CN205077483U - Friction pile - Google Patents
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- CN205077483U CN205077483U CN201520784336.1U CN201520784336U CN205077483U CN 205077483 U CN205077483 U CN 205077483U CN 201520784336 U CN201520784336 U CN 201520784336U CN 205077483 U CN205077483 U CN 205077483U
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Abstract
The utility model relates to an architectural engineering technology field especially relates to a friction pile, upper and lower side friction resistance of portion of concretely relates to ability full play foundation pile and the major diameter overlength friction pile who holds the resistance. The utility model provides a pair of friction pile, this friction pile include stake, lower and locate and the wall template between lower, it is the cyclic annular bevel body to go up the stake bottom, lower including the carrythrough structure section, variable cross -section structure section and the load bearing structure section that from top to bottom connect gradually, go up the pile protection and locate the outside of carrythrough structure section, go up the bottom and the cooperation of variable cross -section structure section of stake steel reinforcement cage, and go up stake and the intersegmental wall template that is equipped with of carrythrough structure. Satisfy under the prerequisite that superstructure warp to require at the pile bolck settling amount, can the long side friction resistance of the full stake of full play with the load -carrying properties of stake end resistance to improve friction pile's whole bearing capacity, and under the load of the same upper portion, required stake is long or the stake footpath is littleer and can control the deformation of subsiding of pile bolck effectively, and then reduce project cost.
Description
Technical field
The utility model relates to construction engineering technical field, particularly relates to a kind of friction pile, is specifically related to a kind of great diameter and long friction pile that can give full play to foundation pile upper and lower part 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 form of structure that large diameter and very long pile is new, the load-carrying properties of large diameter and very long pile can be given full play to.
At present, construction work foundation pile is the main load of bearing superstructure and applying generally, the i.e. load straight down of foundation pile top applying, 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 side friction on foundation pile top reaches peak value, the side friction of foundation pile bottom may also not give full play to, and causes the performance of foundation pile upper and lower part 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 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 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, the performance of base side resistance and bottom resistance neither be synchronous.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 side friction softened region on foundation pile top will develop to foundation pile bottom gradually, make the 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 foundation pile total bearing capacity 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, make pile head settlement 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.
Therefore, for above deficiency, the utility model provides a kind of friction pile.
Utility model content
(1) technical problem that will solve
The technical problems to be solved in the utility model solves the great diameter and long foundation pile obtained by the design of existing analytical method can not play its load-carrying properties completely and cause building costs to waste, and between foundation pile self the upper and lower part pile side friction that causes of the method for designing that existing foundation pile is integral type and play asynchronous between pile side friction and end resistance, thus foundation pile top is caused to reach the load limit and the problem that bottom load does not play completely.
(2) technical scheme
In order to solve the problems of the technologies described above, the utility model provides a kind of friction pile, this friction pile comprises upper piles and lower piles and is located at the partition template between upper piles and lower piles, and upper pile is the pile tube of reinforcing cage concrete structure, and described partition template comprises outer partition template and internal layer cuts off template;
The reinforcing cage of upper pile comprises the main muscle of stake, the top of upper pile by the main muscle of upper stake that upwards extends with cushion cap or beam, post is built and is connected, and is ring-type bevel body bottom upper pile; Lower pile comprises the force transferring structure section, variable section structure section and the bearing structure section that connect successively from top to bottom, and the top of lower pile is built be connected by the main muscle of lower stake that upwards extends and described cushion cap or beam, post; Upper pile is sheathed on the outside of described force transferring structure section, and the bottom of upper pile reinforcing cage coordinates with described variable section structure section, and upper pile and intersegmental being provided with of described force transferring structure outer cut off template and internal layer cuts off template.
Wherein, described skin cuts off template and internal layer and cuts off template and be provided with the outside bending part bent, between the ring-type bevel body of described bending part bottom upper pile and variable section structure section.
Wherein, upper pile bottom annular bevel body, described skin cut off template and internal layer to cut off the gradient of the bending part of template and described variable section structure section consistent.
Wherein, described internal layer cuts off the outside that template is set around described force transferring structure section and variable section structure section; Described skin cuts off the inner side that template is set around upper pile.
Wherein, scribble lubriation material or post lubricious material between described skin partition template and internal layer partition template.
Wherein, stirrup and reinforcing rib is provided with in the reinforcing cage of upper pile; Stirrup and reinforcing rib is provided with in the reinforcing cage of lower stake.
Wherein, the main muscle of lower stake that the top of the main muscle of upper stake that upwards extends of the top of upper pile and lower stake upwards extends is provided with stirrup.
Wherein, the main muscle of lower stake that the main muscle of upper stake 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.
(3) beneficial effect
Technique scheme tool of the present utility model has the following advantages: a kind of friction pile that the utility model provides, and this friction pile comprises upper piles and lower piles and is located at the partition template between upper piles and lower piles, is ring-type bevel body bottom upper stake; Lower stake comprises the force transferring structure section, variable section structure section and the bearing structure section that connect successively from top to bottom; Upper pile protection is located at the outside of force transferring structure section, and the bottom of upper pile cages coordinates with variable section structure section, and upper stake and force transferring structure is intersegmental is provided with partition template.The split-type design of this upper and lower stake makes foundation pile top settling amount when engineering demands, the pile-soil relative displacement of friction pile upper and lower part can be given full play to, play the load-carrying properties of the long 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, save social resources.
Accompanying drawing explanation
Fig. 1 is the structural representation of the utility model embodiment friction pile;
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 lower pile cages of the utility model embodiment friction pile and the structure distribution schematic diagram of internal layer partition template;
Fig. 5 is the upper pile cages of the utility model embodiment friction pile and the outer structure distribution schematic diagram cutting off template;
Fig. 6 is the fixed installation schematic diagram of the utility model embodiment friction pile;
Fig. 7 be the utility model embodiment friction pile build step schematic diagram;
Fig. 8 is the side friction distribution curve of test pile Z1 and test pile Z2;
Fig. 9 is actual measurement and the calculated curve of the stake top load-sedimentation of test pile Z1 and test pile Z2.
In figure: 1: upper stake; 2: the upper main muscle of stake; 3: force transferring structure section; 4: variable section structure section; 5: the main muscle of lower stake; 6: stirrup; 7: bearing structure section; 8: reinforcing rib 9: outer partition template; 10: internal layer cuts off template; 15: stake holes; 16: upper strata clay; 17: lower floor's clay; 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 utility model embodiment, technical scheme and advantage clearly, below in conjunction with the accompanying drawing in the utility model embodiment, technical scheme in the utility model embodiment is clearly and completely described, obviously, described embodiment is a part of embodiment of the present utility model, instead of whole embodiments.Based on the embodiment in the utility model, 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 the utility model protection.
In the present embodiment, be illustrated for the construction method of certain engineering foundation pile 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, can be calculated pile body geometric parameter according to method for designing of the present utility model is: the stake of upper stake l is long is 17.5m, and the length that lower pile carries structural sections 7 is 24.5m, 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 is 0.9m.
Concrete method for designing is as follows: be primarily characterized in that the proterties according to side resistance and bottom resistance under different engineering geological condition, determine 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 and cushion cap or beam, post is built or beam, post are rigidly 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 1 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 upper stake bottom annular bevel body; u
onfor the external diameter girth of upper stake, u
on=π D
outward, D
outwardfor the external diameter of upper stake; Count the side friction that upper stake bottom annular bevel body bears.
F
understructure pile side friction transfer function τ 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; P
underfor lower stake end resistance, meet:
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, the diameter of lower stake bearing structure is identical therewith.
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 distortion S of friction pile can represent pile 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 distortion S of upper stake 1
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 distortion 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 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=4cm
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 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 utility model, its specific design parameter is:
Upper stake 1 is cast-in-situ steel reinforced concrete thick-wall hollow pile tube, and stake is long is 17.5m, and its external diameter is 1.5m, and internal diameter is 1.0m, wall thickness 25cm; It is the ring-type bevel body of high 50cm bottom upper stake, the bilayer being 1cm with inside and outside thickness cuts off template contacts, and then contact with lower stake, its top enters cushion cap and builds 10cm, and to be built with cushion cap by the main muscle 2 of stake on the toroidal of the long 100cm to external expansion 15 ° and be connected.
Lower stake is variable section structure, 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 0.9m, long 17m, be placed in stake 1 inside, the double template being 1cm by inside and outside thickness with upper stake 1 cuts off, its top to be built with cushion cap by the main muscle 5 of stake under the toroidal of the long 100cm to external expansion 15 ° and is connected, and is connected bottom it by the variable section structure 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 force transferring structure section 3; The diameter that lower pile carries structural sections 7 is 1.5m, and length is 24.5m.
Partition template between upper and lower stake is the double-deck light face bamboo slab rubber of the inner and outer sleeves form of single monolayer thick 1cm.
Traditional structure forms test pile Z1 adopts conventional method to construct, and adopts the main muscle of 16 Φ 25mm and the spiral stirrup of Φ 8200mm, the triangle reinforcing rib of the Φ 25mm that is laid staggeredly at interval of 2m.
As shown in Fig. 1-Fig. 9, a kind of friction pile that the utility model embodiment provides, the partition template that this friction pile comprises stake 1, lower stake and is located between stake 1 and lower stake, be divided into the object of stake 1 and lower stake mainly to give full play to side friction and the end resistance of the stake of foundation pile upper and lower part, upper stake 1 is reinforced concrete pipe pile, and pile tube is the thick-wall hollow stake of concreting, partition template is double template, namely comprises outer partition template 9 and internal layer partition template 10;
The reinforcing cage of upper stake 1 comprises the main muscle 2 of stake, and the top of upper stake 1 is built with cushion cap by the main muscle 2 of upper stake upwards extended and is connected, and the bottom of upper stake 1 reinforcing cage is ring-type bevel body; 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, and the top of lower stake is built with cushion cap by the main muscle 5 of lower stake upwards extended and is connected; Upper stake 1 is sheathed on the outside of force transferring structure section 3, and the bottom of upper stake 1 reinforcing cage coordinates with variable section structure section 4, and is provided with between upper stake 1 and force transferring structure section 3 and outer cuts off template 9 and internal layer cuts off template 10.Wherein, the force transferring structure section 3 of lower stake is arranged in the top (i.e. Fig. 1 A-A cross section with upper part) of variable section structure section 4, be placed in the stake 1 i.e. inside of cast-in-situ steel reinforced concrete thick-wall hollow pile tube, and cutting off that template 9 is sheathed to be connected with upper stake 1 by outer, its top is built be connected by the main muscle 5 of lower stake and cushion cap or beam, post.
Coordinated with variable section structure section 4 by the ring-type bevel body bottom upper stake 1, and be provided with between upper stake 1 and force transferring structure section 3 and outer cut off template 9 and internal layer cuts off template 10.Meet the prerequisite of superstructure requirement at the settling amount at friction pile top under, the pile-soil relative displacement of friction pile upper and lower part can be given full play to, play the long 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 its top, and then reduces the construction costs of friction pile, has saved social resources.
Further, outer partition template 9 is cut off template 10 with internal layer and is provided with the bending part outwards bent, between the ring-type bevel body of bending part bottom upper stake 1 and variable section structure section 4, preferably, the thickness that the present embodiment ectomesoderm cuts off template 9 and internal layer cuts off template 10 is 1cm.
The gradient of upper stake 1 bottom annular bevel body, outerly cut off template 9 and internal layer to cut off the gradient of the bending part of template 10 and variable section structure section 4 consistent, the bottom of namely going up stake 1 reinforcing cage cuts off the bending part that template 9 and internal layer cut off template 10 successively and is connected with skin.
Internal layer cuts off the outside that template 10 is connected to force transferring structure section 3 and variable section structure section 4; Outer partition template 9 is connected to the inside of stake 1, namely goes up stake 1 and is set in lower stake, and upper stake 1 is connected with lower stake by outer partition template 9 and internal layer partition template 10.
Preferably, the outer partition between template 9 and internal layer partition template 10 posts lubricious material, and namely outer partition template 9 and internal layer cut off the contact surface of template 10 is light face, to reduce its frictional resistance.
Being provided with stirrup 6 in upper stake 1 reinforcing cage, and being provided with reinforcing rib 8 in the reinforcing cage of upper stake 1, strengthening the strength character of upper stake 1 reinforcing cage by being provided with reinforcing rib 8.
Be provided with stirrup 6 in force transferring structure section 3 in lower pile cages, and be provided with reinforcing rib 8 in force transferring structure section 3; Stirrup 6 is provided with in variable section structure section 4, the main muscle 5 of lower stake being located at variable section structure section 4 inside outwards bends by predetermined angle, and be also provided with reinforcing rib 8 in variable section structure section 4, variable section structure section 4 is outwards by the steel concrete round platform of predetermined angle expansion from the bottom of power transmission structural sections 3, predetermined angle be 45 ° to external expansion, the bottom of variable section structure section 4 is connected with bearing structure section 7, and the main muscle 5 of lower stake of its inside is by 45 ° of bendings; Being provided with stirrup 6 in bearing structure section 7, improve the strength character of lower pile cages by arranging stirrup 6 and reinforcing rib 8.
(namely the top of upper stake 1 by upwards extending
part on 0.0 baseline) the main muscle 2 of upper stake and lower stake top by upwards extend (namely
part on 0.0 baseline) the main muscle 5 of lower stake be provided with stirrup 6, strengthening by arranging stirrup 6 connection that the main muscle of upper stake 2 and the main muscle of lower stake 5 build with cushion cap, increasing the security performance in foundation pile use procedure.
The main muscle of upper stake 2 that upper stake 1 top upwards extends and the main muscle 5 of lower stake that lower stake top upwards extends are toroidal, and the opening direction of toroidal is outwards, arranges toroidal 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, and the diameter of bearing structure section 7 is identical with the external diameter of upper stake 1, 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.
The utility model additionally provides a kind of construction method of friction pile on the other hand, comprises 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 should be identical; and be evenly arranged in circumference; main muscle should bend to 45° angle by 30 ° laterally at variable section structure position; keep at a certain distance away and lay reinforcing rib (spacing is generally 2 ~ 3m) and stirrup; the reinforcing rib spacing at variable section structure position should be encrypted (generally desirable 0.3 ~ 0.5m); the desirable 6cm of the main tendon protective layer thickness of lower stake; reinforcing cage adopts existing method to carry out colligation, specifically as shown in Figure 4.
Preferably, in the present embodiment, force transferring structure section 3, the reinforcing cage of variable section structure section 4 and bearing structure section 7 all adopts the main muscle of 10 Φ 25, and be evenly arranged in circumference, the main muscle of lower stake 5 should bend by 45 ° laterally at variable section structure section 4 position of high 50cm, force transferring structure section 3 and bearing structure section 7 all interval 2m are laid staggeredly the triangle reinforcing rib 8 of Φ 25, variable section structure section 4 position interval 0.3m arranges cyclic reinforcing rib 8, spiral stirrup diameter is 8mm, spacing is 200mm, the protective layer thickness of the main muscle 5 of lower stake is 6cm, reinforcing cage adopts existing method to carry out colligation.
S2, polylith strip board successively colligation is cut off template 10 to surround internal layer on the reinforcing cage of the force transferring structure section 3 of lower stake, variable section structure section 4; Cutting off template is interior outer double-layer structure form, the size of template is cut off according to the design size determination internal layer of force transferring structure section 3 and variable section structure section 4, cut off template and can adopt the adhesive sheet or bamboo slab rubber that 1 ~ 2cm is thick, 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 that internal layer cuts off template 10 is smeared lubriation material or pastes lubricious material, to reduce the frictional force between ectonexine partition template.
Preferably, in the present embodiment, cut off template and adopt the light face bamboo slab rubber that 1cm is thick, be cut to the band of wide 30cm, high 2m, employing spacing is that Φ 6 reinforcing bar of 1m is fixed on lower pile cages, and between partition template and the main muscle of lower stake 5, arranges the thick mortar pad of 6cm by 2m spacing.
S3, make upper pile cages according to the form of structure of upper stake 1, ring-type bevel body is set in the bottom of upper pile cages, and makes the gradient of ring-type bevel body consistent with the gradient of described variable section structure section 4; Upper pile cages should be evenly arranged in circumference, and keeps at a certain distance away and be provided with reinforcing rib 8 (spacing is generally 2 ~ 3m) and stirrup 6, and the reinforcing rib spacing of ring-type bevel body region should be encrypted (generally desirable 0.3 ~ 0.5m); Upper stake main muscle 2 protective layer thickness is 6 ~ 10cm, and the main muscle in bottom of the main muscle of upper stake 2 should by lateral buckling in 135 ° of angles, and extends to more than A-A cross section 100 ~ 200cm or until stake top, as shown in Figure 5.
Preferably, in the present embodiment, upper pile cages is that the main muscle 2 of upper stake of 12 Φ 25 is evenly arranged in circumference, and interval 2m lays the cyclic reinforcing rib 8 of Φ 25, and the reinforcing rib spacing of ring-type bevel body region is 0.3m; The main muscle 2 of upper stake is arranged on 8cm wall thickness place within outside, and namely protective layer thickness is 8cm, and the main muscle in bottom of the main muscle of upper stake 2 by lateral buckling in 135 ° of angles, and should extend to the above 100cm in A-A cross section, and protect thickness 15cm inside it, spiral stirrup diameter is 8mm.
S4, polylith strip board successively colligation outer is cut off template 9 in the inner side of the reinforcing cage of upper stake 1 to surround; Cut off template and can adopt the adhesive sheet or bamboo slab rubber that 1 ~ 2cm is thick, after being cut to bar, adopt the reinforcing bar of Φ 6 to be fixed on pile cages, and at a certain distance cushion block is set between partition template and upper stake main muscle 2.
Preferably, in the present embodiment, cut off template and adopt the light face bamboo slab rubber that 1cm is thick, be cut to the band of wide 30cm, high 2m, employing spacing is that Φ 6 reinforcing bar of 1m is fixed on pile cages, and between partition template and the main muscle of upper stake 2, arranges the thick mortar pad of 6cm by 2m spacing.
S5, by method for constructing foundation pile friction pile pore-forming is carried out to foundation soil and clear hole operation obtains stake holes 15; In the present embodiment, rotary drill rig is adopted to carry out foundation pile pore-forming, clear hole operation.
S6, be first fixedly placed in the lower pile cages cutting off template 10 with internal layer in step S5 stake holes 15, secondly in the force transferring structure section 3 upper pile cages cutting off template 9 with skin being sheathed on lower pile cages and variable section structure section 4, and make internal layer cut off template 10 to cut off template 9 match with outer, as shown in Figure 6; In the present embodiment, existing reinforcing cage setting method is adopted first to place the lower pile cages of top colligation internal layer partition template 10; Then, the upper pile cages that colligation skin cuts off template 9 is placed; Finally, the reinforcing cage of fixing upper and lower stake, the concrete construction method of reinforcing cage is identical with conventional foundation pile with control criterion.
S7, by foundation pile concreting method, operation is built to friction pile, first the variable section structure section 4 of lower stake and the concrete of bearing structure section 7 is built, next builds the concrete of stake 1 and the concrete of lower stake force transferring structure section 3, finally keeps identical speed to build to the top of upper stake 1, lower pile concrete; For ensureing that uniformity should adopt 2 to 4 diameter 10cm conduits to carry out building of upper stake 1 in casting process.
Wherein, in the step s 7, described foundation pile concreting method is that dry hole is built or underwater casting; Concrete mode of building as shown in Figure 7, the speed that the top of upper stake 1 and lower pile concrete is built simultaneously should be determined according to the catheter gauge little progress row of the sectional dimension of upper and lower stake and delivering concrete, when namely in the end building upper and lower pile concrete simultaneously, should keep identical speedup, and concreting speed should calculate according to upper and lower stake sectional dimension and catheter gauge little progress row and determines.
In the present embodiment, adopt underwater concreting method first to build the coarse aggregate concrete of bearing structure section 7 and variable section structure section 4, and make top of concrete reach 1m on A-A cross section; Then, build the fine concrete of stake 1, make it reach the above 1m of lower pile concrete end face, for ensureing that uniformity selects 3 diameter 10cm conduits to carry out building of upper stake 1 in casting process; Finally, upper and lower pile concrete end face is made to keep identical speedup to build, until foundation pile end face.
Wherein, the construction method of friction pile also comprises step S8, abolishes the concrete residue in upper stake 1 end face and lower stake end face of building in step S7, with definitely construction quality.
Wherein, the construction method of friction pile also comprises step S9, the top top of upper pile 1 being passed through the main muscle of upper the stake 2 and lower stake upwards extended is bent into toroidal by the main muscle 5 of lower stake upwards extended, to build be connected with cushion cap or beam, post, be about to be located at foundation pile top and cushion cap or beam, post build between the main muscle of upper stake 2 and the main muscle 5 of lower stake outwards or be bent inwardly to toroidal, to build be connected with cushion cap or beam, post.In the present embodiment, be located at foundation pile top and cushion cap build the main muscle of upper stake 2 that is connected and the main muscle 5 of lower stake long be 100cm, the main muscle of upper stake 2 of 100cm is become toroidal with the main muscle of lower stake 5 respectively to outer bending 15 °, and builds with cushion cap and be connected.
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 core drilling method, low strain dynamic method and Large strain 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, it is to be noted that should test upper stake 1, lower stake respectively when detecting the pile quality of friction pile, and all can adopt core drilling method, low strain dynamic method and Large strain method, and the pile quality that sound wave transmission method is only applicable to lower stake detects, and only can the concrete quality in force transferring structure section 3 diameter range be detected, 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 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 8, in Fig. 8, X-axis refers to side friction τ (unit is kPa), and Y-axis refers to the length l of friction pile, and (unit is m).L
onthe stake referring to stake 1 is long, when the upper side frictional resistance of Z1 test pile reaches the limit values τ
sutime, the side friction of bottom soil layer plays delayed because pile-soil relative displacement is less, side friction successively decreases with the degree of depth, the side friction τ of foundation pile end
rless; And Z2 test pile carries jointly due to pile body upper and lower part, the 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 side friction that simultaneously reaches capacity, improve the 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 9, X-axis in Fig. 9 refers to stake top load (unit is kN), Y-axis refers to pile head settlement amount (unit is mm), the stake top load-settlement calculation curve 20 of test pile Z2 is respectively in Fig. 9, 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.
The specific works process of a kind of friction pile of the present utility model and construction method thereof, namely the job step of the construction method of friction pile is: according to form of structure and the lower pile cages of design calculation result making of force transferring structure section 3, variable section structure section 4 and bearing structure section 7, comprise the main muscle 5 of lower stake, stirrup 6 and reinforcing rib 8; Design size according to force transferring structure section 3 and variable section structure section 4 is determined and makes the size of internal layer partition template 10; According to form of structure and the upper pile cages of design calculation result making of upper stake 1 pile tube, comprise the main muscle 2 of stake, stirrup 6 and reinforcing rib 8; Determine according to the design size of upper stake internal diameter and make the outer size cutting off template 9; By method for constructing foundation pile friction pile pore-forming is carried out to foundation soil and clear hole operation obtains stake holes 15; Step laid by friction pile, first places the lower pile cages installed and cut off template 10 with internal layer, secondly places the upper pile cages installed and cut off template 9 with skin, finally installs fixing lower pile cages and upper pile cages simultaneously; Step built by friction pile, and first build the bearing structure section 7 of lower stake and the concrete of variable section structure section 4, next builds the concrete of stake 1, finally builds the concrete of stake 1 and lower stake simultaneously and keeps identical speedup to carry out; Abolish the concrete residue at stake stake top concrete residue and force transferring structure section 7 top of to build at first; Process is positioned at the main muscle of upper stake 2 and the main muscle 5 of lower stake at friction pile top, by the main muscle of upper stake 2 and the main muscle 5 of lower stake outwards or be bent inwardly to toroidal, is connected to build with cushion cap.
In above-described embodiment, the main muscle of upper stake 2 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 utility model provides a kind of friction pile, and this friction pile comprises upper piles and lower piles and is located at the partition template between upper piles and lower piles, and the bottom of upper pile cages is ring-type bevel body; Lower stake comprises the force transferring structure section, variable section structure section and the bearing structure section that connect successively from top to bottom; Upper pile protection is located at the outside of force transferring structure section, and the bottom of upper pile cages coordinates with variable section structure section, and upper stake and force transferring structure is intersegmental is provided with partition template.The split-type design of this upper and lower stake makes when the settling amount at stake top meets the demands, the pile-soil relative displacement of friction pile upper and lower part can be given full play to, play the long 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, by force transferring structure section, 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, save social resources.
Last it is noted that above embodiment is only in order to illustrate the technical solution of the utility model, be not intended to limit; Although be described in detail the utility model with reference to previous embodiment, 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 each embodiment technical scheme of the utility model.
Claims (8)
1. a friction pile, it is characterized in that: the partition template comprising stake (1), lower stake and be located between stake (1) and lower stake, the pile tube that upper pile (1) is reinforcing cage concrete structure, described partition template comprises outer partition template (9) and internal layer cuts off template (10);
The reinforcing cage of upper pile (1) comprises the main muscle of stake (2), the main muscle of upper stake (2) that the top of upper pile (1) is passed through upwards to extend is with cushion cap or beam, post is built and is connected, and is ring-type bevel body bottom upper pile (1); 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, and the top of lower pile is built be connected by the main muscle of lower stake (5) that upwards extends and described cushion cap or beam, post; Upper pile (1) is sheathed on the outside of described force transferring structure section (3), the bottom of upper pile (1) reinforcing cage coordinates with described variable section structure section (4), and is provided with between upper pile (1) and described force transferring structure section (3) and described variable section structure section (4) and outerly cuts off template (9) and internal layer cuts off template (10).
2. friction pile according to claim 1, it is characterized in that: described skin partition template (9) and internal layer cut off template (10) and be provided with the bending part outwards bent, described bending part is between the ring-type bevel body and variable section structure section (4) of upper pile (1) bottom.
3. friction pile according to claim 2, is characterized in that: upper pile (1) bottom annular bevel body, that described skin cuts off template (9) is consistent with the gradient that internal layer cuts off the bending part of template (10) and described variable section structure section (4).
4. friction pile according to claim 3, is characterized in that: described internal layer cuts off the outside that template (10) is set around described force transferring structure section (3) and variable section structure section (4); Described skin cuts off the inner side that template (9) is set around upper pile (1).
5. friction pile according to claim 4, is characterized in that: scribble lubriation material or post lubricious material between described skin partition template (9) and internal layer partition template (10).
6. friction pile according to claim 1, is characterized in that: be provided with stirrup (6) and reinforcing rib (8) in the reinforcing cage of upper pile (1); Stirrup (6) and reinforcing rib (8) is provided with in the reinforcing cage of lower pile.
7. friction pile according to claim 1, is characterized in that: the main muscle of lower stake (5) that the top of the main muscle of upper stake (2) that the top of upper pile (1) upwards extends and lower stake upwards extends is provided with stirrup (6).
8. friction pile according to claim 1, is characterized in that: the main muscle of upper stake (2) that upper pile (1) 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 (1).
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