CN105178311A - 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 a kind of friction pile and construction method thereof of partial precast, be specifically related to a kind of great diameter and long friction pile that can give full play to foundation pile upper and lower part pile side friction and end resistance.
Background technology
Along with the construction of the major workss such as high-rise, Super High and Loads of Long-span Bridges, great diameter and long foundation pile because of its have bearing capacity high, be out of shape the advantage such as little and be widely used as the basis of such engineering.According to " architecture foundation pile technical specification " (JGJ94-2008), great diameter and long foundation pile need meet the following conditions: D >=800mm, L >=50m, L/D >=50, D are foundation pile diameter, and L is foundation pile overall length.Current, existing a large amount of theoretical research and engineering practice all show, all there is very large difference with common foundation pile in the working trait of the load metamorphism mechanism of overlength foundation pile, pile side resistance and end resistance, according to the great diameter and long foundation pile that conventional method of analysis design obtains, in practical engineering application, usually can not effectively play its load-carrying properties, thus waste is to a certain degree caused to construction cost.Therefore, be necessary on traditional Pile integrity computational methods basis, propose the methods such as the new form of structure of large diameter and very long pile and designing and calculating, construction and quality control, the load-carrying properties of large diameter and very long pile can be given full play to.
At present, construction work foundation pile mainly bears the load that superstructure applies, namely load is straight down applied at foundation pile top, because the pile-soil relative displacement difference of large diameter and very long pile upper soil horizon and bottom soil layer is larger, when the pile side friction on foundation pile top reaches peak value, the pile side friction of foundation pile bottom may also not give full play to, and causes the performance of foundation pile upper and lower part pile side friction not have synchronism.Trace it to its cause and be mainly: the load that foundation pile top is born is comparatively large, and pile-soil relative displacement is large, the pile side friction on foundation pile top plays fully; And the load that foundation pile bottom is subject to is relatively little, pile-soil relative displacement is little, and the pile side friction of foundation pile bottom can not give full play to or not yet play.In addition, end resistance give full play to that required pile tip settlement is generally foundation pile diameter about 5%, for large diameter and very long pile, this value gives full play to required pile-soil relative displacement amount much larger than pile side friction, therefore, foundation pile side friction neither be synchronous with the performance of end resistance.
In addition, when the length of foundation pile exceedes certain limit, under the effect of foundation pile top load, foundation pile top due to pile-soil relative displacement larger, foundation pile side friction there will be ruckbildung, foundation pile top bearing capacity is caused to reduce gradually, and the increase of adjoint foundation pile top settling amount, the pile side friction softened region on foundation pile top will develop to foundation pile bottom gradually, make the pile side friction of foundation pile bottom play degree to increase, the bearing capacity of foundation pile bottom increases, and the settling amount at foundation pile top is constantly continuing to increase, under the prerequisite that the total bearing capacity of foundation pile meets the demands, make it lose efficacy because its top settling amount is excessive, now, foundation pile top bearing capacity reaches the limit values or enters the softening carrying stage, foundation pile bottom bearing capacity plays not yet completely.For the above-mentioned load metamorphism characteristic that large diameter and very long pile exists, be necessary to propose the new form of structure of large diameter and very long pile and the method such as designing and calculating and construction thereof, make Under Pile top settling amount under the prerequisite meeting superstructure deformation requirements, the bearer properties of foundation pile upper and lower part can be given full play to, and then reduction construction costs, save social resources.Simultaneously, the first pore-forming of the many employings of existing great diameter and long friction pile, after put the operating procedure that reinforcing cage builds again, cause the efficiency of friction pile work progress low, be unfavorable for realizing standardized production, too increase labour intensity and the cost of manufacture of site operation personnel simultaneously, be unfavorable for saving construction period.
Therefore, for above deficiency, the invention provides a kind of friction pile and construction method thereof of partial precast.
Summary of the invention
(1) technical problem that will solve
The technical problem to be solved in the present invention is the phenomenon avoiding the great diameter and long foundation pile obtained by the design of existing analytical method to cause building costs to waste because not playing its load-carrying properties completely, and the unitary design method of existing foundation pile cause foundation pile from it, play asynchronous between the pile side friction of bottom and between pile side friction and end resistance, thus cause foundation pile top to reach load limiting value and the situation that bottom load plays not yet completely, existing friction pile is confined to specific execution conditions simultaneously, cause the efficiency of friction pile work progress low, be unfavorable for realizing standardized production, thus cause long construction period and the higher problem of construction cost.
(2) technical scheme
In order to solve the problems of the technologies described above, one aspect of the present invention provides a kind of friction pile of partial precast, the friction pile of this partial precast comprises upper piles and lower piles and is located at the partition template between upper piles and lower piles, upper pile comprises section at the bottom of standard paragraphs and stake, and lower pile comprises the force transferring structure section, variable section structure section and the bearing structure section that connect successively from top to bottom; At the bottom of described standard paragraphs and stake, section is prefabricated prestressed reinforced concrete pipe pile, the bottom of section at the bottom of described stake is ring-type bevel body, at the bottom of described stake, one end of section is connected with described standard paragraphs by joint, and the other end is coordinated with described variable section structure section by ring-type bevel body;
Upper pile is sheathed on the outside of described force transferring structure section, and upper pile and described force transferring structure section and variable section structure is intersegmental is provided with partition template; Anchor connection is built by joint bar and cushion cap, beam or post in the top of upper pile; The top of lower pile is built with described cushion cap, beam or post by the main muscle of lower stake upwards extended and is connected.
Wherein, multiple described standard paragraphs is connected successively by joint.
Wherein, be provided with in upper pile successively through the directed grouting pipe of section at the bottom of described standard paragraphs, joint and stake.
Wherein, be provided with side direction grouting pipe in section at the bottom of described standard paragraphs and stake, the entrance point of described side direction grouting pipe is communicated with described directed grouting pipe, and the port of export points to the outside of section at the bottom of described standard paragraphs and stake and port of export place is provided with unidirectional shutoff valve.
Wherein, described standard paragraphs be also provided with the hoop grouting pipe be connected with described directed grouting pipe in section at the bottom of stake.
Wherein, be provided with Concrete Filled section in upper pile, one end of described Concrete Filled section is connected with the top of described force transferring structure section, and the other end is by joint bar and the main muscle of lower stake and described cushion cap, beam or post anchor connection.
Wherein, described partition template has the bending part of outwards bending, the ring-type bevel body bottom the section at the bottom of upper pile king-pile of described bending part and between variable section structure section.
Wherein, the gradient of the ring-type bevel body bottom section at the bottom of upper pile king-pile, the bending part of described partition template and described variable section structure section is consistent.
Wherein, described partition template is set around the outside of described force transferring structure section and variable section structure section.
Wherein, joint bar is provided with in described top standard paragraphs and Concrete Filled section.
Wherein, the main muscle of lower stake that the joint bar that upwards extends of upper pile top and lower stake top upwards extend is outside or inside toroidal; The diameter of described bearing structure section is identical with the external diameter of upper pile.
On the other hand, present invention also offers a kind of construction method of friction pile of partial precast, comprise following operating procedure:
S1, make lower pile cages according to the form of structure of force transferring structure section, variable section structure section and bearing structure section;
S2, by polylith strip board successively colligation on the reinforcing cage of the force transferring structure section of lower stake, variable section structure section to surround partition template;
S3, make section at the bottom of prefabricated prestressed reinforced concrete pipe pile standard paragraphs and stake, wherein, require pre-buried directed grouting pipe in section at the bottom of prefabricated standard paragraphs and stake respectively, with the side direction grouting pipe of unidirectional shutoff valve and hoop grouting pipe according to slip casting;
S4, by method for constructing foundation pile friction pile pore-forming is carried out to foundation soil and clear hole operation obtains stake holes;
S5, first will be fixedly placed in the stake holes in step S4 with cutting off the lower pile cages of template, secondly section and standard paragraphs at the bottom of the stake in upper stake are lifted by crane successively, pile sinking and pile connection construction operation, between each standard paragraphs and the bottom of bottom standard paragraphs is all connected by joint with the top of section at the bottom of stake, directed grouting pipe in standard paragraphs is all connected by interface arrangement with the directed grouting pipe in section at the bottom of stake, make pile protection be located on lower pile cages, section at the bottom of standard paragraphs and stake with cut off template and be connected;
S6, by foundation pile concreting method, operation is built, until build the top side location to lower stake to the bearing structure section of lower stake, variable section structure section and force transferring structure section.
Wherein, in step s 6, described foundation pile concreting method is that dry hole is built or underwater casting; The speed of building is determined according to the sectional dimension of upper and lower stake and the line size of delivering concrete.
Wherein, the construction method of the friction pile of partial precast also comprises step S7, and the main muscle of lower stake that the joint bar upwards extend upper stake top and the top of lower stake upwards extend is bent into toroidal, to build anchor connection with cushion cap, beam or post.
Wherein, the construction method of the friction pile of partial precast also comprises step S8, after upper stake pile by directed grouting pipe, side direction grouting pipe and hoop grouting pipe on stake stake side carry out high-pressure slip-casting operation, slurries and pile body and the soil body around thereof are combined.
Wherein, adopt pile quality control method to carry out quality control on construction to described friction pile, the pile quality control method of upper pile is sound wave transmission method; The pile quality control method of lower pile is core drilling method, low strain dynamic method, Large strain method and sound wave transmission method.
(3) beneficial effect
Technique scheme tool of the present invention has the following advantages: the friction pile that the invention provides a kind of partial precast, the friction pile of this partial precast comprises stake, lower stake and the partition template be located between upper piles and lower piles, upper stake comprises section at the bottom of standard paragraphs and stake, lower stake comprises the force transferring structure section connected successively from top to bottom, variable section structure section and bearing structure section, at the bottom of standard paragraphs and stake, section is prefabricated prestressed reinforced concrete pipe pile, achieve the standardized production of friction pile, reduce labour intensity and the cost of manufacture of constructor, also save construction period, 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, on this, the split-type design of lower stake makes foundation pile top settling amount when engineering demands, can give full play on friction pile, the pile-soil relative displacement of bottom, play 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 the force transferring structure section of upper piles and lower piles, variable section structure section and bearing structure section, make that required stake is long or stake footpath is less and effectively can control the sedimentation and deformation at foundation pile top, and then reduce the construction costs of friction pile, social resources are saved.
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 sectional drawing of in Fig. 1 I-I;
Fig. 3 is the sectional drawing of in Fig. 1 II-II;
Fig. 4 is the sectional drawing of in Fig. 1 III-III;
Fig. 5 is the sectional drawing of in Fig. 1 IV-IV;
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 load-sedimentation 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: directed grouting pipe; 7: bearing structure section; 8: joint; 9: unidirectional shutoff valve; 10: Concrete Filled section; 11: joint bar; 12: side direction grouting pipe; 15: hoop grouting pipe; 18: the pile side friction distribution curve of traditional structure forms test pile Z1; 19: the pile side friction distribution curve of new structure form test pile Z2; The stake top load-settlement calculation curve of 20: test pile Z2; The stake top load-sedimentation measured curve of 21: test pile Z2; The stake top load-sedimentation measured curve of 22: test pile Z1; The stake top load-settlement calculation curve of 23: test pile Z1.
Detailed description of the invention
For making the object of the embodiment of the present invention, technical scheme and advantage clearly, below in conjunction with the accompanying drawing in the embodiment of the present invention, technical scheme in the embodiment of the present invention is clearly and completely described, obviously, described embodiment is a part of embodiment of the present invention, instead of whole embodiments.Based on the embodiment in the present invention, the every other embodiment that those of ordinary skill in the art obtain under the prerequisite not making creative work, all belongs to the scope of protection of the invention.
In the present embodiment, be illustrated for the construction method of certain engineering pile foundation to friction pile.The major parameter of certain engineering pile is: former basic engineering adopts bored pile, and designing requirement vertical bearing capacity of single pile is 4000kN, test pile Z1 stake footpath 1.5m, the long 50m of stake; Foundation soil body is divided into two-layer, and upper strata clay 16 is silt clay, thick 15m, and cohesion is 16.8kPa, and angle of friction is 8.6 °, and modulus of compressibility is 6.1MPa, and side friction characteristic value is 20kPa; Lower floor's clay 17 is silty clay, thick 75m, and cohesion is 44.8kPa, and angle of friction is 12.6 °, and modulus of compressibility is 8.8MPa, and side friction characteristic value is 48kPa, and end resistance characteristic value is 1000kPa; Pile side soil body poisson's ratio is 0.35, and concrete strength of pile grade is C40, pile concrete initial elastic modulus E
0for 30GPa.
The large diameter friction piles structure that upper and lower part according to the present invention carries jointly, and be by the pile body geometric parameter that corresponding method for designing can obtain test pile Z2: upper stake Plays section 1-1 amount to 3 sections and every section of stake long be 5m; The stake of section 1-2 at the bottom of upper stake king-pile is long is 3m; The long l of total stake of upper stake
on=3 × 5m+3m=18m; Lower pile carries the length l of structural sections 7
underfor 25.5m; In lower stake, the length of force transferring structure section 3 is 17.5m; Upper stake outer diameter D
outwardfor 1.5m, internal diameter D
infor 1.0m, the diameter D of lower stake force transferring structure section 3
power transmissionfor 0.98m.
Concrete method for designing is as follows: be primarily characterized in that the proterties according to pile side friction and end resistance under different engineering geological condition, determine pile side friction transfer function between upper and lower stake stake soil, jointly carry according to upper and lower stake and set up equation group with the principle of compatibility of deformation, determine that a footpath, stake are long, the parameters of engineering design such as wall thickness and arrangement of reinforcement by Optimization analyses.
(1) the common bearing relation of upper and lower stake is determined
Upper and lower stake is built with cushion cap, beam or post and is connected, the vertical load F that shared superstructure produces, according to equilibrium of forces relation:
F=F
on+ F
under
In formula, F
onfor the vertical load that upper stake is shared; F
underfor the vertical load that lower stake is shared.
F
onwith upper stake pile side friction transfer function τ
1z () is relevant, its should with l
oninterior pile side friction sum equal, that is:
In formula, l
onfor upper stake stake is long, count the length of section 1-2 bottom annular bevel body at the bottom of upper stake king-pile; u
onfor the external diameter girth of upper stake, u
on=π D
outward, D
outwardfor the external diameter of upper stake; Count the pile side friction that at the bottom of upper stake king-pile, section 1-2 bottom annular bevel body bears.
F
underthe pile side friction transfer function τ of structural sections 7 is carried with lower pile
2z () and pile-end soil body load metamorphism characteristic are relevant, its should with l
underin scope, under pile side friction and end resistance P, sum is equal, that is:
In formula, l
underfor lower pile carries the length of structural sections 7; u
underfor lower pile carries the external diameter girth of structural sections 7, the external diameter of bearing structure section 7 and D in lower stake
outwardidentical; L is the length of whole friction pile and ignores the thickness cutting off template bending part; P
underfor lower stake end resistance, meet:
P
under=α π (D
outward/ 2)
2f
a(s
lower end)
In formula, α is lower modification factor of pile tip resistance, considers that the combined factors such as the performance degree of friction pile clear end degree, end resistance are determined; f
a(s
lower end) be lower stake end resistance transfer function, itself and lower stake peg end settlement s
lower endrelevant, comprehensively can determine according to exploration report; D
outwardfor the external diameter of upper stake.
Pile side friction transfer function τ
1(z), τ
2(z) and end resistance transfer function f
a(s
lower end) comprehensively should determine according to the physico-mechanical properties of stake side and pile-end soil body, obtain the value of each self-corresponding function distribution form and key parameter, to carry out computational analysis.
(2) the compatibility of deformation relation of upper and lower stake is determined
If the mechanics parameters of known friction pile Pile side soil body and pile-end soil body: pile side friction transfer function τ (z) and end resistance transfer function f
as the physical quantity such as (), column rigidity EI, then the pile head settlement deflection S of friction pile can be illustrated as having stake top vertical load F, the long l of stake, the isoparametric function of stake footpath D, that is:
S＝f(F，l，D，EI，τ(z)，f
a(s)，…)
For the great diameter and long friction pile that upper and lower stake carries jointly, under the effect of load F, the pile head settlement deflection S of upper stake
onfor the long l of stake
onin scope, the aggregate-value of pile-soil relative displacement and upper stake elastic compression are out of shape sum, that is:
S
on=f (F
on, l
on, D
in, D
outward, EI, τ
1(z) ...)
The specific formula for calculation of upper stake pile-soil relative displacement and pile body Elastic penetration can with reference to existing large diameter friction piles capability and deformation computational methods.
At load F
underunder effect, lower stake pile head settlement deflection S
underfor lower stake bearing structure l
underthe aggregate-value of pile-soil relative displacement and lower stake l in scope
underthe distortion of pile body elastic compression and pile tip settlement distortion sum in scope, that is:
S
under=f (F
under, l
under, l
on, l
become, D
outward, D
power transmission, EI, τ
2(z), f
a(s
lower end) ...)
In formula, l
becomefor the length of variable section structure section 4 in lower stake; D
power transmissionfor the diameter of force transferring structure section 3 in lower stake.
The specific formula for calculation that lower pile carries structure pile-soil relative displacement, lower stake Elastic penetration and peg end settlement equally can with reference to existing major diameter friction pile bearing capacity and Method for Calculating Deformation.
For the great diameter and long friction pile that upper and lower stake carries jointly, under the vertical load effect of top, the compatibility of deformation of upper and lower stake is closed and is:
S
on=S
under
Jointly carry according to the upper and lower stake of great diameter and long friction pile the relational expression set up with compatibility of deformation and carry out friction pile designing and calculating, stake outer diameter D on determining by still needing in engineering investigation acquisition soil body physical and mechanical parameter basis
outward, internal diameter D
in, upper stake the long l of total stake
on, lower stake variable section structure section length l
become, lower pile carries the length l of structural sections 7
under, lower stake force transferring structure section 3 diameter D
power transmissiondeng friction pile geometric parameter, ensureing that under the prerequisite that friction pile load metamorphism characteristic meets the demands, construction cost should be made minimum, and the Optimization Solution function of its correspondence is:
MinCost (D
outward, D
in, D
power transmission, l
on, l
under...)
S
on=S
under
L=l
on+ l
under
D
outward-D
in=40cm ~ 80cm
D
in-D
power transmission=2cm
Be optimized the geometric parameter solving and can obtain friction pile according to above-mentioned formula, comprise l
on, l
under, D
in, D
outward, D
power transmissionand the load F of upper and lower pile load
onwith F
under; Then, the arrangement of reinforcement quantity of upper and lower stake can be determined based on Reinforced Concrete Design basic theories.
According to above-mentioned analysis, according to the new structure form test pile Z2 in the present invention, its specific design parameter is:
Upper stake is prefabricated prestressed reinforced concrete pipe pile, and stake is long is 18m, and its external diameter is 1.5m, and internal diameter is 1.0m, wall thickness 25cm; The bottom of section 1-2 at the bottom of upper stake king-pile is the ring-type bevel body of high 50cm, with thick be the partition template contacts of 1cm, and then contact with lower stake, its top enters cushion cap and builds 10cm, and by joint bar method, the toroidal joint bar 11 of the long 100cm to external expansion 15 ° is anchored into cushion cap.
Lower stake is non-uniform pile, it is made up of with bearing structure section 7 force transferring structure section 3, variable section structure section 4, wherein, the diameter of force transferring structure section 3 is 0.98m, long 17.5m, is placed in stake inside, cuts off with the template of upper stake by the thick 1cm of being, its top is connected with cushion cap by the joint bar 11 of the main muscle 5 of stake and Concrete Filled section under the toroidal of the long 100cm to external expansion 15 °, is connected bottom it by the variable section structure section 4 that 50cm is high with bearing structure section 7; The variable section structure section 4 of lower stake is outwards by the steel concrete round platform of the high 50cm of 45 ° of expansions bottom power transmission structural sections 3; The diameter that lower pile carries structural sections 7 is 1.5m, and length is 25.5m.
As shown in Fig. 1-Fig. 7, embodiments provide a kind of friction pile of partial precast, the friction pile of this partial precast comprises upper piles and lower piles and is located at the partition template 2 between upper piles and lower piles, upper stake comprises section 1-2 at the bottom of standard paragraphs 1-1 and stake, lower stake is non-uniform pile, lower stake comprises the force transferring structure section 3, variable section structure section 4 and the bearing structure section 7 that connect successively from top to bottom, wherein, force transferring structure section 3 be arranged in variable section structure section 4 top (as Fig. 1 A-A cross section with upper part), and the top of force transferring structure section 3 1m ~ 2m lower than the top of upper stake; At the bottom of standard paragraphs 1-1 and stake, section 1-2 is prefabricated prestressed reinforced concrete pipe pile, the bottom of stake end section 1-2 is ring-type bevel body, the upper end of stake end section 1-2 is connected with standard paragraphs 1-1 by joint 8, and 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, and the split type form of structure of this upper and lower stake can give full play to pile side friction and the end resistance of the stake of foundation pile upper and lower part, and is provided with between upper stake and force transferring structure section 3 and variable section structure section 4 and cuts off template 2; The top of upper stake is by joint bar 11 and cushion cap anchor connection; The top of lower stake is built with cushion cap by the joint bar 11 of the main muscle 5 of lower stake that upwards extends and Concrete Filled section and is connected, and the force transferring structure section 3 of upper pile and lower pile is connected with cushion cap respectively by main muscle, ensure that foundation pile both distortion in load bearing process are identical.
By the form of structure that upper and lower stake is split type, meet the prerequisite of superstructure requirement at friction pile top settling amount under, the pile-soil relative displacement of friction pile upper and lower part can be given full play to, play the long pile side friction of full stake and end resistance load-carrying properties, thus improve the total bearing capacity of friction pile, and under identical upper load effect, required stake is long or stake footpath is less and effectively can control the sedimentation and deformation at foundation pile top, and then reduce the construction costs of friction pile, save social resources.
Particularly, standard paragraphs 1-1 comprises multiple pile cutoff connected successively, and the quantity of standard paragraphs 1-1 is determined according to the condition of the friction stake holes in actual conditions.In the present embodiment, the quantity of standard paragraphs 1-1 is 3 sections.
Further, be provided with successively through the directed grouting pipe 6 of section 1-2 at the bottom of standard paragraphs 1-1, joint 8 and stake in upper stake, preferably, in the present embodiment, the quantity of directed grouting pipe 6 is 3, and the directed grouting pipe 6 between standard paragraphs 1-1 with section 1-2 at the bottom of stake is communicated with by joint 8 and ensures the sealing of directed grouting pipe 6, joint 8 selects end plate welding manner according to actual conditions.
Further, side direction grouting pipe 12 is provided with in section 1-2 at the bottom of standard paragraphs 1-1 and stake, the entrance point of side direction grouting pipe 12 is communicated with directed grouting pipe 6, in the present embodiment, standard paragraphs 1-1 and the directed grouting pipe 6 in section 1-2 at the bottom of stake are all provided with 8 bifurcation ostium and side direction grouting pipe 12 are connected with directed grouting pipe 6, the port of export points to the outside of section 1-2 at the bottom of standard paragraphs 1-1 and stake and port of export place is provided with unidirectional shutoff valve 9, arranges unidirectional shutoff valve 9 to reach the object avoiding slurry reflux.
For ensureing the uniformity of cement paste around pile, standard paragraphs 1-1 be also provided with the hoop grouting pipe 15 be connected with directed grouting pipe 6 in section 1-2 at the bottom of stake, hoop grouting pipe 15 is arranged on the middle position of section 1-2 at the bottom of standard paragraphs 1-1 and stake.
When friction pile carries out slip casting operation, inject slurries from each directed grouting pipe 6 at stake top place simultaneously, by each directed grouting pipe 6, slurries are introduced each side direction grouting pipe 12 at stake week different depth place, and make the grouting pressure of each side direction grouting pipe 12 identical by the hoop grouting pipe 15 at all different depth places of stake, eventually through stake week different depth place each side direction grouting pipe 12 be filled to slurries between foundation pile and pile peripheral earth space in improve the shear strength of foundation pile and pile peripheral earth, and then the pile side friction of stake is gone up in enhancing.
Further, be provided with Concrete Filled section 10 in upper stake, one end of Concrete Filled section 10 is connected with the top of force transferring structure section 3, and the other end is connected to cushion cap by the main muscle 5 of lower stake.In the present embodiment, upper stake pile body embeds 10cm in cushion cap, and Concrete Filled section 10 is at 1.5m place, upper stake inner distance stake top.
Cut off the bending part that template 2 has outwards bending, the ring-type bevel body bottom the section 1-2 at the bottom of upper stake king-pile of bending part and between variable section structure section 4.In the present embodiment, the thickness cutting off template 2 is 1cm.
The gradient of the ring-type bevel body bottom section 1-2 at the bottom of upper stake king-pile, the bending part cutting off template 2 and variable section structure section 4 is consistent, and gradient is 45 °, and the bottom of namely going up section 1-2 at the bottom of stake king-pile is connected with the bending part cutting off template 2.
Cut off the outside that template 2 is set around force transferring structure section 3 and variable section structure section 4.Preferably, in the present embodiment, need when lower stake is built to cut off template 2, and the height cutting off template 2 is equal with the height of the force transferring structure section 3 in lower stake, further, the outer Pasting lubricious material of template 2 is cut off, to reduce the frictional resistance between itself and upper stake inwall.
Upper stake top and Concrete Filled section 10 are provided with joint bar 11, in the present embodiment, upper stake anchors into cushion cap by joint bar 11, lower stake by pouring into wadding weft variation in Concrete Filled section 10, and adopts joint bar 11 to be anchored into cushion cap, simultaneously, the main muscle 5 of lower stake stretches into cushion cap through Concrete Filled section 10, wherein, abducent toroidal all made by joint bar and longitudinal reinforcement, and itself and vertical curve angle are about 15 °.
(namely upper stake top upwards extends
part on baseline) joint bar 11 and lower stake top upwards extend (namely
part on baseline) the main muscle of lower stake 5 be outside toroidal, toroidal is set and is conducive to cushion cap to foundation pile transmitted load; The bottom of bearing structure section 7 is the bearing course at pile end of friction pile, the diameter of bearing structure section 7 is identical with the external diameter of upper stake, be conducive to the excavation construction of foundation pile like this, and be conducive to lower stake by force transferring structure section 3 transmitting portions upper load, make the bearing structure section 7 of lower stake that pile-soil relative displacement occur, and then its side friction is reached capacity state, so reach the object giving full play to end resistance.
On the other hand, present invention also offers a kind of construction method of friction pile of partial precast, comprise following operating procedure:
S1, make lower pile cages according to the form of structure of force transferring structure section 3, variable section structure section 4 and bearing structure section 7; The main muscle quantity of the force transferring structure section 3 in lower pile cages, variable section structure section 4 and bearing structure section 7 is identical; main muscle should bend by 45° angle laterally at variable section structure position; interval 2m lays reinforcing rib and stirrup; the reinforcing rib spacing at variable section structure position should be encrypted to 0.5m; the desirable 6cm of the main tendon protective layer thickness of lower stake, reinforcing cage adopts existing method to carry out colligation.
S2, polylith strip board successively colligation is cut off template 2 to surround on the reinforcing cage of the force transferring structure section 3 of lower stake, variable section structure section 4; Preferably, in the present embodiment, the adhesive sheet that partition template 2 adopts 1cm thick or bamboo slab rubber, the reinforcing bar of Φ 6 is adopted to be fixed on lower pile cages after being cut to bar, and at a certain distance cushion block is set between partition template and lower stake main muscle 5, the outside cutting off template 2 is smeared lubriation material or pastes lubricious material, to reduce to cut off the frictional force between template 2 and 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 directed grouting pipe 6 in section 1-2 at the bottom of prefabricated standard paragraphs 1-1 and stake is respectively required, with the side direction grouting pipe 12 of unidirectional shutoff valve 9 and hoop grouting pipe 15 according to slip casting, the bottom of standard paragraphs 1-1 is connected by joint 8 with the top of section 1-2 at the bottom of stake, and the directed grouting pipe 6 in standard paragraphs 1-1 is connected by interface arrangement with the directed grouting pipe 6 in section 1-2 at the bottom of stake.
Particularly, in the present embodiment, pre-buried 3 vertical directed grouting pipe 6 in section 1-2 at the bottom of standard paragraphs 1-1 and stake should be required according to slip casting, on section 1-2 at the bottom of criterion distance section 1-1 or stake, lower interface 1/4 length of pipe section place is each equidistantly buries 3 side direction grouting pipe 12 with unidirectional shutoff valve 9 underground, and the 1/2 length of pipe section place of section 1-2 buries the hoop grouting pipe 15 connecting directed grouting pipe 6 underground at the bottom of standard paragraphs 1-1 or stake, the diameter of directed grouting pipe 6, side direction grouting pipe 12 and hoop grouting pipe 15 is identical, and diameter is 20mm.
S4, by method for constructing foundation pile friction pile pore-forming is carried out to foundation soil and clear hole operation obtains stake holes; In the present embodiment, rotary drill rig is adopted to carry out foundation pile pore-forming, clear hole operation.
S5, first will be fixedly placed in the stake holes in step S4 with cutting off the lower pile cages of template 2, secondly section 1-2 at the bottom of the stake in upper stake and standard paragraphs 1-1 is lifted by crane successively, pile sinking and pile connection construction operation, finally upper pile protection is located on lower pile cages, section 1-2 at the bottom of standard paragraphs 1-1 and stake is connected with partition template 2;
In the present embodiment, adopt existing reinforcing cage setting method first to place the lower pile cages of top colligation partition template 2, and be fixed, the concrete construction method of reinforcing cage is identical with conventional foundation pile with control criterion; By existing construction of prefabricated piles technology, section 1-2 at the bottom of the stake in upper stake and standard paragraphs 1-1 is lifted by crane successively, pile sinking, pile connection construction.Wherein, the interface of directed for two sections grouting pipe 6 should be alignd and ensures its seal when pile connection construction.
S6, by foundation pile concreting method, operation is built to the bearing structure section 7 of lower stake, variable section structure section 4 and force transferring structure section 3, until build the top side location to lower stake, in the present embodiment, traditional foundation pile concreting method is adopted to build the concrete of lower stake until foundation pile end face.
Particularly, in step s 6, foundation pile concreting method is that dry hole is built or underwater casting; The speed of building is determined according to the sectional dimension of upper and lower stake and the line size of delivering concrete, for making slip casting even, adopts 1 diameter 10cm conduit to build in the present embodiment.
Further, the construction method of the friction pile of this partial precast also comprises step S7, the main muscle 5 of lower stake that the top of the joint bar 11 upwards extended at the top of upper stake and lower stake upwards extends is bent into toroidal, in the present embodiment, also comprise the joint bar 11 that lower stake top upwards extends and be bent into toroidal, be connected to build with cushion cap, wherein, toroidal is connected to build with cushion cap for outwards bending.
Further, the construction method of the friction pile of this partial precast also comprises step S8, after upper stake pile by directed grouting pipe 6 and side direction grouting pipe 12 on stake stake side carry out high-pressure slip-casting operation, slurries are combined with pile body and the soil body around thereof.Wherein, after upper stake pile, carry out high-pressure slip-casting in 2 ~ 30 days, make that slurries pass through infiltration, splitting, filling, the effect such as compacted are combined with pile body and surrounding soil thereof.
Adopt pile quality control method to carry out quality control on construction to friction pile, the pile quality control method of upper stake is sound wave transmission method; The pile quality control method of lower stake is core drilling method, low strain dynamic method, Large strain method and sound wave transmission method.Wherein, it is to be noted that should test upper piles and lower piles respectively when detecting the pile quality of friction pile, the quality examination of upper stake completes in precast yard, and the quality examination of lower stake is then carried out at the construction field (site), and the operational procedure of above-mentioned detection method can with reference to existing related specifications.
Respectively static loading test is carried out to Z1 test pile, Z2 test pile after foundation pile construction completes, according to static loading test and Calculation results, the great diameter and long friction pile pile side friction distribution curve 19 that the pile side friction distribution curve 18 of conventional friction stake and upper and lower part carry jointly as shown in Figure 6, in Fig. 6, X-axis is pile side friction τ (unit is kPa), and Y-axis is that (unit is m) for the length l of friction pile.L
onthe stake referring to stake 1 is long, when the top pile side friction of Z1 test pile reaches the limit values τ
sutime, the pile side friction of bottom soil layer plays delayed because pile-soil relative displacement is less, pile side friction successively decreases with the degree of depth, the pile side friction τ of foundation pile end
rless; And Z2 test pile carries jointly due to pile body upper and lower part, the pile side friction of pile body bottom can be given full play to, make pile body upper and lower part collateral resistance be close to the pile side friction that simultaneously reaches capacity, improve the pile side friction τ of foundation pile end simultaneously
r', effectively improve foundation pile integrated carrying ability, avoid the waste of resource.
Z1 test pile, the actual measurement of the stake top load-sedimentation of Z2 test pile and calculated curve are as shown in Figure 7, X-axis in Fig. 7 is stake top load (unit is kN), Y-axis is pile head settlement amount (unit is mm), the stake top load-settlement calculation curve 20 of test pile Z2 is respectively in Fig. 7, the stake top load-sedimentation measured curve 21 of test pile Z2, the stake top load-sedimentation measured curve 22 of test pile Z1, the stake top load-settlement calculation curve 23 of test pile Z1, by the analysis to curve, on known, the pile bearing capacity of the great diameter and long friction pile that bottom carries jointly is apparently higher than common stake.
In the above-described embodiments, the main muscle of upper stake 13 and the main muscle 5 of lower stake also can carry out building being connected with beam or post according to actual conditions.
In sum, the invention provides a kind of friction pile of partial precast, the friction pile of this partial precast comprises stake, lower stake and the partition template be located between upper piles and lower piles, upper stake comprises section at the bottom of standard paragraphs and stake, lower stake comprises the force transferring structure section connected successively from top to bottom, variable section structure section and bearing structure section, at the bottom of standard paragraphs and stake, section is prefabricated prestressed reinforced concrete pipe pile, achieve the standardized production of friction pile, reduce labour intensity and the cost of manufacture of constructor, also save construction period, 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, on this, the split-type design of lower stake makes foundation pile top settling amount when engineering demands, can give full play on friction pile, the pile-soil relative displacement of bottom, play 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 the force transferring structure section of upper piles and lower piles, variable section structure section and bearing structure section, make that required stake is long or stake footpath is less and effectively can control the sedimentation and deformation at its top, and then reduce the construction costs of friction pile, social resources are saved.
Last it is noted that above embodiment is only in order to illustrate technical scheme of the present invention, be not intended to limit; Although with reference to previous embodiment to invention has been detailed description, those of ordinary skill in the art is to be understood that: it still can be modified to the technical scheme described in foregoing embodiments, or carries out equivalent replacement to wherein portion of techniques feature; And these amendments or replacement, do not make the essence of appropriate technical solution depart from the spirit and scope of various embodiments of the present invention technical scheme.
Claims (16)
1. the friction pile of a partial precast, it is characterized in that: comprise upper piles and lower piles and be located at the partition template (2) between upper piles and lower piles, upper pile comprises section (1-2) at the bottom of standard paragraphs (1-1) and stake, and lower pile comprises the force transferring structure section (3), variable section structure section (4) and the bearing structure section (7) that connect successively from top to bottom; At the bottom of described standard paragraphs (1-1) and stake, section (1-2) is prefabricated prestressed reinforced concrete pipe pile, the bottom of section (1-2) at the bottom of described stake is ring-type bevel body, one end of section (1-2) at the bottom of described stake is connected with described standard paragraphs (1-1) by joint (8), and 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 is provided with between upper pile and described force transferring structure section (3) and variable section structure section (4) and cuts off template (2); Anchor connection is built by joint bar (11) and cushion cap, beam or post in the top of upper pile; The top of lower pile is built with described cushion cap, beam or post by the main muscle of lower stake (5) upwards extended and is connected.
2. the friction pile of partial precast according to claim 1, is characterized in that: multiple described standard paragraphs (1-1) is connected successively by joint.
3. the friction pile of partial precast according to claim 1, is characterized in that: be provided with in upper pile successively through the directed grouting pipe (6) of section (1-2) at the bottom of described standard paragraphs (1-1), joint (8) and stake.
4. the friction pile of partial precast according to claim 3, it is characterized in that: in section (1-2) at the bottom of described standard paragraphs (1-1) and stake, be provided with side direction grouting pipe (12), the entrance point of described side direction grouting pipe (12) is communicated with described directed grouting pipe (6), and the port of export points to the outside of section (1-2) at the bottom of described standard paragraphs (1-1) and stake and port of export place is provided with unidirectional shutoff valve (9).
5. the friction pile of partial precast according to claim 3, is characterized in that: described standard paragraphs (1-1) be also provided with the hoop grouting pipe (15) be connected with described directed grouting pipe (6) in section at the bottom of stake (1-2).
6. the friction pile of partial precast according to claim 1, it is characterized in that: in upper pile, be provided with Concrete Filled section (10), one end of described Concrete Filled section (10) is connected with the top of described force transferring structure section (3), and the other end is by joint bar (11) and the main muscle of lower stake (5) and described cushion cap, beam or post anchor connection.
7. the friction pile of partial precast according to claim 1, it is characterized in that: described partition template (2) has the bending part of outwards bending, between the ring-type bevel body of section (1-2) bottom at the bottom of upper pile king-pile, described bending part and variable section structure section (4).
8. the friction pile of partial precast according to claim 7, is characterized in that: at the bottom of upper pile king-pile, the gradient of the ring-type bevel body of section (1-2) bottom, the bending part of described partition template (2) and described variable section structure section (4) is consistent.
9. the friction pile of partial precast according to claim 8, is characterized in that: described partition template (2) is set around the outside of described force transferring structure section (3) and variable section structure section (4).
10. the friction pile of partial precast according to claim 1, is characterized in that: be provided with joint bar (11) in described top standard paragraphs (1-1) and Concrete Filled section (10).
The friction pile of 11. partial precasts according to claim 1, is characterized in that: the joint bar (11) that upper pile top upwards extends and the main muscle of lower stake (5) that lower stake top upwards extends are outside or inside toroidal; The diameter of described bearing structure section (7) is identical with the external diameter of upper pile.
The construction method of the friction pile of the partial precast according to any one of 12. 1 kinds of claim 1-11, is characterized in that: comprise following operating procedure:
S1, make lower pile cages according to the form of structure of force transferring structure section (3), variable section structure section (4) and bearing structure section (7);
S2, polylith strip board successively colligation is cut off template (2) to surround on the reinforcing cage of the force transferring structure section (3) of lower stake, variable section structure section (4);
S3, make section (1-2) at the bottom of prefabricated prestressed reinforced concrete pipe pile standard paragraphs (1-1) and stake, wherein, according to pre-buried directed grouting pipe (6) in slip casting requirement respectively section (1-2) at the bottom of prefabricated standard paragraphs (1-1) and stake, with side direction grouting pipe (12) and the hoop grouting pipe (15) of unidirectional shutoff valve (9), between each standard paragraphs (1-1) and the bottom of bottom standard paragraphs (1-1) is all connected by joint (8) with the top of section at the bottom of stake (1-2), directed grouting pipe (6) in standard paragraphs (1-1) is all connected by interface arrangement with the directed grouting pipe (6) in section at the bottom of stake (1-2),
S4, by method for constructing foundation pile friction pile pore-forming is carried out to foundation soil and clear hole operation obtains stake holes;
S5, first will with cut off template (2) lower pile cages be fixedly placed in the stake holes in step S4, secondly section (1-2) at the bottom of the stake in upper stake and standard paragraphs (1-1) are lifted by crane successively, pile sinking and pile connection construction operation, finally upper pile protection is located on lower pile cages, section (1-2) at the bottom of standard paragraphs (1-1) and stake is connected with partition template (2);
S6, by foundation pile concreting method, operation is built, until build the top side location to lower stake to the bearing structure section (7) of lower stake, variable section structure section (4) and force transferring structure section (3).
The construction method of the friction pile of 13. partial precasts according to claim 12, is characterized in that: in step s 6, and described foundation pile concreting method is that dry hole is built or underwater casting; The speed of building is determined according to the sectional dimension of upper and lower stake and the line size of delivering concrete.
The construction method of the friction pile of 14. partial precasts according to claim 13, it is characterized in that: also comprise step S7, the main muscle of lower stake (5) that the joint bar (11) upwards extended at upper stake top and the top of lower stake upwards extend is bent into toroidal, to build anchor connection with cushion cap, beam or post.
The construction method of the friction pile of 15. partial precasts according to claim 14, it is characterized in that: also comprise step S8, after upper stake pile, by directed grouting pipe (6), side direction grouting pipe (12) and hoop grouting pipe (15), high-pressure slip-casting operation is carried out to upper stake stake side, slurries are combined with pile body and the soil body around thereof.
The construction method of the friction pile of 16. partial precasts according to claim 15, is characterized in that: adopt pile quality control method to carry out quality control on construction to described friction pile, the pile quality control method of upper pile is sound wave transmission method; The pile quality control method of lower pile is core drilling method, low strain dynamic method, Large strain method and sound wave transmission method.
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| CN116872347A (en) * | 2023-08-25 | 2023-10-13 | 南通欧本建筑科技有限公司 | Precast pile production device and structure with surface beating slurry |
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