioned, in the oral area of Grouting Pipe 2
Setting corresponding protection plug closure can prevent Grouting Pipe 2 to be blocked, and protection plug can be made using timber ".
Step 3：Hollow square pile 1 is constructed：
A. constructed according to surrounding enviroment and soil layer situation selection hammering method or static pressure method；
B. it is adapted to hammer or be adapted to the construction equipment of static pressure according to selection of construction method, and according to design drawing in place
Carry out stake position unwrapping wire；
C. before pile driving construction, check whether be blocked in Grouting Pipe 2, it is ensured that Grouting Pipe 2 is unobstructed, and when dispatching from the factory, two ends are general
Give and block, it is to avoid debris enter, need the two ends for removing Grouting Pipe 2 to block before construction；
D. check (non-return) valve first is installed in the outlet of Grouting Pipe 2 of first segment hollow square pile 1, pile end grouting directly installs check (non-return) valve
In the outlet of the lower end of Grouting Pipe 2, slip casting around pile, check (non-return) valve is arranged on the sidewall exit of the lower end threeway of Grouting Pipe 2 (ensures water
Soil does not enter Grouting Pipe 2)；
E. pile top is welded；
F. hollow square pile 1 is lifted to design attitude using the car rig of ram machine construction machinery；
G. hammering or static pressure construction are proceeded by；
H. hollow square pile 1 hammer or static pressure construction after the completion of, when the top mark of hollow square pile 1 is above the ground level 500mm or so, pull out
Except the protection plug of Grouting Pipe 2, pile follower is carried out according to design requirement, so as to complete grouting behind shaft or drift lining pre-stress hollow square pile 1 hammer or quiet
The construction of pressure；
Step 4：The construction of grouting behind shaft or drift lining：
After Grouting Pipe 2 in hollow square pile 1 is connected into high-pressure slip-casting equipment, starts high-pressure slip-casting equipment and realize pressure injection high
Slurry, using the equipment same with cast-in-situ bored pile, carries out high-pressure slip-casting, the good grouting pressure of major control and grouting amount, with drilling
Unlike bored concrete pile, because the grout outlet of cast-in-situ bored pile Grouting Pipe 2 is wrapped up by concrete, so the time of slip casting is in drilling
Proceed by slip casting within 1 day to 3 days as bored pile piling is latter, after preventing concrete hardening, grouting pressure cannot break through slip casting
Valve and form dead side, accordingly for stake top absolute altitude less than nature ground, the Grouting Pipe 2 of cast-in-situ bored pile must also be guided
Come on ground, cause Grouting Pipe 2 and largely waste, hollow square pile of the invention 1, because periphery is without concrete bodies.Slip casting
Only need to carry out cleavage fracture to the soil body in journey.Therefore, can be carried out after excavation of foundation pit less than nature ground for stake top absolute altitude
Grouting behind shaft or drift lining treatment, so as to save the expense of pile follower section auxiliary Grouting Pipe 2.For test pile part, because stake top absolute altitude substantially with from
Right ground elevation is flushed, it is not necessary to set auxiliary Grouting Pipe 2, therefore can be after test pile is complete, it is possible to carry out grouting behind shaft or drift lining construction,
So that it is determined that test pile parameter and test pile bearing capacity.
Further, since the grouting port of the Grouting Pipe 2 of hollow square pile 1 is provided with protection plug, before slip casting, protection plug need to be pulled out,
Casting head is installed, is connected on grouting equipment, start grouting equipment, it is possible to carry out slip casting.
It is described when needing pile extension in the work progress of hollow square pile 1, increase following steps between step g and step h：
I. when the construction of first segment hollow square pile 1 is to from absolute altitude 1.0m or so naturally, the port protection plug of Grouting Pipe 2 is pulled out,
The connector of Grouting Pipe 2 is installed in the port of Grouting Pipe 2 started in the section hollow square pile 1, is first being noted when installing 2 connector of Grouting Pipe
Sealing ring 11 is installed on the slurry connector body 10 of pipe 2 and AB structure glues are brushed, then again by the top of the insertion of the connector of Grouting Pipe 2
In Grouting Pipe 2；
J., specific stub position adjuster is installed on the outside of the upper end of first segment hollow square pile 1, and is ensured outside the adjuster of specific stub position
The mark line overlap on contraposition bar 15 and the side wall of square pile end plate 3 on the wall of side；
K. lifting second section hollow square pile 1, pulls out the port protection plug of Grouting Pipe 2 of the bottom of second section hollow square pile 1, the
The two section lower ends of hollow square pile 1 from the upper end vertical range of first segment hollow square pile 1 be 10cm or so when, in the hollow side of second section
1 lower end outside of stake installs specific stub position adjuster, and ensures contraposition bar 15 and the square pile on the adjuster lateral wall of specific stub position
Mark line overlap on the side wall of end plate 3；
L. the contraposition bar 15 on the wall of specific stub position adjuster side on second section hollow square pile 1 is operated, and makes itself and first segment
The contraposition bar 15 on the wall of specific stub position adjuster side on hollow square pile 1 aligns, and then the slow second section hollow square pile 1 that declines makes
The lower end of Grouting Pipe 2 in first segment hollow square pile 1 in the connector of the Grouting Pipe 2 insertion second section hollow square pile 1 of the upper end of Grouting Pipe 2
It is interior, until the upper end of first segment hollow square pile 1 is Chong Die with the end plate of second section Fang Zhuan lower ends, by the wall of specific stub position adjuster side
Contraposition bar 15 and pile end plate side wall mark line overlap, so that it is guaranteed that the position of specific stub position adjuster bottom can accurately determine
The position of position Grouting Pipe 2, the contraposition of next section hollow square pile 1 and upper one section hollow square pile 1 is realized using two contraposition bars 15；
M. the two specific stub position adjusters saved on hollow square pile 1 are removed, the welding of two section hollow square piles 1 is proceeded by, and
Carry out cooling provision；
N. after after weld seam cooling, proceeding by, continuation is hammered or static pressure is constructed；
O. repeat step i-n steps realize the pile extension of more piece hollow square pile 1.
The design reference of hollow square pile 1 in the step one《Technical code for building pile foundation》, and joined using following formula
Number is calculated：
Quk=Qsk+Qgsk+Qgpk
=u ∑s qsjklj+u∑βsiqsiklgi+βpqpkAp
Wherein：
Qsk--- total ultimate frictional resistance standard value of the non-vertical enhancing section of grouting behind shaft or drift lining；
Qgsk--- grouting behind shaft or drift lining vertically strengthens total ultimate frictional resistance standard value of section；
Qgpk--- the total standard ultimate bearing capacity of grouting behind shaft or drift lining；
U --- pile body girth；
lj--- the non-vertical enhancing section jth layer soil thickness of grouting behind shaft or drift lining；
lgi--- grouting behind shaft or drift lining vertically strengthens i-th layer of soil thickness in section：For mud off pore-creating filling pile, when being Single Pile
During the grouting behind shaft or drift lining of end, vertical enhancing section is stake end above 12m；When slip casting compound for stake end, stake side, vertical enhancing section be stake end with
Upper each slip casting around pile section above 12m of 12m skills, lap should be deducted；For dry operation bored concrete pile, vertical enhancing section is stake end
More than, slip casting around pile section each 6m up and down；
qsik、qsjk、qpk--- respectively grouting behind shaft or drift lining vertically strengthens section the i-th soil layer initial threshold collateral resistance standard value, non-perpendicular
To enhancing section jth soil layer initial threshold collateral resistance standard value, initial threshold end resistance standard value；According to the 5.3.5 articles of this specification
It is determined that；
βsi、βp--- respectively grouting behind shaft or drift lining collateral resistance, end resistance strengthen coefficient, during without local experience, can be by table 5.3.10
Value.Stake for stake footpath more than 800mm, should carry out side resistance and be imitated to amendment with end resistance size by this specification sheet 5.3.6-2.
Grouting behind shaft or drift lining collateral resistance strengthens factor betasi, end resistance enhancing factor betap
Dry operation brill, caisson, β p are multiplied by the reduction coefficient less than 1.0 by tabulated value.When bearing course at pile end is cohesive soil
Or during silt, reduction coefficient takes 0.6：During for sand or gravelly soil, 0.8 is taken
Grouting amount design specific formula for calculation be：
Gc=αpd+αsnd
α in formulap、αs--- respectively stake end, slip casting around pile amount empirical coefficient, αp=1.5~1.8, αs=0.5~0.7；
High value is taken for ovum, gravel, medium coarse sand；
N --- slip casting around pile section number；
D --- Pile integrity diameter (m)；
Gc--- grouting amount, with cementaceous gauge (t)；
The grouting amount of several foundation piles of a clump of piles and the initial slip casting of a clump of piles to independent single pile, pilespacing more than 6d should be estimated as above-mentioned
Calculation value is multiplied by 1.2 coefficient；
Because hollow square pile 1 belongs to Squeezing Soil Pile, for stake end part, grouting amount can be reduced suitably, and corresponding coefficient can use
Low value.
It is described before hammering, dolly first to be installed at the top of hollow square pile 1 when the construction of hollow square pile 1 is carried out using hammering method,
Direct weight hammering stake top is avoided, so as to strengthen the protection of Grouting Pipe 2.
Specific stub position adjuster includes that the first U-shaped covers the 13, second U-shaped set 14, connecting bolt, attaching nut and contraposition bar
15, the first and second U-shaped set is respectively arranged at two ends with the ear 16 for extending radially outwardly, and ear 16 is provided with connecting hole 17, the
First, two U-shapeds set docking forms the square sleeve that be able to be sheathed on the outside of hollow square pile 1, and connecting bolt is arranged in first and second U-shaped
It is spirally connected in connecting hole 17 in set ear 16 and finally with attaching nut, contraposition bar 15 is fixedly installed in first and second U-shaped and puts,
Contraposition bar 15 covers axially extending along first and second U-shaped, and to ensure the stake of two sections in work progress, the Grouting Pipe 2 of next section stake can
It is accurately positioned and has been attached on the connector of Grouting Pipe 2 of construction, be merely relatively difficult by artificial adjustment, and uses and be somebody's turn to do
Specific stub position adjuster is just easily a lot, and locating rod of the contraposition bar 15 on U sets and the second U-shaped set 14 can be solid for welding
It is fixed.
Using static pressure method hollow square pile 1 is constructed when, run into it is more difficult pass through soil layer when, in hollow square pile 1
The casting head of water under high pressure and high pressure gas is installed on top, it is connected with Grouting Pipe 2, starts water under high pressure and high-pressure pneumatic power apparatus,
Waterpower destruction is carried out to stake end using water under high pressure and high pressure gas, reduce the end resistance during static pressure, when passing over hard soil
After layer, aqueous vapor pressure enters Mobile state adjustment according to the pile pressing force value of static pressure, and keeps the gentle pressure value of water pressure more than setting value,
When needing pile extension, treat that hollow square pile 1 is depressed into away from natural ground elevation about 1.0m, carry out changing casting head, casting head is arranged on
The top of another section hollow square pile 1 to be onstructed, and be connected with its Grouting Pipe 2, until final section hollow square pile 1.
When stake top absolute altitude is less than nature ground elevation, the Grouting Pipe 2 of hollow square pile 1 is connected into an auxiliary Grouting Pipe 2, and
By the top for aiding in Grouting Pipe 2 to cause Pile feeder, and slip casting is carried out by aiding in Grouting Pipe 2 to be connected with high-pressure slip-casting equipment.
In recent years, with rapid development of economy, the underground space is largely developed, the stake under corresponding building
Basic its stake top absolute altitude is also disposed on the corresponding position of basement bottom board plate bottom absolute altitude, now stake be often accomplished by being sent to earth's surface with
Under, now in pile foundation construction, it is necessary to hollow square pile 1 is sent into designed elevation using Pile feeder, if necessary to be opened in foundation ditch
Before digging, slip casting is just carried out, then need that Grouting Pipe 2 is caused into nature ground using auxiliary Grouting Pipe 2, i.e., directly in Pile feeder correspondence
Position, open up corresponding hole, will aid in being connected using Grouting Pipe 2 as connection of the Grouting Pipe 2 with Grouting Pipe 2 according to two piles
Device is attached, and Grouting Pipe 2 is extracted.
Claims (18)
1. a kind of grouting behind shaft or drift lining pre-stress hollow square pile, it is characterized by：Including hollow square pile (1), Grouting Pipe (2) and square pile end plate
(3), the square pile end plate with centre bore is fixedly installed in hollow square pile two ends, on square pile end plate along square pile end plate hole axle
Line is arranged with two perforation (4), and this two perforation axis and square pile end plate axis are in the same plane, two slip castings
Pipe is inserted in hollow square pile respectively through two perforation on square pile end plate, two Grouting Pipe lateral walls respectively with hollow square pile
Interior skeleton is fixedly connected.
2. grouting behind shaft or drift lining pre-stress hollow square pile according to claim 1, it is characterized by：The Grouting Pipe be length with it is hollow
The consistent seamless steel pipe of square pile length.
3. grouting behind shaft or drift lining pre-stress hollow square pile according to claim 1, it is characterized by：Two on the square pile end plate are worn
Hole is circular hole.
4. grouting behind shaft or drift lining pre-stress hollow square pile according to claim 1, it is characterized by：Two on the square pile end plate are worn
Hole is bellmouth, and the bellmouth is less than dorsad hollow square pile one end diameter towards hollow square pile one end diameter, is additionally provided with taper
Nut (5), tapered cup nut is inserted in the bellmouth of square pile end plate, and Grouting Pipe lateral wall is provided with external screw thread, Grouting Pipe with
Tapered cup nut is threadably secured connection.
5. grouting behind shaft or drift lining pre-stress hollow square pile according to claim 4, it is characterized by：Tapered cup nut end face is provided with least
Two pin holes (6), are additionally provided with and tighten nut (7) and high-strength latch (8), and the nut end face of tightening is provided with and tapered cup nut
On end face pin hole just to taper pin-hole (9), tighten nut tight against on the big one end end face of tapered cup nut diameter, high-strength latch
The corresponding inserted that can be dismantled is in taper pin-hole and pin hole, and high-strength latch spills and also set on the one end on square pile end plate surface
There is the lever axially intersected with pin hole.
6. the grouting behind shaft or drift lining pre-stress hollow square pile according to claim 1 or 4, it is characterized by：The slip casting tube end is formed
The big pyramidal structure of internal diameter flaring, is additionally provided with slip casting tube connector, and slip casting tube connector two ends are able to closely be inserted in phase
Adjacent two save in the Grouting Pipe in hollow square pile, including body (10) and sealing ring (11), during the body is less than in two ends external diameter
Between external diameter tube structure, body top and bottom formed symmetrical configuration truncated cone-shaped structure, set on body periphery wall
At least two annular grooves are installed, each annular groove is symmetrically distributed on the upper and lower two truncated cone-shaped structure surfaces of body,
Sealing ring is fixedly installed in each annular groove correspondingly respectively, and sealing ring periphery surface elasticity is tight against slip casting
On pipe madial wall.
7. grouting behind shaft or drift lining pre-stress hollow square pile according to claim 6, it is characterized by：On the Grouting Pipe connector body
The groove structure of three road parallel interval arrangements is formed on lower two truncated cone-shaped structure surfaces respectively, groove structure opening is towards originally
The big side of body diameter is additionally provided with the baffle plate (12) of a circle evagination, and the baffle plate backstop is in sealing ring towards the big side of body diameter
Surface, scribbles AB structure glues between the sealing ring and recess sidewall.
8. grouting behind shaft or drift lining pre-stress hollow square pile according to claim 1, it is characterized by：On the square pile end plate lateral wall also
It is provided with least one markings.
9. grouting behind shaft or drift lining pre-stress hollow square pile according to claim 1, it is characterized by：It is additionally provided with check (non-return) valve, check (non-return) valve energy
Enough it is fixedly installed in the outlet of Grouting Pipe lower end.
10. grouting behind shaft or drift lining pre-stress hollow square pile according to claim 9, it is characterized by：Three-way pipe is additionally provided with, the three-way pipe
Upper end can be fixed and be inserted in slip casting outlet and in communication, three-way pipe lower end closed, outside three-way pipe side and hollow square pile
Side surface aligns, and the side of the three-way pipe forms the outlet of Grouting Pipe.
11. grouting behind shaft or drift lining pre-stress hollow square piles according to claim 1, it is characterized by：Pile top is additionally provided with, pile top can be consolidated
Dingan County is loaded on hollow square pile lower end, and hollow out avoidance mouth corresponding with Grouting Pipe outlet port is formed with pile top.
Grouting behind shaft or drift lining pre-stress hollow square pile construction technology described in a kind of 12. claims 1, it is characterized by：Comprise the following steps that：
Step one：Hollow square pile is designed and grouting amount design：
According to《Technical code for building pile foundation》Calculated to enter hollow square pile and grouting amount with the empirical equation of cast-in-situ bored pile
Row design is calculated；
Step 2：Making with Grouting Pipe hollow square pile：
First the skeleton that Grouting Pipe is formed with the prestressed steel bar and stirrup of hollow square pile is fixed, is then pacified at hollow square pile two ends
Dress square pile end plate, end of the hollow square pile without pile extension in construction, in the jack of Grouting Pipe insertion end plate, hollow side in construction
Stake needs the end of pile extension, and end plate selection perforation is the structure of bellmouth, and Grouting Pipe is penetrated in the bellmouth of end plate, is then passed through
Silking is rotatably connected with the outer silking at the top of Grouting Pipe in tapered cup nut, and will be tightened nut sleeve and be stretched out taper in Grouting Pipe
The outside of nut, rotating to tighten nut drive tapered cup nut and rotate by high-strength slotting makes Grouting Pipe be located at square pile end plate bellmouth
Center, then in slip casting pipe port set protection plug it is blocked；
Step 3：Hollow square pile is constructed：
A. constructed according to surrounding enviroment and soil layer situation selection hammering method or static pressure method；
B. it is adapted to hammer or be adapted to the construction equipment of static pressure according to selection of construction method, and is carried out according to design drawing in place
Stake position unwrapping wire；
C. before pile driving construction, check whether be blocked in Grouting Pipe, it is ensured that Grouting Pipe is unobstructed；
D. check (non-return) valve first is installed in the Grouting Pipe outlet of first segment hollow square pile, check (non-return) valve is directly arranged on slip casting by pile end grouting
Pipe lower end is exported, slip casting around pile, and check (non-return) valve is arranged on the sidewall exit of Grouting Pipe lower end threeway；
E. pile top is welded；
F. hollow square pile is lifted to design attitude using the car rig of ram machine construction machinery；
G. hammering or static pressure construction are proceeded by；
H. after the completion of hollow square pile hammering or static pressure are constructed, when hollow square pile top mark is above the ground level 500mm or so, slip casting is pulled out
The protection plug of pipe, pile follower is carried out according to design requirement, so as to complete the hammering of grouting behind shaft or drift lining pre-stress hollow square pile or the construction of static pressure；
Step 4：The construction of grouting behind shaft or drift lining：
After Grouting Pipe in hollow square pile is connected into high-pressure slip-casting equipment, starts high-pressure slip-casting equipment and realize high-pressure slip-casting.
13. grouting behind shaft or drift lining pre-stress hollow square pile construction technologies according to claim 12, it is characterized by：It is described in hollow side
When needing pile extension during pile driving construction, following steps are increased between step g and step h：
I. when first segment hollow square pile is constructed to Grouting Pipe port protection plug from absolute altitude 1.0m or so naturally, is pulled out, start
Slip casting pipe port in the section hollow square pile installs slip casting tube connector, installs first in slip casting tube connector during slip casting tube connector
Sealing ring is installed on body and AB structure glues are brushed, then again by the Grouting Pipe at the top of the insertion of slip casting tube connector；
J., specific stub position adjuster is installed on the outside of first segment hollow square pile upper end, and is ensured on the adjuster lateral wall of specific stub position
Contraposition bar and square pile end plate side wall on mark line overlap；
K. second section hollow square pile is lifted, the Grouting Pipe port protection plug of second section hollow square pile bottom is pulled out, it is empty in second section
Heart square pile lower end from first segment hollow square pile upper end vertical range be 10cm or so when, outside second section hollow square pile lower end
Specific stub position adjuster is installed in side, and ensures on the contraposition bar and the square pile end plate side wall on the adjuster lateral wall of specific stub position
Mark line overlap；
L. the contraposition bar on the wall of specific stub position adjuster side on second section hollow square pile is operated, and makes it with first segment hollow square pile
On specific stub position adjuster side wall on the alignment of contraposition bar, then the slow second section hollow square pile that declines make the hollow side of first segment
In Grouting Pipe lower end in stake in the slip casting tube connector insertion second section hollow square pile of Grouting Pipe upper end, until first segment is hollow
Square pile upper end is Chong Die with the end plate of second section Fang Zhuan lower ends；
M. the two specific stub position adjusters saved on hollow square pile are removed, the welding of two section hollow square piles is proceeded by, and carry out cold
But measure；
N. after after weld seam cooling, proceeding by, continuation is hammered or static pressure is constructed；
O. repeat step i-n steps realize more piece hollow square pile pile extension.
14. grouting behind shaft or drift lining pre-stress hollow square pile construction technologies according to claim 12, it is characterized by：It is hollow in step one
Square pile design reference《Technical code for building pile foundation》, and enter line parameter calculating using following formula：
Quk=Qsk+Qgsk+Qgpk
=u ∑s qsjklj+u∑βsiqsiklgi+βpqpkAp
Wherein：
Qsk--- total ultimate frictional resistance standard value of the non-vertical enhancing section of grouting behind shaft or drift lining；
Qgsk--- grouting behind shaft or drift lining vertically strengthens total ultimate frictional resistance standard value of section；
Qgpk--- the total standard ultimate bearing capacity of grouting behind shaft or drift lining；
U --- pile body girth；
lj--- the non-vertical enhancing section jth layer soil thickness of grouting behind shaft or drift lining；
lgi--- grouting behind shaft or drift lining vertically strengthens i-th layer of soil thickness in section：For mud off pore-creating filling pile, after for Single Pile end
During slip casting, vertical enhancing section is stake end above 12m；When slip casting compound for stake end, stake side, vertical enhancing section is more than stake end
12m and each slip casting around pile section above 12m, lap should be deducted；For dry operation bored concrete pile, vertical enhancing section be stake end with
Upper, slip casting around pile section each 6m up and down；
qsik、qsjk、qpk--- respectively grouting behind shaft or drift lining vertically strengthens section the i-th soil layer initial threshold collateral resistance standard value, non-vertical increasing
Strong section jth soil layer initial threshold collateral resistance standard value, initial threshold end resistance standard value；According to the 5.3.5 articles determination of this specification；
βsi、βp--- respectively grouting behind shaft or drift lining collateral resistance, end resistance strengthen coefficient, during without local experience, can be by table 5.3.10 values.
Stake for stake footpath more than 800mm, should carry out side resistance and end resistance dimensional effect amendment by this specification sheet 5.3.6-2.
Grouting behind shaft or drift lining collateral resistance strengthens factor betasi, end resistance enhancing factor betap
Dry operation brill, caisson, βpThe reduction coefficient less than 1.0 is multiplied by by tabulated value.When bearing course at pile end is cohesive soil or silt
When, reduction coefficient takes 0.6：During for sand or gravelly soil, 0.8 is taken.
Grouting amount design specific formula for calculation be：
Gc=αpd+αsnd
α in formulap、αs--- respectively stake end, slip casting around pile amount empirical coefficient, αp=1.5~1.8, αs=0.5~0.7；For
Ovum, gravel, medium coarse sand take high value；
N --- slip casting around pile section number；
D --- Pile integrity diameter (m)：
Gc--- grouting amount, with cementaceous gauge (t)：
The grouting amount of several foundation piles of a clump of piles and the initial slip casting of a clump of piles to independent single access, pilespacing more than 6d should connect above-mentioned estimated value
It is multiplied by 1.2 coefficient.
15. grouting behind shaft or drift lining pre-stress hollow square pile construction technologies according to claim 12, it is characterized by：It is described to use hammer
When striking carries out hollow square pile construction, before hammering, dolly is first installed at the top of hollow square pile.
16. grouting behind shaft or drift lining pre-stress hollow square pile construction technologies according to claim 13, it is characterized by：The adjustment of specific stub position
Device includes the first U-shaped set (13), the second U-shaped set (14), connecting bolt, attaching nut and contraposition bar (15), first and second U
Shape set is respectively arranged at two ends with the ear (16) for extending radially outwardly, and ear is provided with connecting hole (17), the set docking of first and second U-shaped
Formation be able to be sheathed on the square sleeve on the outside of hollow square pile, and connecting bolt is arranged in the connecting hole in first and second UXing Tao ears
Interior and be finally spirally connected with attaching nut, contraposition bar is fixedly installed in first and second U-shaped and puts, and contraposition bar covers axle along first and second U-shaped
To extension.
17. grouting behind shaft or drift lining pre-stress hollow square pile construction technologies according to claim 12, it is characterized by：Using static pressure method
When being constructed to hollow square pile, run into it is more difficult pass through soil layer when, install water under high pressure and high pressure gas on hollow square pile top
Casting head, it is connected with Grouting Pipe, start water under high pressure and high-pressure pneumatic power apparatus, using water under high pressure and high pressure gas to stake end
Waterpower destruction is carried out, the end resistance during static pressure, after hard soil layer is passed over, pressure of the aqueous vapor pressure according to static pressure is reduced
Stake force value enters Mobile state adjustment, and keeps the gentle pressure value of water pressure to be more than setting value.
18. grouting behind shaft or drift lining pre-stress hollow square pile construction technologies according to claim 12, it is characterized by：When stake top absolute altitude is low
When natural ground elevation, the Grouting Pipe connection one of hollow square pile is aided in into Grouting Pipe, and auxiliary Grouting Pipe is caused into Pile feeder
Top, and auxiliary Grouting Pipe is connected with high-pressure slip-casting equipment and carries out slip casting.
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| CN107330232A (en) * | 2017-08-11 | 2017-11-07 | 上海岩土工程勘察设计研究院有限公司 | Ultimate bearing capacity evaluation method for pile-end post-grouting ultra-long pile |
| CN107460869A (en) * | 2017-07-26 | 2017-12-12 | 大成科创基础建设股份有限公司 | Extra high load bearing capacity large-diameter tubular pile and quick pile sinking secondary grouting method |
| CN108505958A (en) * | 2018-05-07 | 2018-09-07 | 上海广大基础工程有限公司 | A kind of drilling rod with built-in hydraulic oil pipe |
| CN108532773A (en) * | 2018-07-06 | 2018-09-14 | 中国人民解放军63926部队 | A kind of device pre-buried suitable for vertical shaft bar shaped keel high-precision（Monoblock type）And localization method |
| CN114250765A (en) * | 2020-09-25 | 2022-03-29 | 怀化市港翔管桩有限公司 | Tubular pile structure for construction convenient to equipment |
| CN114277788A (en) * | 2021-12-06 | 2022-04-05 | 东南大学 | Super-large diameter combined pile for offshore wind power |
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| CN107460869A (en) * | 2017-07-26 | 2017-12-12 | 大成科创基础建设股份有限公司 | Extra high load bearing capacity large-diameter tubular pile and quick pile sinking secondary grouting method |
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| CN108505958A (en) * | 2018-05-07 | 2018-09-07 | 上海广大基础工程有限公司 | A kind of drilling rod with built-in hydraulic oil pipe |
| CN108505958B (en) * | 2018-05-07 | 2023-08-04 | 上海广大基础工程有限公司 | Drill rod with built-in hydraulic oil pipe |
| CN108532773A (en) * | 2018-07-06 | 2018-09-14 | 中国人民解放军63926部队 | A kind of device pre-buried suitable for vertical shaft bar shaped keel high-precision（Monoblock type）And localization method |
| CN108532773B (en) * | 2018-07-06 | 2023-08-15 | 中国人民解放军63926部队 | Device (integral type) suitable for high-precision pre-embedding of vertical shaft bar-shaped keels and positioning method |
| CN114250765A (en) * | 2020-09-25 | 2022-03-29 | 怀化市港翔管桩有限公司 | Tubular pile structure for construction convenient to equipment |
| CN114277788A (en) * | 2021-12-06 | 2022-04-05 | 东南大学 | Super-large diameter combined pile for offshore wind power |
| CN114411727A (en) * | 2022-02-25 | 2022-04-29 | 南京东土建设科技有限公司 | Built-in post-grouting device for realizing multi-depth grouting of tubular pile |
| CN114411727B (en) * | 2022-02-25 | 2024-02-20 | 南京东土建设科技有限公司 | Built-in post grouting device for realizing multi-depth grouting of tubular piles |
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