CN116733042A - Structure for pulling resistance by utilizing soil layer dead weight and design construction method - Google Patents
Structure for pulling resistance by utilizing soil layer dead weight and design construction method Download PDFInfo
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- CN116733042A CN116733042A CN202311026924.4A CN202311026924A CN116733042A CN 116733042 A CN116733042 A CN 116733042A CN 202311026924 A CN202311026924 A CN 202311026924A CN 116733042 A CN116733042 A CN 116733042A
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- uplift
- dead weight
- pulling
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- 239000002689 soil Substances 0.000 title claims abstract description 121
- 238000010276 construction Methods 0.000 title claims abstract description 23
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 27
- 229910000831 Steel Inorganic materials 0.000 claims description 61
- 230000002787 reinforcement Effects 0.000 claims description 61
- 239000010959 steel Substances 0.000 claims description 61
- 238000005553 drilling Methods 0.000 claims description 30
- 238000000034 method Methods 0.000 claims description 21
- 230000008569 process Effects 0.000 claims description 13
- 230000009471 action Effects 0.000 claims description 12
- 239000013049 sediment Substances 0.000 claims description 6
- 239000011435 rock Substances 0.000 claims description 5
- 238000005253 cladding Methods 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 238000011065 in-situ storage Methods 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 230000001502 supplementing effect Effects 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 2
- 239000003673 groundwater Substances 0.000 abstract description 10
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
- 229910052602 gypsum Inorganic materials 0.000 description 3
- 239000010440 gypsum Substances 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000000750 progressive effect Effects 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
- E04C5/0627—Three-dimensional reinforcements composed of a prefabricated reinforcing mat combined with reinforcing elements protruding out of the plane of the mat
- E04C5/0631—Reinforcing mats combined with separate prefabricated reinforcement cages or girders
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Abstract
The invention provides a structure for resisting pulling by utilizing soil layer dead weight and a design construction method, comprising the following steps: a basement structure; a raft connected to the bottom of the basement structure; a plurality of uplift piles and a plurality of expanded bottom ends. According to the invention, the soil layer dead weight is utilized to meet the anti-floating requirement under the condition of poor foundation original condition and high underground water level, so that an anti-pulling system under the soil layer dead weight is formed. The invention is suitable for the basement structural pile foundation with poor foundation original condition, small pile side soil layer thickness and high groundwater level, and can provide effective side friction resistance.
Description
Technical Field
The invention belongs to the field of building construction, and relates to a structure for resisting pulling by utilizing dead weight of a soil layer and a design construction method.
Background
Some foundations with basement structures have poor original conditions, the ground water level is close to an outdoor terrace, the geological environment of the field is damaged, the property change difference of foundation soil layers is large, the thickness of pile side soil layers capable of providing effective friction is small, the thickness of soil layers incapable of providing effective friction is large, soil layers like gypsum rock and the like incapable of providing effective friction have strong corrosivity, joints and cracks are relatively developed, the water of bedrock cracks is relatively large, gypsum is dissolved in the ground water under the action of the ground water, and S0 is enriched 4 2- When the groundwater contacts the concrete structure, the concrete structure will be subject to crystallization-like corrosion.
Disclosure of Invention
The invention aims to provide a structure for resisting pulling by utilizing the dead weight of a soil layer and a design construction method.
In order to solve the above problems, the present invention provides a structure for pulling resistance by using soil layer dead weight, comprising:
a basement structure;
a raft connected to the bottom of the basement structure;
a plurality of anti-plucking piles, each anti-plucking pile comprising: an upper section capable of providing effective friction and a lower section incapable of providing effective friction which are connected up and down into a whole, wherein the top end of the upper section is connected with a raft, the top end of the lower section is connected with the bottom end of the upper section, the upper section is buried in a first soil layer in a pile foundation area capable of providing effective friction, the lower section incapable of providing effective friction is buried in a second soil layer in a pile base area incapable of providing effective friction, the first soil layer in the pile foundation area capable of providing effective friction is positioned at the lower part of the raft, and the second soil layer in the pile base area incapable of providing effective friction is positioned at the lower part of the first soil layer in the pile foundation area capable of providing effective friction;
a plurality of bottom ends that expand, one expand the bottom and be connected with the bottom of a lower part section, expand the bottom and bury in the stake base region in the second soil layer that can not provide effective friction.
Further, in the structure for pulling resistance by using the dead weight of the soil layer, the diameter of the expanded bottom end is larger than or equal to the center distance d of two adjacent pulling resistance piles.
Further, in the structure for pulling resistance by using the dead weight of the soil layer, the adjacent bottom expanding ends are connected through the bordering part.
Further, in the above structure for pulling resistance by using the dead weight of the soil layer, each pulling resistance pile comprises: the pile concrete comprises a first reinforcement cage and pile concrete, wherein the first reinforcement cage is in full length, and the pile concrete is coated on the first reinforcement cage.
Further, in the structure for pulling resistance by using the dead weight of the soil layer, the structure further comprises: and each slope releasing part is respectively connected with one expanding end and one lower section.
Further, in the above structure for pulling resistance by using the dead weight of the soil layer, the bottom expanding end includes: the second reinforcement cage and cladding in the second concrete on the second reinforcement cage.
Further, in the above structure for performing pull-out resistance by using soil layer dead weight, the second reinforcement cage includes:
a plurality of first longitudinal ribs longitudinally enclosing a cylinder shape, each first longitudinal rib extending upward through the first reinforcement cage and being anchored in the raft;
the third stirrups, the limit stirrups, the first stirrups and the second stirrups are sequentially and transversely connected to the inner sides of the first longitudinal ribs from top to bottom;
the radial steel bars are connected with one direction limiting hinge at the top end, one direction limiting hinge is connected with the tail end of each first longitudinal bar, the direction limiting hinge is connected with one end of each radial steel bar, and the direction limiting hinge is used for limiting the moving direction of the radial steel bar, so that the radial steel bar only rotates radially;
a first ferrule is welded on the inner side of the first longitudinal bar at the elevation flush position of the first stirrup above the limited direction hinge, and the space in the first ferrule is used for the second longitudinal bar to pass freely;
the second longitudinal ribs longitudinally encircle to form a cylinder, the top of each second longitudinal rib is welded with a second ferrule, the outer side of the bottom of each second longitudinal rib is connected with a bottom stirrup, when each second longitudinal rib moves up and down in the first ferrule, the second ferrule and the bottom stirrup move together with the second longitudinal ribs, the second ferrule is always positioned above the first ferrule in the whole moving process, and the elevation of the highest position of the longitudinal rib is the elevation of the upper-limit stirrup;
a limiting clamping groove is welded on the limiting stirrup and used for limiting the upward movement of the second ferrule;
fixed directional hinges are respectively arranged at the bottom of the second longitudinal bar and below the first ferrule of the first longitudinal bar;
one end of the first movable steel bar is connected with the fixed directional hinge at the bottom of the second longitudinal bar, and the other end of the second movable steel bar is connected with the fixed directional hinge below the first ferrule; the other end of the first movable steel bar is connected with the other end of the second movable steel bar through a connecting hinge.
Further, in the structure for resisting pulling by utilizing the dead weight of the soil layer, the other end of the radial reinforcing steel bar extends out of the tail end of the unfolded movable reinforcing steel bar.
The invention also provides a design method of the structure for resisting pulling by utilizing the dead weight of the soil layer, which comprises the following steps:
step 11, inquiring the highest water level position and the maximum water buoyancy of the basement structure through the geological survey data, obtaining the uplift force of the uplift pile under the basement structure standard combination according to the highest water level position and the maximum water buoyancy of the basement structure through the structural design software modeling, namely；
Step 12, referring to the type and thickness of soil layers in the geological survey, assuming the pile diameter of the uplift pile, the pile length of the uplift pile and the diameter of the bottom end of the bottom expansion, selecting a second soil layer in the pile base region which cannot provide effective friction as a bearing layer of the pile end of the uplift pile, and trial calculating the uplift pile side resistance of a single uplift pile；
Step 13, according to the assumed pile diameter of the uplift pile, pile length of the uplift pile and diameter of the bottom end, the dead weight of the single uplift pile is calculated in a trial mode；
Step 14, arranging anti-pulling piles at intervals equal to the diameter of the bottom expanding end, and calculating single anti-pulling piles according to the anti-pulling pilesSoil body dead weight on pileThe concrete of the expanded bottom ends of adjacent uplift piles are tangent or intersected to form a bordering part so as to increase the contact area with the upper soil body, and the number of the uplift piles is calculated according to the arrangement>；
Step 15, checking calculationIf not, returning to the step 12, if so, ending the design of the pulling-resistant bearing capacity under the non-integral damage, and continuing to the step 16;
step 16, checking and calculating the pulling-resistant bearing capacity of the integrally damaged lower foundation pile, if not, returning to the step 12, if so, ending the pulling-resistant bearing capacity design under the integrally damaged lower foundation pile, and continuing to the step 17;
step 17, according to the pulling forceAnd calculating an axial tension design value to perform reinforcement calculation of the first reinforcement cage of the uplift pile 3.
According to another aspect of the present invention, there is also provided a construction method of the above structure for pulling resistance by using a soil layer dead weight, the method comprising:
step 21, aligning the center of the hole of the roadbed with the pile position center of the anti-pulling pile, placing a steel sleeve drill to drive drilling, straightening the steel sleeve before entering the field, and controlling the verticality of the steel sleeve in the construction process to meet the standard requirement;
step 22, after the steel sleeve is put in place, carrying out soil digging and rock embedding operation by using a rotary drilling machine, wherein the rotary drilling machine drives the two processes of steel sleeve drilling and rotary drilling machine soil taking and drilling to be alternately carried out until drilling is completed until the depth of a designed hole meets the design requirement, and drilling work is completed, and drilling residue soil and carrying out on a construction site;
and step 23, after entering a stratum meeting the design requirement, performing bottom expanding operation according to the design through the expanding head. The bottom expanding drilling adopts low-speed rotation parameters, and after the bottom expanding is completed, the drill bit rotates in situ to retract the expansion wings and then lifts the drill bit;
step 24, hanging a first steel reinforcement cage and a second steel reinforcement cage which are connected into a whole in a hole of a steel sleeve, and after the bottom steel reinforcement of the second steel reinforcement cage reaches the bottom of the hole, sliding the second longitudinal reinforcement, the second ferrule and the bottom stirrup upwards by utilizing gravity until the second ferrule enters a limiting clamping groove, wherein in the process, under the action of a fixed directional hinge and a connecting hinge, the movable steel reinforcement is changed into an unfolding state from vertical; under the action of the limiting hinges, the radial reinforcing steel bars are changed into an unfolding state from vertical;
step 25, lifting and placing a first reinforcement cage and a second reinforcement cage which are connected into a whole, then pouring a concrete guide pipe downwards, lifting a steel sleeve, forming negative pressure in a guide pipe mixer by reverse circulation of gas lift to clean sediment at the bottom of a hole, continuously supplementing slurry into the hole, keeping the water level balance pressure in the hole, and avoiding collapse of the hole wall;
step 26, immediately pouring concrete after cleaning the sediment at the bottom of the hole, and sequentially forming a lower section and an upper section of the pile which can expand the bottom, the slope and the uplift;
and step 27, the equipment shifts the pile position of the next anti-pulling pile for construction.
Compared with the prior art, the invention has the following advantages:
1. when the high water level water buoyancy acts on the structure, the soil layer dead weight, the structure dead weight, the uplift pile dead weight and the uplift pile side resistance are utilized to form a novel anti-floating stress system under the combined action, so that the conditions of floating, uplift and concrete beam, plate and column components of the structure are avoided, and the overall safety of the structure is ensured.
2. According to the invention, a brand-new stress system is constructed by comprehensively utilizing a soil layer capable of providing effective friction and a soil layer incapable of providing effective friction, a structure and a construction method for carrying out pulling resistance by utilizing the dead weight of the soil layer are provided, and the problem of insufficient pulling resistance caused by limited thickness of the soil layer with effective friction on the pile side is solved.
3. The structure system of the invention can present more stable stress performance, the pile can not reach the ultimate bearing capacity rapidly under the action of water floatation, the structure can be safer, and in addition, the invention has obvious economic advantages compared with other types of pile foundations such as steel piles and the like.
4. In order to facilitate construction, the invention provides a brand new reinforcement cage structure at the tail end of the club-footed pile, so that the club-footed pile head has higher strength.
Drawings
FIG. 1 is a schematic view of a structure for pulling resistance by using soil layer dead weight according to an embodiment of the present invention;
FIG. 2 is a cross-sectional view of a structure for pulling resistance by using the dead weight of soil layer according to an embodiment of the present invention;
FIG. 3 is a schematic view of a first condition of the bottom reinforcement of a pedestal pile according to one embodiment of the present invention;
fig. 4 is a schematic view of a second condition of the bottom reinforcement bar of a pedestal pile according to an embodiment of the present invention.
Detailed Description
In order that the above-recited objects, features and advantages of the present invention will become more readily apparent, a more particular description of the invention will be rendered by reference to the appended drawings and appended detailed description.
As shown in fig. 1 and 2, the present invention provides a structure for pulling resistance by using the dead weight of soil layer, comprising:
a basement structure 1;
a raft 2 connected to the bottom of the basement structure 1;
a plurality of uplift piles 3, each uplift pile 3 comprising: an upper section 4 capable of providing effective friction and a lower section 5 incapable of providing effective friction which are integrally connected up and down, wherein the top end of the upper section 4 is connected with the raft 2, the top end of the lower section 5 is connected with the bottom end of the upper section 4, the upper section 4 is buried in a first soil layer 8 in a pile foundation area capable of providing effective friction, the lower section 5 incapable of providing effective friction is buried in a second soil layer 7 in a pile foundation area incapable of providing effective friction, the first soil layer 8 in the pile foundation area capable of providing effective friction is positioned at the lower part of the raft 2, and the second soil layer 7 in the pile foundation area capable of providing effective friction is positioned at the lower part of the first soil layer 8 in the pile foundation area capable of providing effective friction;
a plurality of enlarged bottom ends 6, one enlarged bottom end 6 being connected to the bottom end of one lower section 5, said enlarged bottom ends 6 being buried in a second soil layer 7 in a pile foundation area which is not capable of providing effective friction.
Here, the lower soil layer 9 outside the basement structure 1 and the upper soil layer 10 outside the basement structure 1 are shown in fig. 1.
Around the first soil layer 8 in the pile foundation area which can provide effective friction is an outer soil layer 14 of the pile foundation area which cannot provide effective friction, i.e. a soil body which is not around the upper section of the uplift pile 3; around the second soil layer 7 in the pile foundation area which does not provide effective friction is the soil layer 13 outside the pile foundation area which does not provide effective friction, i.e. not around the lower section of the anti-pull pile 3.
The foundation of the basement structure 1 is a piled raft foundation, comprising raft boards 2 and uplift piles 3. The uplift pile 3 comprises an upper section 4 which can provide effective friction, a lower section 5 which cannot provide effective friction, a bottom-expanding end slope-releasing part 16 and a bottom-expanding end 6 of the uplift pile. The uplift pile 3 passes through a first soil layer 8 in a pile foundation area capable of providing effective friction and a second soil layer 7 in a pile foundation area incapable of providing effective friction from top to bottom. The bottom end of the uplift pile 3 is a bottom expanding end 6, the bottom expanding end 6 and the uplift pile 3 are in transition through a slope releasing part 16, and the bottom expanding end 6 is positioned in a second soil layer 7 in a pile base region which cannot provide effective friction. As shown in fig. 2, the diameter of the expanded bottom end is equal to or greater than the center distance d of two adjacent anti-pulling piles 3 so as to provide larger anti-pulling force.
According to the invention, the soil layer dead weight is utilized to meet the anti-floating requirement under the condition of poor foundation original condition and high underground water level, so that an anti-pulling system under the soil layer dead weight is formed. The invention is suitable for the basement structural pile foundation with poor foundation original condition, small pile side soil layer thickness and high groundwater level, and can provide effective side friction resistance.
The technical solution idea of the structure for resisting pulling by utilizing the dead weight of the soil layer provided by the invention is as follows:
when water buoyancy acts on the structure, the soil layer self weight is utilizedThe dead weight G and the dead weight of the anti-pulling pile>And uplift pile side resistance->The following formulas are combined to form a novel anti-floating stress system, so that the conditions of floating and uplift of the structure, local cracking of concrete beams, plates and column members and the like are avoided, and the overall safety of the structure is ensured.
，
In the method, in the process of the invention,the uplift force of the uplift pile is calculated according to a load effect standard combination, wherein Nk is the water buoyancy force upwards with adverse effects minus the downward beneficial effects under the standard combination, and the beneficial effects comprise structural constant load, live load and structural dead weight G;
the standard value of the resistance-to-plucking limit bearing capacity of the uplift pile is the resistance-to-plucking pile side resistance;
is the dead weight of the anti-pulling pile;
is the dead weight of soil body.
The invention discloses a construction method and a construction method for resisting pulling by utilizing soil dead weight of piles, which aims to solve the problem of insufficient pulling of common pulling-resisting piles.
The working principle of the structural method for carrying out pulling resistance by utilizing the soil layer dead weight provided by the invention is as follows:
when the buoyancy generated by the groundwater level (the groundwater level is at most near 0.000 elevation in fig. 1) is larger than the dead weight of the basement structure 1, the basement structure 1 and the uplift pile 3 have a tendency to move upwards, and at this time, the first soil layer 8 in the pile foundation area on the side of the uplift pile 3, which can provide effective friction, provides downward side resistance;
when the buoyancy generated by the groundwater level continuously increases, the first soil layer 8 in the pile foundation area capable of providing effective friction provides insufficient downward side resistance to balance, the uplift pile 3 drives the basement structure 1 to have upward movement trend, the bottom expanding end 6 of the lower part of the uplift pile 3 in the second soil layer 7 in the pile base area incapable of providing effective friction, such as gypsum rock, starts to act, the bottom expanding end 6 drives the second soil layer 7 in the pile base area incapable of providing effective friction to have upward movement trend, and the dead weight of the second soil layer 7 in the pile foundation area incapable of providing effective friction counteracts the bottom expanding end 6 to provide downward force;
when the buoyancy generated by the groundwater level continues to increase, the second soil layer 7 in the pile base region which cannot provide effective friction is insufficient to balance by the downward dead weight, the second soil layer 7 in the pile base region which cannot provide effective friction is driven by the expanded bottom end 6 to have the upward movement trend, the second soil layer 7 in the pile base region which cannot provide effective friction extrudes the first soil layer 8 in the pile base region which can provide effective friction, and the dead weight of the first soil layer 8 in the pile base region which can provide effective friction is counteracted by the downward force provided by the second soil layer 7 in the pile base region which cannot provide effective friction so as to achieve stress balance.
As shown in fig. 1, in an embodiment of the structure for pulling resistance by using the dead weight of soil layers, adjacent bottom-expanding ends 6 are connected by a bordering portion 11.
Here, the bottom-enlarged ends of adjacent uplift piles are brought into contact with each other to form an intersection, and the bottom-enlarged end-bordering portion 11 is formed. The abutment 11 may be made of concrete.
In an embodiment of the structure for performing pull-out resistance by utilizing the dead weight of a soil layer, each pull-out resistance pile 3 comprises: the pile concrete comprises a first reinforcement cage 12 and pile concrete, wherein the first reinforcement cage 12 is of a through length, and the pile concrete is coated on the first reinforcement cage 12.
The first reinforcement cage 12 is here arranged in the uplift pile 3 in a generally long manner.
In an embodiment of the structure for performing pull-out resistance by utilizing the dead weight of the soil layer, the invention further comprises: the sloping portions 16, each sloping portion 16 being connected to one of the expanded bottom ends 6 and one of the lower sections 5, respectively.
In an embodiment of the structure for resisting pulling by utilizing the dead weight of the soil layer, the bottom expanding end 6 comprises: the second reinforcement cage and cladding in the second concrete on the second reinforcement cage.
In an embodiment of the structure for resisting pulling by utilizing dead weight of soil layer, the second reinforcement cage includes:
a plurality of first longitudinal ribs 21 longitudinally enclosing a cylindrical shape, each first longitudinal rib 21 extending upward through the first reinforcement cage 12 and being anchored in the raft 2;
the third stirrup 29, the limit stirrup 17, the first stirrup 18 and the second stirrup 19 are transversely connected to the inner side of each first longitudinal stirrup 21 from top to bottom in sequence;
the radial steel bars 23 and the plurality of limiting hinges 27 are arranged, the top end of each radial steel bar 23 is connected with one limiting hinge 27, the tail end of each first longitudinal steel bar 21 is connected with one limiting hinge 27, the limiting hinge 27 is connected with one end of each radial steel bar 23, and the limiting hinge 27 is used for limiting the moving direction of the radial steel bar 23 so that the radial steel bar 23 only radially rotates;
a first ferrule 25 is welded on the inner side of the first longitudinal bar 21 at the level of the first stirrup 18 above the limiting hinge 27, and the space in the first ferrule 25 is used for the second longitudinal bar 22 to pass freely;
the second longitudinal ribs 22 longitudinally encircle to form a cylinder, the top of each second longitudinal rib 22 is welded with a second ferrule 26, the outer side of the bottom of each second longitudinal rib 22 is connected with a bottom stirrup 20, when each second longitudinal rib 22 moves up and down in the first ferrule 25, the second ferrule 26 and the bottom stirrup 20 move together with the second longitudinal ribs 22, the second ferrule 26 is always positioned above the first ferrule 25 in the whole moving process, and the elevation of the highest position of the second longitudinal ribs 22 is the elevation position of the limiting stirrup 17;
a limiting clamping groove 24 is welded on the limiting stirrup 17 and used for limiting the upward movement of the second ferrule 26;
a fixed orientation hinge 31 is respectively arranged at the bottom of the second longitudinal rib 22 and below the first ferrule 25 of the first longitudinal rib 21;
two movable steel bars 28, one end of the first movable steel bar 28 is connected with a fixed directional hinge 31 at the bottom of the second longitudinal bar 22, and the other end of the second movable steel bar 28 is connected with the fixed directional hinge 31 below the first ferrule 25; the other end of the first movable bar 28 and the other end of the second movable bar 28 are connected by a connecting hinge 30.
Here, the spacing stirrup 17, the first stirrup 18, the second stirrup 19, the bottom stirrup 20, the first longitudinal bar 21, the second longitudinal bar 22, the radial bar 23, the spacing clip groove 24, the first ferrule 25, the second ferrule 26, the directional hinge 27, the movable bar 28, the third stirrup 29, the connecting hinge 30 and the fixed directional hinge 31.
In an embodiment of the structure of the present invention for resisting pulling by using the dead weight of the soil layer, the other end of the radial steel bar 23 extends beyond the tail end of the expanded movable steel bar 28.
In this case, collisions between radial reinforcement 23 of one second reinforcement cage and the movable reinforcement 28 of an adjacent second reinforcement cage are avoided when they are deployed.
The invention also provides a concrete design method of the structure for resisting pulling by utilizing the dead weight of the soil layer, which comprises the following steps:
step 11, inquiring the highest water level position and the maximum water buoyancy of the basement structure 1 through the geological survey data, and modeling according to the highest water level position and the maximum water buoyancy of the basement structure 1 and through structural design software to obtain the uplift force of the uplift pile under the basement structure standard combination, namely。
Step 12, referring to the type and thickness of soil layers in the geological survey, assuming the pile diameter of the uplift pile, the pile length of the uplift pile and the diameter d of the bottom end of the expanded pile, selecting a second soil layer 7 in the pile base region which cannot provide effective friction as a bearing layer of the pile end of the uplift pile, and trial calculating the uplift pile side resistance of the single uplift pile；
Step 13, according to the assumed pile diameter of the uplift pile, pile length of the uplift pile and diameter d of the bottom end of the enlarged pile, the dead weight of the single uplift pile is calculated in a trial mode。
Step 14, arranging uplift piles at intervals of the diameter d of the bottom expanding end, and calculating the dead weight of soil on each uplift pile according to the uplift pilesThe concrete of the expanded bottom ends of adjacent uplift piles are tangent or intersected to form a bordering part 11 so as to increase the contact area with the upper soil body, and the number of the uplift piles is calculated according to the arrangement>；
Step 15, checking calculationIf not, returning to the step 12, if so, ending the design of the pulling-resistant bearing capacity under the non-integral damage, and continuing to the step 16;
step 16, checking and calculating the pulling-resistant bearing capacity of the integrally damaged lower foundation pile, if not, returning to the step 12, if so, ending the pulling-resistant bearing capacity design under the integrally damaged lower foundation pile, and continuing to the step 17;
step 17, according to the pulling forceAnd calculating an axial tension design value to perform reinforcement calculation of the first reinforcement cage of the uplift pile 3, and meeting the related requirements of national specifications on reinforcement.
The invention relates to a structure for resisting pulling by utilizing soil layer dead weight, which aims to realize the pulling-resisting requirement of a basement structure with poor foundation original condition under the action of water floatation, and provides a structure construction method for resisting pulling by utilizing soil layer dead weight, mainly comprising the following implementation steps:
step 21, aligning the center of the roadbed hole with the pile position center of the uplift pile 3, placing a steel sleeve drill to drive drilling, straightening the steel sleeve before entering the field, and controlling the verticality of the steel sleeve in the construction process to meet the standard requirement;
step 22, after the steel sleeve is put in place, carrying out soil digging and rock embedding operation by using a rotary drilling machine, wherein the rotary drilling machine drives the two processes of steel sleeve drilling and rotary drilling machine soil taking and drilling to be alternately carried out until drilling is completed until the depth of a designed hole meets the design requirement, and drilling work is completed, and drilling residue soil and carrying out on a construction site;
and step 23, after entering a stratum meeting the design requirement, performing bottom expanding operation according to the design through the expanding head. The bottom expanding drilling adopts low-speed rotation parameters, and after the bottom expanding is completed, the drill bit rotates in situ to retract the expansion wings and then lifts the drill bit;
step 24, hanging the first reinforcement cage 12 and the second reinforcement cage which are connected into a whole in the hole of the steel sleeve, and after the bottom stirrup 20 of the second reinforcement cage is reached to the bottom of the hole as shown in fig. 3, sliding the second longitudinal bars 22, the second ferrule 26 and the bottom stirrup 20 upwards by utilizing gravity until the second ferrule 26 enters the limit clamping groove 24, wherein in the process, under the action of the fixed directional hinge 31 and the connecting hinge 30, the movable reinforcement 28 is changed into an unfolding state from vertical; under the action of the limiting hinges 27, the radial reinforcement bars 23 are changed from vertical to an unfolding state as shown in fig. 4, and at the moment, the first reinforcement cage 12 and the second reinforcement cage which are connected into a whole are hoisted and placed;
step 25, lifting and placing the first reinforcement cage 12 and the second reinforcement cage which are connected into a whole, then pouring a concrete guide pipe downwards, lifting the steel sleeve, forming negative pressure in a guide pipe mixer by reverse circulation of gas lift to clean sediment at the bottom of a hole, continuously supplementing slurry into the hole, keeping the water level balance pressure in the hole, and avoiding collapse of the hole wall;
and step 26, immediately pouring concrete after the sediment at the bottom of the hole is cleaned, and sequentially forming a bottom end 6, a slope releasing part 16, a lower section 5 and an upper section 4 of the uplift pile 3.
And step 27, the equipment shifts the pile position of the next uplift pile 3 for construction.
The invention has the following advantages:
1. when the high water level water buoyancy acts on the structure, the soil layer dead weight, the structure dead weight, the uplift pile dead weight and the uplift pile side resistance are utilized to form a novel anti-floating stress system under the combined action, so that the conditions of floating, uplift and concrete beam, plate and column components of the structure are avoided, and the overall safety of the structure is ensured.
2. According to the invention, a brand-new stress system is constructed by comprehensively utilizing a soil layer capable of providing effective friction and a soil layer incapable of providing effective friction, a structure and a construction method for carrying out pulling resistance by utilizing the dead weight of the soil layer are provided, and the problem of insufficient pulling resistance caused by limited thickness of the soil layer with effective friction on the pile side is solved.
3. The structure system of the invention can present more stable stress performance, the pile can not reach the ultimate bearing capacity rapidly under the action of water floatation, the structure can be safer, and in addition, the invention has obvious economic advantages compared with other types of pile foundations such as steel piles and the like.
4. In order to facilitate construction, the invention provides a brand new reinforcement cage structure at the tail end of the club-footed pile, so that the club-footed pile head has higher strength.
In the present specification, each embodiment is described in a progressive manner, and each embodiment is mainly described in a different point from other embodiments, and identical and similar parts between the embodiments are all enough to refer to each other.
It will be apparent to those skilled in the art that various modifications and variations can be made to the present invention without departing from the spirit or scope of the invention. Thus, it is intended that the present invention also include such modifications and alterations insofar as they come within the scope of the appended claims or the equivalents thereof.
Claims (10)
1. Utilize soil layer dead weight to carry out structure that resistance to plucks, characterized by comprising:
-a basement structure (1);
a raft (2) connected to the bottom of the basement structure (1);
a plurality of uplift piles (3), each uplift pile (3) comprising: an upper section (4) capable of providing effective friction and a lower section (5) incapable of providing effective friction are integrally connected up and down, wherein the top end of the upper section (4) is connected with a raft (2), the top end of the lower section (5) is connected with the bottom end of the upper section (4), the upper section (4) is buried in a first soil layer (8) in a pile foundation area capable of providing effective friction, the lower section (5) incapable of providing effective friction is buried in a second soil layer (7) in a pile foundation area incapable of providing effective friction, the first soil layer (8) in the pile foundation area capable of providing effective friction is positioned at the lower part of the raft (2), and the second soil layer (7) in the pile foundation area incapable of providing effective friction is positioned at the lower part of the first soil layer (8) in the pile foundation area capable of providing effective friction;
a plurality of expanded bottom ends (6), one expanded bottom end (6) is connected with the bottom end of one lower section (5), the expanded bottom end (6) is buried in a second soil layer (7) in the pile base region which can not provide effective friction.
2. The structure for pulling resistance by utilizing the dead weight of soil layers according to claim 1, wherein the diameter of the expanded bottom end is larger than or equal to the center distance of two adjacent pulling resistance piles (3).
3. The structure for pulling resistance by using soil layer dead weight according to claim 1, wherein adjacent bottom-expanding ends (6) are connected by a bordering part (11).
4. The structure for uplift resistance by soil layer dead weight according to claim 1, characterized by each uplift pile (3) comprising: the pile concrete comprises a first reinforcement cage (12) with a through length and pile concrete coated on the first reinforcement cage (12).
5. The structure for resistance to plucking by soil layer dead weight as claimed in claim 1, further comprising: and the sloping parts (16), wherein each sloping part (16) is respectively connected with one bottom expanding end (6) and one lower section (5).
6. The structure for resistance to plucking by means of soil layer dead weight according to claim 1, characterized in that said bottom-expanding end (6) comprises: the second reinforcement cage and cladding in the second concrete on the second reinforcement cage.
7. The structure for resistance to plucking by soil layer dead weight as claimed in claim 6, wherein the second reinforcement cage comprises:
a plurality of first longitudinal ribs (21) longitudinally encircling to form a cylinder, wherein each first longitudinal rib (21) extends upwards to pass through the first reinforcement cage (12) and is anchored in the raft (2);
the third stirrup (29), the limit stirrup (17), the first stirrup (18) and the second stirrup (19) are sequentially and transversely connected to the inner sides of the first longitudinal ribs (21) from top to bottom;
the radial steel bars (23) and the plurality of limiting hinges (27), wherein the top end of each radial steel bar (23) is connected with one limiting hinge (27), the tail end of each first longitudinal steel bar (21) is connected with one limiting hinge (27), the limiting hinge (27) is connected with one end of each radial steel bar (23), and the limiting hinge (27) is used for limiting the moving direction of each radial steel bar (23) so that the radial steel bars (23) only rotate radially;
a first ferrule (25) is welded on the inner side of a first longitudinal rib (21) at the level of a first stirrup (18) above the limiting hinge (27), and a space in the first ferrule (25) is used for a second longitudinal rib (22) to pass freely;
a plurality of second longitudinal ribs (22) longitudinally encircling to form a cylinder shape, a second ferrule (26) is welded at the top of each second longitudinal rib (22), a bottom stirrup (20) is connected to the outer side of the bottom of each second longitudinal rib (22), when each second longitudinal rib (22) moves up and down in the first ferrule (25), the second ferrule (26) and the bottom stirrup (20) move together with the second longitudinal ribs (22), the second ferrule (26) is always positioned above the first ferrule (25) in the whole moving process, and the highest elevation of the second longitudinal ribs (22) moves is the elevation of the position-limiting stirrup (17);
a limiting clamping groove (24) is welded on the limiting stirrup (17) and used for limiting the upward movement of the second ferrule (26);
a fixed orientation hinge (31) is respectively arranged at the bottom of the second longitudinal rib (22) and below the first ferrule (25) of the first longitudinal rib (21);
two movable steel bars (28), one end of the first movable steel bar (28) is connected with a fixed directional hinge (31) at the bottom of the second longitudinal bar (22), and the other end of the second movable steel bar (28) is connected with the fixed directional hinge (31) below the first ferrule (25); the other end of the first movable steel bar (28) is connected with the other end of the second movable steel bar (28) through a connecting hinge (30).
8. The structure for resisting pulling by utilizing the dead weight of soil layer according to claim 7, wherein the other end of the radial steel bar (23) extends out of the tail end of the unfolded movable steel bar (28).
9. A method for designing a structure for resistance to plucking by means of soil layer dead weight as claimed in any one of claims 1 to 8, characterized in that the method comprises:
step 11, inquiring the highest water level position and the maximum water buoyancy of the basement structure (1) through the geological survey data, modeling according to the highest water level position and the maximum water buoyancy of the basement structure (1), and obtaining the uplift force of the uplift pile under the basement structure standard combination through structural design software, namely；
Step 12, referring to the type and thickness of soil layers in the geological survey, assuming the pile diameter of the uplift pile, the pile length of the uplift pile and the diameter of the bottom end of the bottom expansion, selecting a second soil layer (7) in the pile base region which cannot provide effective friction as a bearing layer of the pile end of the uplift pile, and trial calculating the uplift pile side resistance of a single uplift pile；
Step 13, according to the assumed pile diameter of the uplift pile, pile length of the uplift pile and diameter of the bottom end, the dead weight of the single uplift pile is calculated in a trial mode；
Step 14, arranging anti-pulling piles at intervals equal to the diameter of the bottom expanding end,according to the calculated soil body dead weight on single uplift pileThe concrete of the expanded bottom ends of adjacent uplift piles are tangent or intersected to form a bordering part (11) so as to increase the contact area with the upper soil body, and the number of the uplift piles is calculated according to the arrangement>；
Step 15, checking calculationIf not, returning to the step 12, if so, ending the design of the pulling-resistant bearing capacity under the non-integral damage, and continuing to the step 16;
step 16, checking and calculating the pulling-resistant bearing capacity of the integrally damaged lower foundation pile, if not, returning to the step 12, if so, ending the pulling-resistant bearing capacity design under the integrally damaged lower foundation pile, and continuing to the step 17;
step 17, according to the pulling forceAnd calculating an axial tension design value to perform reinforcement calculation of the first reinforcement cage of the uplift pile (3).
10. A construction method of a structure for pulling resistance by using soil self-weight according to any one of claims 1 to 8, wherein the method comprises:
step 21, aligning the center of a roadbed hole with the center of a pile position of the uplift pile (3), placing a steel sleeve drill to drive drilling, straightening the steel sleeve before entering the field, and controlling the verticality of the steel sleeve in the construction process so as to meet the standard requirement;
step 22, after the steel sleeve is put in place, carrying out soil digging and rock embedding operation by using a rotary drilling machine, wherein the rotary drilling machine drives the two processes of steel sleeve drilling and rotary drilling machine soil taking and drilling to be alternately carried out until drilling is completed until the depth of a designed hole meets the design requirement, and drilling work is completed, and drilling residue soil and carrying out on a construction site;
step 23, after entering the stratum meeting the design requirement, performing bottom-enlarging operation according to the design through an enlarging head, performing bottom-enlarging drilling by adopting low-speed rotation parameters, and lifting the drill after in-situ rotation of the drill bit and retraction of the expansion wings after bottom-enlarging is completed;
step 24, hanging a first reinforcement cage (12) and a second reinforcement cage which are connected into a whole in a hole of a steel sleeve, and after a bottom stirrup (20) of the second reinforcement cage reaches the bottom of the hole, sliding the second longitudinal bars (22), a second ferrule (26) and the bottom stirrup (20) upwards by utilizing gravity until the second ferrule (26) enters a limit clamping groove (24), wherein in the process, under the action of a fixed orientation hinge (31) and a connecting hinge (30), a movable reinforcement (28) is changed into an unfolding state from vertical; under the action of the limiting hinges (27), the radial steel bars (23) are changed from vertical to an unfolding state;
step 25, hoisting a first reinforcement cage (12) and a second reinforcement cage which are connected into a whole, pouring a concrete guide pipe downwards after the first reinforcement cage and the second reinforcement cage are finished, lifting the steel sleeve, forming negative pressure in a guide pipe mixer by reverse circulation of gas lift to clean sediment at the bottom of a hole, continuously supplementing slurry into the hole, keeping the water level in the hole to balance the pressure, and avoiding collapse of the hole wall;
step 26, immediately pouring concrete after cleaning the sediment at the bottom of the hole, and sequentially forming a bottom end (6), a slope part (16), a lower section (5) and an upper section (4) of the uplift pile (3);
and step 27, the equipment shifts the pile position of the next anti-pulling pile (3) for construction.
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