CN105178311B - Partially prefabricated friction pile and construction method thereof - Google Patents
Partially prefabricated friction pile and construction method thereof Download PDFInfo
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Abstract
The invention relates to the technical field of constructional engineering, in particular to a partially prefabricated friction pile and a construction method thereof. The invention provides a partially prefabricated friction pile, which comprises an upper pile, a lower pile and a partition template arranged between the upper pile and the lower pile, wherein the upper pile comprises a standard section and a pile bottom section, the lower pile comprises a force transmission structure section, a variable cross-section structure section and a bearing structure section which are sequentially connected from top to bottom, the standard section and the pile bottom section are both prefabricated prestressed reinforced concrete pipe piles, the standardized production of the friction pile is realized, the labor intensity and the manufacturing cost of construction personnel are reduced, the upper pile is sleeved outside the force transmission structure section, the split design of the upper pile and the lower pile can fully exert the bearing performance of the side friction resistance and the pile end resistance of the full-length pile, therefore, the whole bearing capacity of the friction pile is improved, and under the same upper load action, the required pile length or pile diameter is smaller, and the settlement deformation of the top of the friction pile can be effectively controlled, so that the construction cost of the friction pile is reduced, and social resources are saved.
Description
Technical field
The present invention relates to construction engineering technical field, particularly relate to the friction pile of a kind of partial precast
And construction method, be specifically related to one can give full play to foundation pile upper and lower part pile side friction with
The great diameter and long friction pile of end resistance.
Background technology
Along with the construction of the heavy constructions such as high-rise, Super High and Loads of Long-span Bridges, great diameter and long base
Stake has that bearing capacity is high because of it, deform the advantage such as little and is widely used as the basis of such engineering.
According to " architecture foundation pile technical specification " (JGJ 94-2008), great diameter and long foundation pile need to meet with
Lower condition: D >=800mm, L >=50m, L/D >=50, D is foundation pile diameter, and L is that foundation pile is total
Long.Currently, existing substantial amounts of theoretical research all shows with engineering practice, the carrying of overlength foundation pile
The working trait of deformation mechanism, pile side resistance and end resistance all exists the biggest with common foundation pile
Difference, designs the great diameter and long foundation pile obtained according to conventional method of analysis, should at Practical Project
It is generally not capable of in effectively playing its load-carrying properties, thus construction cost is caused to a certain degree
Waste.Therefore, it is necessary on the basis of tradition Pile integrity computational methods, propose major diameter
The methods such as version that ultra-long pile is new and design thereof calculate, construction and quality control so that it is energy
Give full play to the load-carrying properties of large diameter and very long pile.
At present, architectural engineering foundation pile is primarily subjected to the load that superstructure applies, i.e. on foundation pile top
Portion applies load straight down, due to the stake of large diameter and very long pile upper soil horizon Yu bottom soil layer
Soil relative displacement difference is relatively big, when the pile side friction on foundation pile top reaches peak value, under foundation pile
The pile side friction in portion may the most not give full play to, and causes foundation pile upper and lower part pile side friction
Performance not there is synchronicity.Trace it to its cause predominantly: the load that foundation pile top is born is relatively big,
Pile-soil relative displacement is big, and the pile side friction on foundation pile top plays fully；And foundation pile bottom is subject to
Load relatively small, pile-soil relative displacement is little, and the pile side friction of foundation pile bottom can not be abundant
Play or not yet play.Additionally, end resistance gives full play to required pile tip settlement is generally foundation pile
About the 5% of diameter, for large diameter and very long pile, this value gives full play to much larger than pile side friction
Required pile-soil relative displacement amount, therefore, the performance of foundation pile side friction and end resistance is also
It not to synchronize.
It addition, when the length of foundation pile exceedes certain limit, under foundation pile top load effect,
Foundation pile top is relatively big due to pile-soil relative displacement, and foundation pile side friction there will be ruckbildung, makes
Foundation pile top bearing capacity is become to be gradually lowered, and with the increase of foundation pile top settling amount, on foundation pile
The pile side friction softened region in portion will gradually develop to foundation pile bottom, make the stake side of foundation pile bottom
Frictional resistance plays degree to be increased, and the bearing capacity of foundation pile bottom increases, and the settling amount at foundation pile top
Constantly persistently increasing, sinking because of its top on the premise of the satisfied requirement of total bearing capacity of foundation pile
Fall amount is excessive and makes it lose efficacy, and now, foundation pile top bearing capacity reaches the limit values or enters softening
In the carrying stage, foundation pile bottom bearing capacity plays the most completely.Exist for large diameter and very long pile
Above-mentioned load metamorphism characteristic, it is necessary to propose the new version of large diameter and very long pile and design thereof
The methods such as calculating and construction, make Under Pile top settling amount before meeting superstructure deformation requirements
Put, it is possible to give full play to the bearer properties of foundation pile upper and lower part, and then reduce construction costs,
Save social resources.Meanwhile, existing great diameter and long friction pile use first pore-forming, after put steel
The operating procedure that muscle cage pours again, the efficiency causing friction pile work progress is low, is unfavorable for realizing
Standardized production, too increases labor intensity and the cost of manufacture of site operation personnel, no simultaneously
It is beneficial to save construction period.
Therefore, for above not enough, the invention provides a kind of partial precast friction pile and
Construction method.
Summary of the invention
(1) to solve the technical problem that
The technical problem to be solved in the present invention is avoided by the design of existing analysis method and obtains
Great diameter and long foundation pile causes what building cost wasted to show because not playing its load-carrying properties completely
As, and the unitary design method of existing foundation pile causes foundation pile self upper and lower part pile side friction
Between and pile side friction and end resistance between play asynchronous, thus cause foundation pile top to reach
The situation that bottom load plays the most completely to load ultimate value, the most existing friction pile limits to
In specific execution conditions, the efficiency causing friction pile work progress is low, is unfavorable for realizing standard
Metaplasia is produced, thus causes long construction period and the higher problem of construction cost.
(2) technical scheme
In order to solve above-mentioned technical problem, one aspect of the present invention provides rubbing of a kind of partial precast
Wiping stake, the friction pile of this partial precast includes upper piles and lower piles and is located between upper piles and lower piles
Cutting off template, upper pile includes section at the bottom of standard paragraphs and stake, and lower pile includes from top to bottom depending on
The force transferring structure section of secondary connection, variable section structure section and carrying structural sections；Described standard paragraphs and stake
End section is prefabricated prestressed reinforced concrete pipe pile, the bottom of section at the bottom of described stake be ring-type tiltedly
Cutting body, one end of section at the bottom of described stake is connected with described standard paragraphs by joint, and the other end passes through ring
Shape bevel body coordinates with described variable section structure section；
Upper pile is sheathed on the outside of described force transferring structure section, and upper pile and described power transmission
Structural sections and variable section structure is intersegmental is provided with partition template；The top of upper pile by joint bar with
Cushion cap, beam or post pour anchor connection；The top of lower pile is by upwardly extending lower stake master
Muscle pours with described cushion cap, beam or post and is connected.
Wherein, multiple described standard paragraphs are sequentially connected with by joint.
Wherein, it is provided with in upper pile and sequentially passes through section at the bottom of described standard paragraphs, joint and stake
Orientation grouting pipe.
Wherein, in section at the bottom of described standard paragraphs and stake, be provided with lateral grouting pipe, described laterally
The entrance point of grouting pipe connects with described orientation grouting pipe, and the port of export points to described standard paragraphs
With the outside of section at the bottom of stake and be provided with unidirectional shutoff valve at the port of export.
Wherein, described standard paragraphs is connected with described orientation grouting pipe with being additionally provided with in section at the bottom of stake
Logical hoop grouting pipe.
Wherein, Concrete Filled section, the one of described Concrete Filled section it are provided with in upper pile
End is connected with the top of described force transferring structure section, and the other end passes through joint bar and the main muscle of lower stake with described
Cushion cap, beam or post anchor connection.
Wherein, described partition template has the bending part of outwards bending, and described bending part is in institute
State between ring-type bevel body and the variable section structure section bottom section at the bottom of stake king-pile.
Wherein, ring-type bevel body bottom section at the bottom of upper pile king-pile, the folding of described partition template
The gradient of turn of bilge and described variable section structure section is consistent.
Wherein, described partition template is set around outside described force transferring structure section and variable section structure section
Side.
Wherein, top standard paragraphs and Concrete Filled section are provided with joint bar.
Wherein, the upwardly extending lower stake of the upwardly extending joint bar in upper pile top and lower stake top
Main muscle is toroidal inwardly or outwardly；The diameter of described carrying structural sections and upper pile
External diameter identical.
On the other hand, present invention also offers the construction method of the friction pile of a kind of partial precast,
Including following operating procedure:
S1, according to force transferring structure section, variable section structure section and carrying structural sections version system
Make lower pile cages；
S2, by polylith strip board successively colligation in the force transferring structure section of lower stake, variable section structure section
Steel reinforcement cage on to surround partition template；
S3, make section at the bottom of prefabricated prestressed reinforced concrete pipe pile standard paragraphs and stake, wherein,
Pre-buried orientation grouting pipe, band in section at the bottom of prefabricated standard paragraphs and stake respectively is required according to slip casting
There are lateral grouting pipe and the hoop grouting pipe of unidirectional shutoff valve；
S4, by method for constructing foundation pile foundation soil carried out friction pile pore-forming and clear hole operation obtains
To stake holes；
S5, first by with cut off template the fixedly secured stake in step s 4 of lower pile cages
Secondly Kong Zhong, lifts by crane section and standard paragraphs at the bottom of the stake in upper stake, pile sinking and pile extension are executed successively
Work industry, between each standard paragraphs and the top of section at the bottom of bottom and the stake of bottom standard paragraphs is all passed through
Joint connects, and the orientation grouting pipe in section at the bottom of the orientation grouting pipe in standard paragraphs and stake is the most logical
Cross interface arrangement connect, make pile protection be located on lower pile cages, section at the bottom of standard paragraphs and stake with every
Disconnected template is connected；
S6, by foundation pile concreting method to the carrying structural sections of lower stake, variable section structure
Section and force transferring structure section carry out pouring operation, until the top side location poured to lower stake.
Wherein, in step s 6, described foundation pile concreting method is that dry hole pours or under water
Pour；The speed the poured sectional dimension according to upper and lower stake and the line size of delivering concrete
It is determined.
Wherein, the construction method of the friction pile of partial precast also includes step S7, by upper stake top
The top main muscle of upwardly extending lower stake of upwardly extending joint bar and lower stake is bent into toroidal,
To pour anchor connection with cushion cap, beam or post.
Wherein, the construction method of the friction pile of partial precast also includes step S8, at upper stake pile
By orientation grouting pipe, lateral grouting pipe and hoop grouting pipe, upper stake stake side is carried out afterwards
High-pressure slip-casting operation so that serosity is combined with pile body and the soil body about.
Wherein, use pile quality control method that described friction pile is carried out quality control on construction,
The pile quality control method of upper pile is sound wave transmission method；The pile quality control of lower pile
Method processed is core drilling method, low strain dynamic method, Large strain method and sound wave transmission method.
(3) beneficial effect
The technique scheme of the present invention has the advantage that and the invention provides a kind of part in advance
The friction pile of system, the friction pile of this partial precast includes upper piles and lower piles and is located at upper piles and lower piles
Between partition template, upper stake includes that section at the bottom of standard paragraphs and stake, lower stake include the most successively
Force transferring structure section, variable section structure section and carrying structural sections, the Duan Jun at the bottom of standard paragraphs and stake connected
For prefabricated prestressed reinforced concrete pipe pile, it is achieved that the standardized production of friction pile, reduce
The labor intensity of workmen and cost of manufacture, also save construction period, and upper pile protection is located at
The outside of force transferring structure section, and upper stake and force transferring structure section and variable section structure is intersegmental is provided with partition
Template, the split-type design of this upper and lower stake make foundation pile top settling amount meet engineering want
When asking, the pile-soil relative displacement of friction pile upper and lower part can be given full play to, play full stake long stake side
Frictional resistance and the load-carrying properties of end resistance, thus improve the total bearing capacity of friction pile, and
Under identical upper load effect, by the force transferring structure section of upper piles and lower piles, variable section structure section
And carrying structural sections so that required stake is long or stake footpath is less and can efficiently control foundation pile top
Sedimentation and deformation, and then reduce the construction costs of friction pile, save social resources.
Accompanying drawing explanation
Fig. 1 is the structural representation of the prefabricated friction pile of the embodiment of the present invention；
Fig. 2 is the profile of I-I in Fig. 1；
Fig. 3 is the profile of II-II in Fig. 1；
Fig. 4 is the profile of III-III in Fig. 1；
Fig. 5 is the profile of IV-IV in Fig. 1；
Fig. 6 is the pile side friction distribution curve of test pile Z1 and test pile Z2；
Fig. 7 is actual measurement and the calculated curve of the stake top immediate settlement of test pile Z1 and test pile Z2.
In figure: 1-1: standard paragraphs；1-2: section at the bottom of stake；2: cut off template；3: force transferring structure section；
4: variable section structure section；5: the main muscle of lower stake；6: orientation grouting pipe；7: carrying structural sections；
8: joint；9: unidirectional shutoff valve；10: Concrete Filled section；11: joint bar；12: lateral
Grouting pipe；15: hoop grouting pipe；18: the shaft resistance of traditional structure forms test pile Z1
Power distribution curve；19: the pile side friction distribution curve of new structure form test pile Z2；20: examination
The stake top immediate settlement calculated curve of stake Z2；The stake top immediate settlement of 21: test pile Z2 is real
Survey curve；The stake top immediate settlement measured curve of 22: test pile Z1；23: the stake of test pile Z1
Top immediate settlement calculated curve.
Detailed description of the invention
For making the purpose of the embodiment of the present invention, technical scheme and advantage clearer, below will knot
Close the accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is carried out clear,
It is fully described by, it is clear that described embodiment is a part of embodiment of the present invention, and not
It it is whole embodiments.Based on the embodiment in the present invention, those of ordinary skill in the art are not having
There is on the premise of making creative work the every other embodiment obtained, broadly fall into the present invention
The scope of protection.
In the present embodiment, as a example by certain engineering pile foundation, the construction method of friction pile is illustrated.
The major parameter of certain engineering pile is: former basic engineering uses cast-in-situ bored pile, design to require single pile
Vertical bearing capacity is 4000kN, test pile Z1 stake footpath 1.5m, the long 50m of stake；Foundation soil body is divided into
Two-layer, upper strata clay is silt clay, and thick 15m, cohesive strength is 16.8kPa, and angle of friction is
8.6 °, modulus of compressibility is 6.1MPa, and side friction eigenvalue is 20kPa；Lower floor's clay is powder
Matter clay, thick 75m, cohesive strength is 44.8kPa, and angle of friction is 12.6 °, and modulus of compressibility is
8.8MPa, side friction eigenvalue is 48kPa, and end resistance eigenvalue is 1000kPa；Pile side soil
Body Poisson's ratio is 0.35, and concrete strength of pile grade is C40, pile concrete initial elasticity
Modulus E0For 30GPa.
The large diameter friction piles structure that upper and lower part according to the present invention carries jointly, and pass through phase
The method for designing answered can obtain the pile body geometric parameter of test pile Z2: upper stake Plays section 1-1 amounts to
3 sections and every section of a length of 5m of stake；The a length of 3m of stake of section 1-2 at the bottom of upper stake king-pile；Total stake of upper stake is long
lOn=3 × 5m+3m=18m；Lower pile carries length l of structural sections 7UnderFor 25.5m；Lower stake passes
The a length of 17.5m of power structural sections 3；Upper stake outer diameter DOutwardFor 1.5m, internal diameter DInFor 1.0m,
The diameter D of lower stake force transferring structure section 3Power transmissionFor 0.98m.
Concrete method for designing is as follows: under the conditions of being primarily characterized in that according to different engineering geological
Pile side friction and the character of end resistance, determine pile side friction transmission between upper and lower stake stake soil
Function, sets up equation group according to the principle that upper and lower stake carries jointly with compatibility of deformation, by excellent
The parameters of engineering designs such as fractional analysis determines that a footpath, stake be long, wall thickness and arrangement of reinforcement.
(1) the common bearing relation of upper and lower stake is determined
Upper and lower stake pours with cushion cap, beam or post and is connected, and it is perpendicular that shared superstructure produces
To load F, according to the equilibrium relation of power:
F=FOn+FUnder
In formula, FOnThe vertical load shared for upper stake；FUnderThe vertical load shared for lower stake.
FOnFunction τ is transmitted with upper stake pile side friction1Z () is relevant, it should be with lOnInterior shaft resistance
Power sum is equal, it may be assumed that
In formula, lOnLong for upper stake stake, count section 1-2 bottom annular bevel body at the bottom of upper stake king-pile
Length；uOnFor the external diameter girth of upper stake, uOn=π DOutward, DOutwardExternal diameter for upper stake；On having counted
The pile side friction that section 1-2 bottom annular bevel body at the bottom of stake king-pile bears.
FUnderWith the pile side friction transmission function τ that lower pile carries structural sections 72Z () and pile-end soil body hold
Load deformation characteristic is relevant, and it should be with lUnderIn the range of sum under pile side friction and end resistance P
It is equal, it may be assumed that
In formula, lUnderThe length of structural sections 7 is carried for lower pile；uUnderStructural sections 7 is carried for lower pile
External diameter girth, carries external diameter and the D of structural sections 7 in lower stakeOutwardIdentical；L is whole friction pile
Length and ignore cut off template bending part thickness；PUnderFor lower stake end resistance, meet:
PUnder=α π (DOutward/2)2fa(sLower end)
In formula, α is lower modification factor of pile tip resistance, it is considered to friction pile clear end degree, end resistance
The combined factors such as performance degree determine；fa(sLower end) be lower stake end resistance transmit function, its with under
Stake peg end settlement sLower endRelevant, comprehensively can determine according to exploration report；DOutwardExternal diameter for upper stake.
Pile side friction transmission function τ1(z)、τ2Z () transmits function f with end resistancea(sLower end) should basis
Stake side comprehensively determines with the physico-mechanical properties of pile-end soil body, it is thus achieved that each self-corresponding function
Distribution form and the value of key parameter, in order to carry out computational analysis.
(2) the compatibility of deformation relation of upper and lower stake is determined
If known friction pile Pile side soil body and the mechanics parameters of pile-end soil body: pile side friction
Transmission function τ (z) transmits function f with end resistanceaS the physical quantity such as (), column rigidity EI, then rub
The pile head settlement deflection S wiping stake can be illustrated as having stake top vertical load F, the long l of stake, stake footpath
The isoparametric function of D, it may be assumed that
S=f (F, l, D, EI, τ (z), fa(s) ...)
The great diameter and long friction pile that upper and lower stake is carried jointly, under the effect of load F,
The pile head settlement deflection S of upper stakeOnFor the long l of stakeOnIn the range of the aggregate-value of pile-soil relative displacement with upper
Stake elastic compression deformation sum, it may be assumed that
SOn=f (FOn, lOn, DIn, DOutward, EI, τ1(z) ...)
Upper stake pile-soil relative displacement refers to existing with the specific formula for calculation of pile body Elastic penetration
Large diameter friction piles capability and deformation computational methods.
In load FUnderUnder effect, lower stake pile head settlement deflection SUnderStructure l is carried for lower pileUnderModel
Enclose the aggregate-value of interior pile-soil relative displacement and lower stake lUnderIn the range of pile body elastic compression deformation and stake
End sedimentation and deformation sum, it may be assumed that
SUnder=f (FUnder, lUnder, lOn, lBecome, DOutward, DPower transmission, EI, τ2(z), fa(sLower end) ...)
In formula, lBecomeFor the length of variable section structure section 4 in lower stake；DPower transmissionTie for power transmission in lower stake
The diameter of structure section 3.
Lower pile carries structure pile-soil relative displacement, lower stake Elastic penetration and peg end settlement
Specific formula for calculation refers to existing major diameter friction pile bearing capacity and deformation calculating side equally
Method.
The great diameter and long friction pile jointly carried for upper and lower stake, makees in top vertical load
Under with, the compatibility of deformation relation of upper and lower stake is:
SOn=SUnder
The relation set up with compatibility of deformation is jointly carried according to the upper and lower stake of great diameter and long friction pile
Formula carries out friction pile design and calculates, and is obtaining soil body physical and mechanical parameter basis by engineering investigation
On still need and determine upper stake outer diameter DOutward, internal diameter DIn, the long l of total stake of upper stakeOn, lower stake variable cross-section knot
Length l of structure sectionBecome, lower pile carry structural sections 7 length lUnder, lower stake force transferring structure section 3 straight
Footpath DPower transmissionDeng friction pile geometric parameter, before ensureing that friction pile load metamorphism characteristic meets requirement
Putting, construction cost should be made minimum, the Optimization Solution function of its correspondence is:
minCost(DOutward,DIn,DPower transmission,lOn,lUnder,…)
SOn=SUnder
L=lOn+lUnder
DOutward-DIn=40cm～80cm
DIn-DPower transmission=2cm
It is optimized according to above-mentioned formula and solves the geometric parameter that can obtain friction pile, including lOn、lUnder、
DIn、DOutward、DPower transmissionAnd load F of upper and lower pile loadOnWith FUnder；Then, mix based on reinforcing bar
Solidifying soil design basic theories can determine that the arrangement of reinforcement quantity of upper and lower stake.
According to above-mentioned analysis, according to the new structure form test pile Z2 in the present invention, its tool
Body design parameter is:
Upper stake is prefabricated prestressed reinforced concrete pipe pile, a length of 18m of stake, and its external diameter is
1.5m, internal diameter is 1.0m, wall thickness 25cm；At the bottom of upper stake king-pile, the bottom of section 1-2 is high 50cm
Ring-type bevel body, and the partition template contacts that thickness is 1cm, and then touch with lower staking, its top
Portion enters cushion cap and pours 10cm, and by joint bar method by the long 100cm's of outward expansion 15 °
Toroidal joint bar 11 anchors into cushion cap.
Lower stake is non-uniform pile, and it is by force transferring structure section 3, variable section structure section 4 and carrying structure
Section 7 composition, wherein, a diameter of 0.98m of force transferring structure section 3, long 17.5m, it is placed in stake
Inside, is cut off by the template that thickness is 1cm with upper stake, and its top is by outward expansion 15 °
The joint bar 11 of the main muscle of stake 5 and Concrete Filled section and cushion cap phase under the toroidal of long 100cm
Even, it is connected with carrying structural sections 7 by variable section structure section 4 high for 50cm bottom it；Lower stake
Variable section structure section 4 be outwards by 45 ° of high 50cm extended bottom power transmission structural sections 3
Armored concrete round platform；Lower pile carries a diameter of 1.5m, a length of 25.5m of structural sections 7.
As shown in Fig. 1-Fig. 7, embodiments provide the friction pile of a kind of partial precast,
The friction pile of this partial precast includes upper piles and lower piles and the partition mould being located between upper piles and lower piles
Plate 2, upper stake includes that section 1-2 at the bottom of standard paragraphs 1-1 and stake, lower stake are non-uniform pile, and lower stake includes
Force transferring structure section 3, variable section structure section 4 and the carrying structural sections 7 being from top to bottom sequentially connected with,
Wherein, force transferring structure section 3 is positioned at the top of variable section structure section 4 (such as Section A-A in Fig. 1
Above section), and top 1m～2m lower than the top of upper stake of force transferring structure section 3；Standard
Section 1-2 at the bottom of section 1-1 and stake is prefabricated prestressed reinforced concrete pipe pile, section 1-2 at the bottom of stake
Bottom is ring-type bevel body, and the upper end of section 1-2 at the bottom of stake is connected with standard paragraphs 1-1 by joint 8,
The other end is coordinated with variable section structure section 4 by ring-type bevel body；
Upper pile protection is located at the outside of force transferring structure section 3, the structure shape that this upper and lower stake is split type
Formula can give full play to pile side friction and the end resistance of foundation pile upper and lower part stake, and upper stake and biography
Partition template 2 it is provided with between power structural sections 3 and variable section structure section 4；Joint bar is passed through at the top of upper stake
11 with cushion cap anchor connection；The top of lower stake is by the upwardly extending main muscle of lower stake 5 and concrete
The joint bar 11 of filled section pours with cushion cap and is connected, and the force transferring structure section 3 of upper pile and lower pile is led to respectively
Cross main muscle to be connected with cushion cap, it is ensured that foundation pile both deformation in load bearing process are identical.
By the version that upper and lower stake is split type, at friction pile top, settling amount meets top
On the premise of structural requirement, the pile-soil relative displacement of friction pile upper and lower part can be given full play to, send out
Wave the long pile side friction of full stake and end resistance load-carrying properties, thus improve the entirety of friction pile
Bearing capacity, and under identical upper load effect, required stake is long or stake footpath is less and can be effectively
Control the sedimentation and deformation at foundation pile top, and then the construction costs of reduction friction pile, save society
Resource.
Specifically, standard paragraphs 1-1 includes multiple pile cutoff being sequentially connected with, the quantity of standard paragraphs 1-1
Condition according to the friction stake holes in practical situation is determined.In the present embodiment, standard paragraphs
The quantity of 1-1 is 3 sections.
Further, it is provided with in upper stake and sequentially passes through section 1-2 at the bottom of standard paragraphs 1-1, joint 8 and stake
Orientation grouting pipe 6, it is preferable that in the present embodiment, orientation grouting pipe 6 quantity be
At the bottom of 3, and standard paragraphs 1-1 and stake, the orientation grouting pipe 6 between section 1-2 can by joint 8 even
Leading to and ensure to orient the sealing of grouting pipe 6, joint 8 selects end plate weldering according to practical situation
Connect mode.
Further, in section 1-2 at the bottom of standard paragraphs 1-1 and stake, it is provided with lateral grouting pipe 12,
The entrance point of lateral grouting pipe 12 connects with orientation grouting pipe 6, in the present embodiment, and mark
Orientation grouting pipe 6 in section 1-2 at the bottom of quasi-section 1-1 and stake is both provided with 8 bifurcation ostium and makes
Lateral grouting pipe 12 is connected with orientation grouting pipe 6, the port of export point to standard paragraphs 1-1 with
The stake outside of end section 1-2 and be provided with unidirectional shutoff valve 9 at the port of export, arranges unidirectional shutoff valve
9 to reach to avoid the purpose of slurry reflux.
For ensure cement paste around pile uniformity, be additionally provided with in section 1-2 at the bottom of standard paragraphs 1-1 and stake with
The hoop grouting pipe 15 that orientation grouting pipe 6 is connected, hoop grouting pipe 15 is arranged on mark
The middle position of section 1-2 at the bottom of quasi-section 1-1 and stake.
When friction pile carries out slip casting operation, each orientation grouting pipe 6 at stake top is simultaneously
Inject serosity, by each orientation grouting pipe 6 serosity introduced at stake week different depth each
Individual lateral grouting pipe 12, and make each by the hoop grouting pipe 15 at stake week different depth
The grouting pressure of lateral grouting pipe 12 is identical, eventually through each side at stake week different depth
To grouting pipe 12 serosity filled in the space between foundation pile and pile peripheral earth with improve foundation pile with
The shear strength of pile peripheral earth, and then strengthen the pile side friction of upper stake.
Further, Concrete Filled section 10, the one of Concrete Filled section 10 it are provided with in upper stake
End is connected with the top of force transferring structure section 3, and the other end is connected to cushion cap by the main muscle of lower stake 5.
In the present embodiment, upper stake pile body embeds 10cm in cushion cap, and Concrete Filled section 10 is in upper stake
At inner distance stake top 1.5m.
Cutting off template 2 and have the bending part of outwards bending, bending part is in section 1-2 at the bottom of upper stake king-pile
Between ring-type bevel body and the variable section structure section 4 of bottom.In the present embodiment, template 2 is cut off
Thickness be 1cm.
Ring-type bevel body bottom section 1-2 at the bottom of upper stake king-pile, the bending part cutting off template 2 and change cut
The gradient of face structural sections 4 is consistent, and gradient is 45 °, i.e. goes up the bottom of section 1-2 at the bottom of stake king-pile
It is connected with the bending part cutting off template 2.
Cut off template 2 and be set around force transferring structure section 3 and the outside of variable section structure section 4.Preferably
Ground, in the present embodiment, lower stake needs to cut off template 2 when pouring, and cuts off the height of template 2
Equal with the height of the force transferring structure section 3 in lower stake, further, cut off the outer layer of template 2
Pasting lubricious material, to reduce the frictional resistance between itself and upper stake inwall.
Top standard paragraphs 1-1 and Concrete Filled section 10 are provided with joint bar 11, at the present embodiment
In, upper stake anchors into cushion cap by joint bar 11, and lower stake is by irrigating in Concrete Filled section 10
Wadding weft variation, and use joint bar 11 to be anchored into cushion cap, meanwhile, the lower main muscle of stake 5 is through mixed
Cushion cap is stretched in solidifying soil filled section 10, and wherein, abducent loudspeaker all made by joint bar and longitudinal reinforcement
The degree of lip-rounding, it is about 15 ° with vertical curve angle.
Upper stake top upwardly extends (i.e.Part on baseline) joint bar 11 and lower stake top
Portion upwardly extends (i.e.Part on baseline) the main muscle of lower stake 5 be outside loudspeaker
The degree of lip-rounding, arranges toroidal and is conducive to cushion cap to transmit load to foundation pile；The end of carrying structural sections 7
Portion is the bearing course at pile end of friction pile, and the diameter of carrying structural sections 7 is identical with the external diameter of upper stake,
So be conducive to the excavation construction of foundation pile, and be conducive to lower stake by force transferring structure section 3 transfer part
Divide upper load, make the carrying structural sections 7 of lower stake that pile-soil relative displacement to occur, and then make its side
Frictional resistance reaches capacity state, so reaches to give full play to the purpose of end resistance.
On the other hand, present invention also offers the construction method of the friction pile of a kind of partial precast,
Including following operating procedure:
S1, according to force transferring structure section 3, variable section structure section 4 and carrying structural sections 7 structure shape
Formula makes lower pile cages；Force transferring structure section 3 in lower pile cages, variable section structure section 4
And the main muscle quantity of carrying structural sections 7 is identical, main muscle should be by 45° angle at variable section structure position
Bending laterally, interval 2m lays reinforcement and stirrup, between the reinforcement at variable section structure position
Away from encrypting to 0.5m, the lower stake desirable 6cm of main tendon protective layer thickness, steel reinforcement cage uses existing side
Method carries out colligation.
S2, by polylith strip board successively colligation in the force transferring structure section 3 of lower stake, variable section structure section
To surround partition template 2 on the steel reinforcement cage of 4；Preferably, in the present embodiment, template 2 is cut off
Use adhesive sheet thick for 1cm or bamboo slab rubber, after being cut to bar, use the reinforcing bar of Φ 6 to fix
On lower pile cages, and at a certain distance cushion block is set between partition template and the lower main muscle of stake 5,
The outside cutting off template 2 is smeared lubriation material or pastes lubricious material, cuts off template 2 to reduce
And the frictional force between upper stake inwall.
S3, make section 1-2 at the bottom of prefabricated prestressed reinforced concrete pipe pile standard paragraphs 1-1 and stake.
Wherein, pre-buried orientation in section 1-2 at the bottom of prefabricated standard paragraphs 1-1 and stake respectively is required according to slip casting
Grouting pipe 6, with the lateral grouting pipe 12 of unidirectional shutoff valve 9 and hoop grouting pipe 15,
The bottom of standard paragraphs 1-1 is connected, in standard paragraphs 1-1 by joint 8 with the top of section 1-2 at the bottom of stake
Orientation grouting pipe 6 and stake at the bottom of orientation grouting pipe 6 in section 1-2 by interface arrangement even
Connect.
Specifically, in the present embodiment, should require in section at the bottom of standard paragraphs 1-1 and stake according to slip casting
Pre-buried 3 vertical orientation grouting pipe 6 in 1-2, in section 1-2 at the bottom of criterion distance section 1-1 or stake
Each at upper lower interface 1/4 length of pipe section equidistant bury 3 lateral notes with unidirectional shutoff valve 9 underground
Slurry conduit 12, and it is fixed to bury connection at 1/2 length of pipe section of section 1-2 at the bottom of standard paragraphs 1-1 or stake underground
To the hoop grouting pipe 15 of grouting pipe 6, orient grouting pipe 6, lateral grouting pipe 12
And the diameter of hoop grouting pipe 15 is identical, a diameter of 20mm.
S4, by method for constructing foundation pile foundation soil carried out friction pile pore-forming and clear hole operation obtains
To stake holes；In the present embodiment, rotary drill rig is used to carry out foundation pile pore-forming, the operation of clear hole.
S5, first by fixedly secured in step s 4 with the lower pile cages cutting off template 2
In stake holes, section 1-2 at the bottom of the stake in upper stake and standard paragraphs 1-1 are lifted by crane by successively, pile sinking
And pile connection construction operation, finally upper pile protection is located on lower pile cages so that standard paragraphs 1-1
It is connected with cutting off template 2 with section 1-2 at the bottom of stake；
In the present embodiment, use existing steel reinforcement cage setting method first to place top colligation to cut off
The lower pile cages of template 2, and be fixed, the concrete construction method of steel reinforcement cage and control mark
Accurate and conventional foundation pile is identical；By existing construction of prefabricated piles technology to section 1-2 and mark at the bottom of the stake in upper stake
Quasi-section 1-1 carries out lifting by crane successively, pile sinking, pile connection construction.Wherein, should be by upper when pile connection construction
The interface of lower two sections of orientation grouting pipe 6 aligns and ensures its seal.
S6, by foundation pile concreting method to the carrying structural sections 7 of lower stake, variable section structure
Section 4 and force transferring structure section 3 carry out pouring operation, until the top side location poured to lower stake,
In the present embodiment, use traditional foundation pile concreting method pour lower stake concrete until
Foundation pile end face.
Specifically, in step s 6, foundation pile concreting method is that dry hole pours or waters under water
Build；The speed poured is entered with the line size of delivering concrete according to the sectional dimension of upper and lower stake
Row determines, for making slip casting uniform, uses 1 diameter 10cm conduit to water in the present embodiment
Build.
Further, the construction method of the friction pile of this partial precast also includes step S7, by upper
The upwardly extending joint bar in top 11 of stake and the main muscle of the upwardly extending lower stake in top 5 of lower stake bend
Become toroidal, in the present embodiment, also include that the upwardly extending joint bar in lower stake top 11 bends
Become toroidal, be connected to pour with cushion cap, wherein, toroidal be outwards bend so as with
Cushion cap pours connection.
Further, the construction method of the friction pile of this partial precast also includes step S8, upper
By orientation grouting pipe 6 and lateral grouting pipe 12, upper stake stake side is carried out high pressure after stake pile
Slip casting operation, makes serosity be combined with pile body and the soil body about.Wherein, after upper stake pile 2～
Carry out high-pressure slip-casting in 30 days, effects such as making serosity pass through to penetrate into, cleave, fill, be compacted with
Pile body and surrounding soil thereof combine.
Use pile quality control method that friction pile carries out quality control on construction, the pile of upper stake
Method of quality control is sound wave transmission method；The pile quality control method of lower stake is core drilling method, low
Strain Method, Large strain method and sound wave transmission method.Wherein it is desired to it is to be noted that: to friction pile
Respectively upper piles and lower piles should be tested when pile quality detects, the quality testing of upper stake
Completing in precast plant, the quality testing of lower stake is carried out the most at the construction field (site), above-mentioned detection method
Rule of operation refer to existing related specifications.
Foundation pile construction carries out static test to Z1 test pile, Z2 test pile, respectively according to quiet after completing
Carry test to understand with Calculation results, the pile side friction distribution of traditional structure forms test pile Z1
The pile side friction distribution curve 19 of curve 18 and new structure form test pile Z2 as shown in Figure 6,
In Fig. 6, X-axis is pile side friction τ (unit is kPa), and Y-axis is that length l of friction pile is (single
Position is m).lOnThe stake referring to stake is long, when the top pile side friction of Z1 test pile reaches capacity
Value τsuTime, the pile side friction of bottom soil layer plays delayed because pile-soil relative displacement is less, stake
Side friction successively decreases with the degree of depth, the pile side friction τ of foundation pile endrLess；And Z2 test pile due to
Pile body upper and lower part carries jointly, can give full play to the pile side friction of pile body bottom, make pile body
Upper and lower part collateral resistance is close to the pile side friction that simultaneously reaches capacity, and improves foundation pile end simultaneously
Pile side friction τr', it is effectively improved foundation pile integrated carrying ability, it is to avoid the wave of resource
Take.
Z1 test pile, Z2 test pile stake top immediate settlement actual measurement and calculated curve as it is shown in fig. 7,
X-axis in Fig. 7 is stake top load (unit is kN), and Y-axis is that (unit is pile head settlement amount
Mm), Fig. 7 is respectively the stake top immediate settlement calculated curve 20 of test pile Z2, test pile Z2
Stake top immediate settlement measured curve 21, the stake top immediate settlement measured curve of test pile Z1
22, the stake top immediate settlement calculated curve 23 of test pile Z1, by the analysis to curve, it is known that
The pile bearing capacity of the great diameter and long friction pile that upper and lower part carries jointly is apparently higher than common stake.
In the above-described embodiments, joint bar 11 and the lower main muscle of stake 5 of being located at stake top can also roots
Carry out pouring being connected with beam or post according to practical situation.
In sum, the invention provides the friction pile of a kind of partial precast, this partial precast
Friction pile includes upper piles and lower piles and the partition template being located between upper piles and lower piles, and upper stake includes
Section at the bottom of standard paragraphs and stake, lower stake includes force transferring structure section, the variable cross-section being from top to bottom sequentially connected with
Structural sections and carrying structural sections, section at the bottom of standard paragraphs and stake is prefabricated prestressed reinforced concrete
Pile tube, it is achieved that the standardized production of friction pile, reduces labor intensity and the system of workmen
Making cost, also save construction period, upper pile protection is located at the outside of force transferring structure section, and upper stake
Be provided with partition template intersegmental with force transferring structure section and variable section structure, the split of this upper and lower stake
Formula design make foundation pile top settling amount when meeting engine request, can give full play on friction pile,
The pile-soil relative displacement of bottom, plays the load-carrying properties of the long pile side friction of full stake and end resistance,
Thus improve the total bearing capacity of friction pile, and under identical upper load effect, by upper stake
With the force transferring structure section of lower stake, variable section structure section and carrying structural sections so that required stake long or
Stake footpath is less and can efficiently control the sedimentation and deformation at its top, and then reduces the work of friction pile
Journey cost, has saved social resources.
Last it is noted that above example is only in order to illustrate technical scheme, and
Non-to its restriction；Although the present invention being described in detail with reference to previous embodiment, ability
The those of ordinary skill in territory is it is understood that it still can be to the skill described in foregoing embodiments
Art scheme is modified, or wherein portion of techniques feature is carried out equivalent；And these are repaiied
Change or replace, not making the essence of appropriate technical solution depart from various embodiments of the present invention technical side
The spirit and scope of case.
Claims (16)
1. the friction pile of a partial precast, it is characterised in that: include upper piles and lower piles and be located at
Partition template (2) between upper piles and lower piles, upper pile includes at the bottom of standard paragraphs (1-1) and stake
Section (1-2), lower pile includes force transferring structure section (3), the variable cross-section being from top to bottom sequentially connected with
Structural sections (4) and carrying structural sections (7)；Section (1-2) at the bottom of described standard paragraphs (1-1) and stake
Being prefabricated prestressed reinforced concrete pipe pile, at the bottom of described stake, the bottom of section (1-2) is ring-type
Bevel body, one end of section (1-2) at the bottom of described stake is by joint (8) and described standard paragraphs (1-1)
Connecting, the other end is coordinated with described variable section structure section (4) by ring-type bevel body；
Upper pile is sheathed on the outside of described force transferring structure section (3), and upper pile is with described
Partition template (2) it is provided with between force transferring structure section (3) and variable section structure section (4)；On described
The top of stake pours anchor connection by joint bar (11) with cushion cap, beam or post；Lower pile
Top is poured with described cushion cap, beam or post by the main muscle of upwardly extending lower stake (5) and is connected.
The friction pile of partial precast the most according to claim 1, it is characterised in that: multiple
Described standard paragraphs (1-1) is sequentially connected with by joint.
The friction pile of partial precast the most according to claim 1, it is characterised in that: described
It is provided with in upper stake and sequentially passes through section (1-2) at the bottom of described standard paragraphs (1-1), joint (8) and stake
Orientation grouting pipe (6).
The friction pile of partial precast the most according to claim 3, it is characterised in that: described
Lateral grouting pipe (12) it is provided with in section (1-2) at the bottom of standard paragraphs (1-1) and stake, described
The entrance point of lateral grouting pipe (12) connects with described orientation grouting pipe (6), the port of export
Point to the outside of section (1-2) at the bottom of described standard paragraphs (1-1) and stake and at the port of export, be provided with list
To shutoff valve (9).
The friction pile of partial precast the most according to claim 3, it is characterised in that: described
It is additionally provided with in section (1-2) at the bottom of standard paragraphs (1-1) and stake and described orientation grouting pipe (6)
The hoop grouting pipe (15) being connected.
The friction pile of partial precast the most according to claim 1, it is characterised in that: described
Be provided with Concrete Filled section (10) in upper stake, one end of described Concrete Filled section (10) with
The top of described force transferring structure section (3) connects, and the other end passes through joint bar (11) and the main muscle of lower stake
(5) with described cushion cap, beam or post anchor connection.
The friction pile of partial precast the most according to claim 1, it is characterised in that: described
Cutting off template (2) and have the bending part of outwards bending, described bending part is in upper pile king-pile
Between ring-type bevel body and the variable section structure section (4) of end section (1-2) bottom.
The friction pile of partial precast the most according to claim 7, it is characterised in that: described
The ring-type bevel body of section (1-2) bottom, the bending part of described partition template (2) at the bottom of upper stake king-pile
And the gradient of described variable section structure section (4) is consistent.
The friction pile of partial precast the most according to claim 8, it is characterised in that: described
Cut off template (2) to be set around outside described force transferring structure section (3) and variable section structure section (4)
Side.
The friction pile of partial precast the most according to claim 6, it is characterised in that: top
Ministerial standard section (1-1) and Concrete Filled section (10) are provided with joint bar (11).
The friction pile of 11. partial precasts according to claim 1, it is characterised in that: institute
State the upwardly extending joint bar in stake top (11) and the lower stake top main muscle of upwardly extending lower stake (5)
It is toroidal inwardly or outwardly；The diameter of described carrying structural sections (7) and upper pile
External diameter identical.
The construction of the friction pile of the partial precast according to any one of 12. 1 kinds of claim 1-11
Method, it is characterised in that: include following operating procedure:
S1, according to force transferring structure section (3), variable section structure section (4) and carrying structural sections (7)
Version make lower pile cages；
S2, by polylith strip board successively colligation lower stake force transferring structure section (3), variable cross-section knot
To surround partition template (2) on the steel reinforcement cage of structure section (4)；
S3, make section at the bottom of prefabricated prestressed reinforced concrete pipe pile standard paragraphs (1-1) and stake
(1-2), wherein, require respectively in section (1-2) at the bottom of prefabricated standard paragraphs (1-1) and stake according to slip casting
In pre-buried orientation grouting pipe (6), lateral grouting pipe (12) with unidirectional shutoff valve (9)
And hoop grouting pipe (15), between each standard paragraphs (1-1) and bottom standard paragraphs (1-1)
Bottom be all connected by joint (8) with the top of section at the bottom of stake (1-2), standard paragraphs (1-1)
In orientation grouting pipe (6) and stake at the bottom of orientation grouting pipe (6) in section (1-2) the most logical
Cross interface arrangement to connect；
S4, by method for constructing foundation pile foundation soil carried out friction pile pore-forming and clear hole operation obtains
To stake holes；
S5, first will with cut off template (2) lower pile cages be fixedly placed in step S4
In stake holes in, secondly section (1-2) at the bottom of the stake in upper stake and standard paragraphs (1-1) are carried out successively
Lifting, pile sinking and pile connection construction operation, be finally located at upper pile protection on lower pile cages so that
Section (1-2) at the bottom of standard paragraphs (1-1) and stake is connected with cutting off template (2)；
S6, by foundation pile concreting method to the carrying structural sections (7) of lower stake, variable cross-section
Structural sections (4) and force transferring structure section (3) carry out pouring operation, until the top poured to lower stake
Position, face.
The construction method of the friction pile of 13. partial precasts according to claim 12, it is special
Levying and be: in step s 6, described foundation pile concreting method is that dry hole pours or waters under water
Build；The speed poured is entered with the line size of delivering concrete according to the sectional dimension of upper and lower stake
Row determines.
The construction method of the friction pile of 14. partial precasts according to claim 13, it is special
Levy and be: also include step S7, by the upwardly extending joint bar in upper stake top (11) and lower stake
The top main muscle of upwardly extending lower stake (5) is bent into toroidal, to water with cushion cap, beam or post
Build anchor connection.
The construction method of the friction pile of 15. partial precasts according to claim 14, it is special
Levy and be: also include step S8, by orientation grouting pipe (6), lateral after upper stake pile
Grouting pipe (12) and hoop grouting pipe (15) carry out high-pressure slip-casting operation to upper stake stake side,
Serosity is combined with pile body and the soil body about.
The construction method of the friction pile of 16. partial precasts according to claim 15, it is special
Levy and be: use pile quality control method that described friction pile carries out quality control on construction, institute
The pile quality control method stating stake is sound wave transmission method；The pile quality of lower pile controls
Method is core drilling method, low strain dynamic method, Large strain method and sound wave transmission method.
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| KR20110072814A (en) * | 2009-12-23 | 2011-06-29 | 대림산업 주식회사 | Constructing method of concrete pile having various cross-section |
| CN203475420U (en) * | 2013-08-20 | 2014-03-12 | 长江勘测规划设计研究有限责任公司 | Three-segment variable cross-section slide-resistant pile |
| CN204608757U (en) * | 2014-11-13 | 2015-09-02 | 昆明理工大学 | A kind of steel pipe pile pile splicing structure |
| CN204435368U (en) * | 2015-01-19 | 2015-07-01 | 德翰智慧科技有限公司 | Prestressed concrete pile |
| CN204456076U (en) * | 2015-03-11 | 2015-07-08 | 馆陶县金隅太行混凝土有限公司 | A kind of reinforced concrete pipe pile |
| CN205012327U (en) * | 2015-10-10 | 2016-02-03 | 长沙理工大学 | Partially prefabricated friction pile |
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