CN111519611B - Occlusive pile construction method capable of transversely connecting reinforcement cages - Google Patents
Occlusive pile construction method capable of transversely connecting reinforcement cages Download PDFInfo
- Publication number
- CN111519611B CN111519611B CN202010377737.0A CN202010377737A CN111519611B CN 111519611 B CN111519611 B CN 111519611B CN 202010377737 A CN202010377737 A CN 202010377737A CN 111519611 B CN111519611 B CN 111519611B
- Authority
- CN
- China
- Prior art keywords
- reinforcement cage
- pile
- concrete
- steel
- rod
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- 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
-
- 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
Abstract
The invention relates to a construction method of an occlusive pile capable of transversely connecting a reinforcement cage, which comprises the following steps: s1, positioning and paying off; s2, constructing a guide wall; s3, drilling; s3.1, positioning a drilling machine; s3.2, starting a drilling machine; s4, pouring concrete by pressure; s5, installing a reinforcement cage; the pile hole is arranged in sequence as follows: A1-B1-A2-B2-A3-B3-A4-B4 … An-Bn; after the A1 concrete pressure irrigation is finished, constructing a B1 pile immediately; a clamping groove is vertically connected to the side wall, facing the A-shaped pile hole, of the outer wall of the steel reinforcement cage, an opening is formed in one side, away from the steel reinforcement cage, of the clamping groove, and the opening is larger than the inner space of the clamping groove; the connecting pieces are vertically inserted in the holes of the A-shaped piles and are vertically inserted and matched with the clamping grooves of the adjacent reinforcement cages, so that the transverse stability between the adjacent concrete piles is enhanced, and the bearing capacity of the continuous wall is improved.
Description
Technical Field
The invention relates to the technical field of building foundation construction, in particular to a method for constructing an occlusive pile capable of being transversely connected with a reinforcement cage.
Background
The commonly used foundation pit supporting soil-retaining water-stopping structure at present comprises a cast-in-situ bored pile and a water-stopping curtain, an underground continuous wall, an SMW construction method, a bored secant pile and the like. The secant pile is generally formed by secant of a reinforced concrete pile and a plain concrete pile to form a complete wall body and has the functions of soil retaining and water stopping; the existing underground continuous wall is mainly used as a temporary support during construction, the underground continuous wall is withdrawn from a stage after the underground construction is finished and filled back, the function of the underground continuous wall is not considered in the use process of a later building structure, certain waste is caused, the underground continuous wall is used as a structural stress of a main structure participating in a normal use stage, and the important significance is achieved.
The existing Chinese patent with the publication number of CN106400782B discloses a construction method for constructing a foundation pit enclosure drilling secant pile by using a rotary drilling rig, which comprises the following construction steps: 1. construction preparation, namely measuring and placing a pile position on a construction site according to a pile position plane diagram and driving a mark; 2. embedding a pile casing; 3. positioning a drilling machine; 4. mechanical hole forming, namely drilling holes by using a rotary drilling rig, constructing A-shaped piles (plastic concrete plain piles) for every 9 piles in a construction cycle, and constructing B-shaped piles (reinforced concrete piles) between adjacent A-shaped piles after the A-shaped piles are initially set for 7-9 hours; 5. brushing the wall and cleaning the hole; 6. hoisting the reinforcement cage, and inserting the reinforcement cage into the pile hole; 7. and (3) performing concrete pressure irrigation, namely performing concrete pressure irrigation on the inside of the B-shaped pile hole by using a conduit method. The construction sequence is as follows: A1-A3-A5-A2-A4-B1-B2-B3-B4.
The above prior art solutions have the following drawbacks: after the concrete is grouted into the A-shaped pile, the concrete of the B-shaped pile is grouted, and the reinforcement cage is only arranged in the B-shaped pile, so that the A-shaped pile and the B-shaped pile are solidified into a whole only by the solidification force of the concrete between the adjacent concrete piles, the transverse connection stability is weak, and the bearing capacity of the continuous wall on an upper building is reduced.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a secant pile construction method capable of transversely connecting a reinforcement cage, which has the effects of enhancing the transverse stability between adjacent concrete piles and further improving the bearing capacity of a continuous wall.
The above object of the present invention is achieved by the following technical solutions:
a construction method of an occlusive pile capable of transversely connecting a reinforcement cage comprises the following steps:
s1, positioning and paying off, measuring and paying off the pile position on the construction site according to the pile position plane diagram and the site reference point, and driving an obvious mark;
s2, constructing a guide wall;
s2.1, leveling the field: removing impurities on the surface of the ground, and filling and rolling the groove for the migration of the underground pipeline;
s2.2, pouring guide wall concrete, namely firstly excavating a groove, constructing a reinforcing mesh in the groove, and then pouring concrete;
s2.3, after the concrete is solidified to be of sufficient strength, positioning and lofting the center position of the test pile, and marking the point position above the guide wall;
s3, drilling
S3.1, positioning a drilling machine, and adjusting the verticality of the steel casing and the required pile hole positioning;
s3.2, starting the drilling machine, driving the steel casing and the long spiral drill rod to move downwards, and enabling the long spiral drill rod to rotate automatically to perform drilling and soil taking work;
s4, grouting concrete, starting a concrete delivery pump, delivering the concrete into the pile hole through the long auger stem, and slowly lifting the auger stem while grouting the concrete;
s5, installing a reinforcement cage, and vertically inserting the reinforcement cage into the B-shaped pile hole by using a drilling machine and a vibrator;
the pile hole is arranged in sequence as follows: A1-B1-A2-B2-A3-B3-A4-B4 … An-Bn; after the A1 concrete pressure irrigation is finished, constructing a B1 pile immediately; a clamping groove is vertically connected to the side wall, facing the A-shaped pile hole, of the outer wall of the steel reinforcement cage, an opening is formed in one side, away from the steel reinforcement cage, of the clamping groove, and the opening is larger than the inner space of the clamping groove; and a connecting piece is vertically inserted in the A-shaped pile hole and is vertically inserted and matched with the clamping groove of the adjacent steel reinforcement cage.
By adopting the technical scheme, when the pile foundation is constructed, after the first pile hole is subjected to concrete pressure grouting, the second pile can be constructed immediately, so that when the first concrete pile is still in a fluid state, the first concrete pile can be partially cut off, and firstly, the resistance applied in the drilling process is smaller, and the drilling efficiency is improved; secondly, the lateral displacement jacking force on the first concrete pile can be reduced, and the inclination probability of the concrete pile is reduced; thirdly, after the second pile hole is drilled and the soil is taken, when the concrete is filled in the second pile hole, the first concrete pile and the second concrete pile can be better solidified into a whole because the first concrete is still in a fluid state, and cold joints generated between adjacent pile foundations can be reduced, so that the water stop effect after the continuous wall is formed can be enhanced, and the effect of reducing the water seepage probability is achieved;
utilize the connecting piece of downthehole setting at A type stake simultaneously can with the vertical cooperation of pegging graft of draw-in groove of the downthehole steel reinforcement cage of B type stake, because the opening of draw-in groove is less than the draw-in groove inner space, the both sides of connecting piece can be pegged graft in the draw-in groove inner space promptly, and restrict the lateral displacement of the relative draw-in groove of connecting piece, realize the stable connection of connecting piece and adjacent steel reinforcement cage, can strengthen the horizontal stable connectivity between the adjacent concrete pile on the one hand, thereby improve the bearing capacity behind the underground diaphragm wall, on the other hand sets up the connecting piece in the downthehole setting of A type stake, can strengthen the stability of A type stake itself, further improve the bearing capacity of underground diaphragm wall.
The present invention in a preferred example may be further configured to: the connecting piece comprises I-shaped steel, the two sides of the I-shaped steel are inserted into the clamping grooves in an inserted mode, the two side faces of the middle portion of the I-shaped steel are respectively and vertically connected with T-shaped plates, and the sum of the lengths of the horizontal planes of the two T-shaped plates is larger than the length of the I-shaped steel.
By adopting the technical scheme, two ends of the I-shaped steel structure can be inserted into the clamping grooves, so that the transverse connection of adjacent reinforcement cages is realized, and the insertion work of the reinforcement cages is facilitated; the T-shaped plate arranged in the middle of the I-shaped steel can be solidified with concrete in the A-shaped pile hole into a whole, so that the stable bearing capacity of the A-shaped foundation pile is further enhanced; meanwhile, the A-shaped piles and the B-shaped piles are mutually engaged, and the reinforcement cage is partially positioned in the A-shaped pile holes, so that the sum of the lengths of the two T-shaped plates is smaller than that of the I-shaped steel, the solidification area of the connecting piece and the concrete can be increased, and the stability of the A-shaped piles is enhanced.
The present invention in a preferred example may be further configured to: the I-steel is located the outer thickness of draw-in groove and is connected with the baffle perpendicularly.
By adopting the technical scheme, after the I-shaped steel is inserted into the clamping groove, the baffle is positioned on one side outside the opening of the clamping groove, so that the baffle and the I-shaped steel clamp the inside and the outside of the clamping groove, and the stable connection between the I-shaped steel and the clamping groove is improved.
The present invention in a preferred example may be further configured to: the connecting piece includes the rectangle reinforcing bar, rectangle steel reinforcement cage width direction's both sides are connected with the grafting pole of pegging graft in the draw-in groove respectively.
By adopting the technical scheme, the steel reinforcement cage is low in manufacturing cost, flexible and changeable, rectangular steel reinforcement cages with different sizes can be assembled according to the size of the A-shaped pile hole, and the insertion rod with the T-shaped section is inserted into the clamping groove, so that the stable connection between the rectangular steel reinforcement cage and the steel reinforcement cage in the B-shaped pile hole is realized;
meanwhile, the A-type pile and the B-type pile are mutually occluded, the reinforcement cage part in the B-type pile hole is positioned in the A-type pile hole, and the rectangular reinforcement cage is arranged, so that the solidification area of the rectangular reinforcement cage and concrete in the A-type pile hole can be increased, and the stability of the A-type pile is further enhanced.
The present invention in a preferred example may be further configured to: two lateral walls of the opening end of the clamping groove are arranged towards the inside of the clamping groove in an inclined mode.
Through adopting above-mentioned technical scheme, when making its A type stake, B type stake receive horizontal pulling force, the lateral wall reinforcing of draw-in groove open end is to the butt effort of I-steel, strengthens the transverse connection stability of adjacent foundation pile.
The present invention in a preferred example may be further configured to: the inclined angle of the side wall of the opening end of the clamping groove is 45 degrees.
Through adopting above-mentioned technical scheme, reinforcing draw-in groove open end lateral wall is to the tight effect of support of I-steel, reduces the probability that the open end outwards buckles.
The present invention in a preferred example may be further configured to: and connecting plates are respectively connected between two side walls of the opening end of the clamping groove and two side walls of the vertical opening.
Through adopting above-mentioned technical scheme, further strengthen the stability of draw-in groove open end lateral wall, improve the limiting displacement to the I-steel.
The present invention in a preferred example may be further configured to: the baffle sets up towards draw-in groove one side slope, and the baffle keeps away from the one end of I-steel and extends outside the draw-in groove.
Through adopting above-mentioned technical scheme, when making its adjacent foundation pile receive horizontal pulling force, the baffle is difficult for buckling towards the outside one side of draw-in groove, can strengthen the stable connectivity of I-steel and draw-in groove.
The present invention in a preferred example may be further configured to: after the A2 pile hole is grouted with concrete, inserting a reinforcement cage connected in the B2 pile hole, and only inserting the reinforcement cage into the pile hole for two thirds of the length; then, inserting a connecting piece into the A1 pile hole in a matching manner with the clamping groove, and completely inserting the connecting piece into the pile hole; after carrying out drilling pressure-cast concrete to B1 stake hole again, insert the connecting piece in the A2 stake hole to only insert two thirds length, insert the steel reinforcement cage in the B1 stake hole completely in the stake hole again, and then carry out drilling geotome pressure-cast concrete to A3 stake hole after, to the steel reinforcement cage of two thirds length of B2 stake downthehole interpolation, so realize the installation work of steel reinforcement cage and connecting piece in proper order.
Through adopting above-mentioned technical scheme, when utilizing first group steel reinforcement cage grafting B type stake downthehole, the steel reinforcement cage of one-third height is outside the stake hole, when making its plug connector, the connecting piece can be followed and is in the cooperation of pegging graft of the draw-in groove outside the stake hole, the draw-in groove of steel reinforcement cage carries out the direction work to the connecting piece promptly, when making its connecting piece peg graft in the stake hole, guarantee with the grafting cooperation relation of steel reinforcement cage, so operate in proper order, the connecting piece plays the guide orientation effect with the steel reinforcement cage each other, make things convenient for the installation work of connecting piece and steel reinforcement cage.
In conclusion, the beneficial technical effects of the invention are as follows:
1. during pile foundation construction, after concrete pressure grouting is carried out on a first pile hole, drilling and soil taking can be carried out on a second pile hole at once, so that when a first concrete pile is still in a fluid state, the first concrete pile can be partially cut off, and firstly, the resistance force applied in the drilling process is small, and the drilling efficiency is improved; secondly, the lateral displacement jacking force on the first concrete pile can be reduced, and the inclination probability of the concrete pile is reduced; thirdly, after the second pile hole is drilled and the soil is taken, when the concrete is filled in the second pile hole, the first concrete pile and the second concrete pile can be better solidified into a whole because the first concrete is still in a fluid state, and cold joints generated between adjacent pile foundations can be reduced, so that the water stop effect after the continuous wall is formed can be enhanced, and the effect of reducing the water seepage probability is achieved;
2. the connecting piece arranged in the A-shaped pile hole can be vertically matched with the clamping groove of the reinforcement cage in the B-shaped pile hole in an inserting manner, so that the connecting piece is stably connected with the adjacent reinforcement cage, the transverse stable connectivity between the adjacent concrete piles can be enhanced on one hand, and the bearing capacity of the underground continuous wall is improved;
3. when utilizing first group steel reinforcement cage grafting B type stake downthehole, the steel reinforcement cage of one-third height is outside the stake hole, when making its plug connector, the cooperation of pegging graft can be followed to the draw-in groove that is outside the stake hole, draw-in groove to the steel reinforcement cage promptly carries out the direction work to the connecting piece, when making its connecting piece peg graft in the stake hole, guarantee with the grafting cooperation relation of steel reinforcement cage, so operate in proper order, the connecting piece plays the direction location effect with the steel reinforcement cage each other, make things convenient for the installation work of connecting piece and steel reinforcement cage.
Drawings
FIG. 1 is a schematic view of the construction flow of example 1;
FIG. 2 is a schematic view of a drilling sequence of embodiment 1;
FIG. 3 is an enlarged schematic view at A in FIG. 2;
FIG. 4 is a schematic structural view of example 2;
FIG. 5 is a schematic view of the entire structure of embodiment 3;
FIG. 6 is a schematic cross-sectional view of the pusher member of FIG. 5;
fig. 7 is an enlarged schematic view at B in fig. 6.
In the figure, 1, a reinforcement cage; 2. a connecting member; 21. i-shaped steel; 22. a T-shaped plate; 23. a rectangular reinforcement cage; 24. a plug rod; 3. a card slot; 4. a baffle plate; 5. a connecting plate; 6. a screw rod transmission part; 61. a screw rod; 62. a guide bar; 63. a first hand wheel; 7. a pusher member; 71. a mounting seat; 72. a chute; 73. a push rod; 74. a displacement block; 75. adjusting the channel; 76. a first transmission block; 77. a second transmission block; 78. a first inclined plane; 79. a second inclined plane; 710. a first guide post; 711. a second guide post; 712. a gear; 713. a second hand wheel; 714. adjusting a first screw rod; 715. adjusting a screw rod II; 8. a frame; 9. a long auger stem; 10. a steel casing; 11. and a power head.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
Referring to fig. 1 and 2, the invention discloses a method for constructing an occlusive pile capable of transversely connecting a reinforcement cage, which comprises the following steps:
and S1, positioning and paying off, measuring and paying off the pile position at the construction site according to the pile position plane diagram and the site reference point, and driving an obvious mark.
S2, construction of guide walls:
s2.1, leveling the field: removing impurities on the surface of the ground, and filling and rolling the groove for the migration of the underground pipeline; in the implementation, if a miscellaneous filling soil layer influencing pore forming is encountered, a method for replacing plain soil is adopted, and after the guide wall is manufactured, the soil layer in the pores is tamped, so that the steel casing 10 is in place correctly;
s2.2, pile position measuring and placing: and (4) adopting a total station to perform field lofting according to the ground lead control point, marking and using the marked point as a control center line of guide wall construction.
S2.3, excavating a guide wall groove: after the paying-off of the pile position meets the requirement, the groove can be excavated, after the excavation, the central line is led under the groove, the construction of the bottom die and the template is controlled, and the central line of the guide wall is ensured to be correct;
s2.4, binding steel bars: binding guide wall reinforcing steel bars after the trench excavation is finished to form a reinforcing steel bar mesh;
s2.5, template construction: the template adopts the self-made whole steel mould, leads the wall and reserves the location hole template diameter and expand 10 ~ 20mm for the sleeve pipe diameter. The template is reinforced by steel pipes, the supporting distance is not more than 1.0m, and the reinforcement is firm and the template is prevented from running strictly; the accuracy of the axis and the clearance is ensured, and before concrete pouring, whether the verticality, the center line and the clearance of the template meet the requirements is checked;
s2.6, pouring guide wall concrete: and when concrete is poured, the two sides are symmetrically and alternately carried out, and the mould is strictly prevented from moving. And if the formwork walking occurs, immediately stopping pouring of concrete, reinforcing the formwork again, correcting to the required position, and then continuing pouring. The vibrating adopts an inserted vibrator, the vibrating distance is about 600mm, the non-uniform vibrating is prevented, and the phenomenon of mold walking caused by over-vibration at one position is also prevented;
and S2.7, when the guide wall has enough strength, removing the template, repositioning the center of the lofting test pile, and reflecting the point position to the top surface of the guide wall to serve as a drilling machine positioning control point.
S3, the drilling sequence of this embodiment is: A1-B1-A2-B2-A3-B3-A4-B4 … An-Bn; wherein, the A-shaped pile is a plastic concrete plain pile, and the B-shaped pile is a reinforced concrete pile.
S4, positioning a drilling machine:
s4.1, rechecking the pile position again before the construction and positioning of the drilling machine, and marking a clear cross control line by using a reinforcing steel bar head to mark the center of a guide wall hole position;
s4.2, after the guide wall reaches a certain strength, moving the drilling machine, correspondingly positioning the drill bit cone top at the center of the guide wall hole site, aligning the cone top with the center of the guide wall hole site, slowly lowering the drill rod until the steel wire rope of the hanging power head 11 is not stressed any more, and inserting the drill bit into the ground;
s4.3, after the drilling machine is in place, firstly adjusting the positions of the left and right ship boards to stabilize the drilling machine, then adjusting the front and rear ship boards to stabilize the drilling machine, and then adjusting the verticality of the drilling rod by utilizing the inclined support rods; in this embodiment, the verticality deviation of the drill rod is not greater than 1/300.
S5, drilling
S5.1, firstly, the lower power head 11 is used for pressing the steel casing 10 downwards to a certain depth, then the lower power head 11 is used for driving the steel casing 10 to drill, the soil penetration depth of a drill bit of the long spiral drill rod 9 is guaranteed to be about 1m higher than the bottom of the steel casing 10, the upper power head 11 is driven to follow the long spiral drill rod 9, and the steel casing 10 and the drill rod drill downwards simultaneously until the drill reaches the designed elevation; when the reinforced concrete pile is constructed, the drilling depth of the steel pile casing 10 needs to be more than 300mm deeper than the pile bottom of the plain concrete pile.
S5.2, starting a large winch when drilling is started, enabling a steel wire rope to bear a slight force, slowly drilling at a low rotating speed, enabling the earth surface to be a general stable soil layer, and drilling at a high rotating speed after a drill bit is buried for 1-2 m; in areas where old foundations or obstacles may be encountered, after ensuring the depth of the obstacle, rapid drilling may be used;
s5.3, generally, the drilling speed of the soil layer is preferably 1-2 m/min, the drilling speed of the gravel layer is preferably 0.2-0.5 m/min, the particle size of the gravel is small, the drilling speed is reduced to be below 0.2 m/min after the gravel enters the rock stratum, and a rock-entering drill bit is installed in advance according to the strength of the rock stratum.
S6, pressure pouring concrete, drilling each pile hole and taking out the soil, immediately carrying out concrete pressure pouring on the current pile hole:
s6.1, starting a concrete delivery pump, performing pressure filling on concrete, after the long spiral drill pipe 9 is filled, slowly lifting the drill pipe, performing continuous pressure filling on the concrete, lifting the drill pipe after the concrete in the drill pipe exceeds the ground height, wherein the concrete in the drill pipe is higher than the ground by more than 2m during continuous drilling lifting, and judging the filling height through the sound of the falling of the concrete in the drill pipe.
S6.2, during the continuous pouring of the pile body concrete, the depth of the drill bit embedded into the concrete is preferably 1-2 m, the drill bit and the drill rod are prevented from being embedded too deeply, the concrete is wasted, the drill bit and the reinforcement cage 1 are prevented from being inserted easily, the pumping integrated equipment is adopted to control the drill lifting speed and the concrete pouring amount, and the drill lifting speed is guaranteed to be matched with the concrete pouring amount. And (3) synchronously lifting the drill rod and the steel protective cylinder 10 during concrete pressure irrigation, keeping the drill bit higher than the bottom of the steel protective cylinder 10 by 2m, and slowly lifting the steel protective cylinder 10 after the concrete is pressure-irrigated to the position above the guide wall surface until the steel protective cylinder 10 is completely pulled out.
S7, inserting the reinforcement cage 1 and the connecting piece 2, inserting the reinforcement cage 1 into the B1 pile hole after the A2 pile hole is grouted with concrete by pressure, and only inserting the reinforcement cage two thirds of the length; then, the A1 pile hole is matched with the reinforcement cage 1 to be inserted with the connecting piece 2, and the connecting piece 2 is completely inserted into the pile hole; after the B2 pile hole is drilled and grouted with concrete, the connecting piece 2 is inserted into the A2 pile hole and only two thirds of the length of the connecting piece is inserted, the reinforcement cage 1 in the B1 pile hole is completely inserted into the pile hole, and after the A3 pile hole is drilled, taken and grouted with concrete, the reinforcement cage 1 with two thirds of the length of the connecting piece 2 is inserted into the B2 pile hole, so that the installation work of the reinforcement cage 1 and the connecting piece 2 is sequentially realized;
s7.1, cleaning the residual soil on the pile top: before the steel reinforcement cage 1/the connecting piece 2 is inserted into the pile body concrete, excavating residual soil above the elevation of the pile top, and after the residual soil above the pile top by about 30cm is reserved, manually cleaning the residual soil on the concrete surface layer to expose complete pile body section concrete;
s7.2, hoisting the reinforcement cage 1: when the length of the steel reinforcement cage 1 exceeds 12m, a small lifting hook is adopted to hang the middle part of the steel reinforcement cage 1, the vibrator and the steel reinforcement cage 1 are lifted slowly, a lifting rope in the middle part is stressed synchronously, so that the bending deformation of the steel reinforcement cage 1 in the lifting process can be avoided, the bottom of a steel reinforcement is stabilized by manpower, the ground sundries are prevented from being dragged, the top of the steel reinforcement cage 1 is pulled by the manpower by a rope, and the vibrator can be prevented from hanging or colliding with the rack 8 and a drill rod;
s7.3, loading into a guiding device: after the reinforcement cage 1 is hung straight, the reinforcement cage 1 is placed in a guide sleeve of the reinforcement cage 1, and the guide sleeve is lifted to the height range of the reinforcement 2/3.
S7.4, inserting a reinforcement cage 1: hold reinforcing bar cage 1 with the manual work and aim at the interior concrete of stake, make reinforcing bar cage 1 protective layer all around unanimous, slowly insert in the concrete, prevent to scrape the pore wall, the uide bushing follows downwards, adopts the dead weight of reinforcing bar cage 1 and vibrator earlier to sink, uses the vibration to sink reinforcing bar cage 1 again, until pile bolck design elevation place.
S7.5, after the steel reinforcement cage 1 is inserted, protecting pile top concrete, and after the concrete is naturally solidified, not burying the concrete immediately.
And S8, curing after pile forming, and inspecting.
A clamping groove 3 is welded outside the reinforcement cage 1 towards one side of each of the two A-shaped pile holes, the clamping grooves 3 are arranged in parallel along the axis of the reinforcement cage 1, and an opening is formed in one side, away from the reinforcement cage 1, of each clamping groove 3, and is smaller than the inner space of each clamping groove 3, so that the cross section of each clamping groove 3 is in a T shape; the connecting piece 2 is correspondingly inserted in the A-shaped pile hole, and the two sides of the connecting piece 2 are matched with the clamping grooves 3 of the reinforcement cage 1 in the adjacent B-shaped pile hole in an inserting manner, so that the transverse connection of the connecting piece 2 and the reinforcement cage 1 is realized.
In this embodiment, the side wall of the opening end of the slot 3 is inclined toward the inside of the slot 3, and the inclination angle is 45 °. A plurality of connecting plates 5 are welded between two side walls of the opening end and the adjacent side walls, and the connecting plates 5 are uniformly distributed along the height direction of the clamping grooves 3; and a gap is formed between the connecting plate 5 and the side wall of the opposite opening of the card slot 3.
Referring to fig. 2 and 3, the connecting member 2 includes an i-beam 21, two ends of the i-beam 21 are inserted into the slots 3, and two side surfaces of the middle of the i-beam 21 in the thickness direction are respectively and vertically welded with T-shaped plates 22; meanwhile, the sum of the lengths of the two T-shaped plates 22 on the horizontal plane is greater than the length of the I-shaped steel 21 and smaller than the diameter of the A-shaped pile hole, and in the embodiment, the sum of the lengths of the two T-shaped plates 22 on the horizontal plane is three-quarters of the diameter of the A-shaped pile hole.
Wherein, for the stable connection between reinforcing I-steel 21 and draw-in groove 3, the part welding that I-steel 21 is located outside draw-in groove 3 has baffle 4, and baffle 4 connects respectively in two sides of I-steel 21 thickness direction, and baffle 4 inclines towards draw-in groove 3 one side, and its inclination is 20. The side of the baffle 4 far away from the I-shaped steel 21 exceeds the side of the clamping groove 3.
In this embodiment, in order to facilitate the insertion and cooperation between the reinforcement cage 1 and the connector 2, a gap is left between one end of the i-steel 21 inside the slot 3 and the side wall of the slot 3, and a gap is left between the baffle 4 and the outer wall of the slot 3.
In the process of the step of drilling in S5: and judging the condition of entering the entry layer according to the data of the test pile and the geological exploration report and the change of the current value of the drilling machine in the drilling process. When the pile is long or the friction (side) resistance of the soil around the pile is large, the total current value is increased due to the fact that the resistance of the whole spiral piece of the long spiral drill rod 9 is increased, the rock entering condition is determined by combining the swinging working state of the drilling machine, and the drilling machine continuously swings when the drill bit contacts with the rock stratum due to the fact that the rock stratum is harder than the soil stratum. And after the concrete pouring is finished and the drill rod is pulled out, taking out the drill bit and rock sample for confirmation, referring to the data during pile testing, and if the rock sample does not accord with the geological report, re-drilling (re-driving the pile) the pile until the pile enters the bearing stratum.
Meanwhile, when the pile is formed by one-time drilling and pressure filling, the drill rod is not suitable to be reversed or lifted in the drilling process, and the condition that the drill head is damaged due to the fact that a drill head cover is opened, underground water and soil enter the drill head and the quality of pressure filling concrete is influenced is avoided.
Example 2: referring to fig. 3, the difference from embodiment 1 is that the connector 2 includes a rectangular reinforcement cage 23, two sides of the rectangular reinforcement cage 23 in the width direction are respectively welded and fixed with an insertion rod 24, the cross section of the insertion rod 24 is T-shaped, and the insertion rod 24 is inserted into the slot 3.
Embodiment 3, referring to fig. 5, an auxiliary mechanism for adjusting a position of a first reinforcement cage 1 in an occlusive pile construction; the device comprises a rack 8, wherein the vertical projection plane of the rack 8 is L-shaped, pushing pieces 7 are respectively arranged on two sides of the upper end of the rack 8, and the two pushing pieces 7 are mutually perpendicular; referring to fig. 6 and 7: the pushing member 7 comprises an installation seat 71 installed on the rack 8 (refer to fig. 5), the installation seat 71 is provided with a sliding groove 72 along the radial direction of the reinforcement cage 1, a pushing rod 73 is inserted in the sliding groove 72, a displacement block 74 is fixed on one side of the pushing rod 73 positioned in the sliding groove 72, the lower bottom of the displacement block 74 is in isosceles trapezoid shape fixed with the pushing rod 73, and two side surfaces of the displacement block 74 along the transmission direction of the pushing rod 73 are an inclined surface one 78 and an inclined surface two 79; an adjusting channel 75 communicated with the sliding groove 72 is formed in the mounting seat 71, and the displacement block 74 is positioned in the adjusting channel 75 and can linearly displace along with the push rod 73; a first transmission block 76 and a second transmission block 77 are further arranged in the adjusting channel 75, the side walls of the first transmission block 76 and the second transmission block 77 are abutted against the side wall of the adjusting channel 75, and are respectively abutted against a first inclined surface 78 and a second inclined surface 79 of the displacement block 74, and the first transmission block and the second transmission block are arranged along the plane perpendicular to the straight line of the push rod 73 in a staggered manner in an initial state; the adjusting channel 75 is further rotatably connected with a first adjusting screw 714 and a second adjusting screw 715 respectively, the first adjusting screw 714 and the second adjusting screw 715 are perpendicular to the pushing rod 73, penetrate through the first transmission block 76 and the second transmission block 77 respectively, and are in threaded fit with the first transmission block 76 and the second transmission block 77 respectively. In this embodiment, the first adjusting screw 714 and the second adjusting screw 715 have the same thread direction, and are coaxially fixed with gears 712 engaged with each other, wherein one end of the first adjusting screw 714 extends to the outside of the mounting seat 71, and the other end is coaxially fixed with a second handwheel 713. When the second hand wheel 713 drives the first adjusting screw 714 to rotate, the second adjusting screw 715 is driven to synchronously rotate in the reverse direction, so that the first transmission block 76 and the second transmission block 77 perform synchronous reverse linear displacement, and under the abutting relation with the first inclined surface 78 and the second inclined surface 79 of the displacement block 74, the linear displacement of the push rod 73 is realized, so that the push rod 73 pushes the side wall of the reinforcement cage 1, and the verticality of the reinforcement cage 1 is adjusted.
In this embodiment, in order to ensure stable linear displacement of the first transmission block 76 and the second transmission block 77, a first guide post 710 and a second guide post 711 which are parallel to the first adjustment screw 714 are further fixed on the side wall of the adjustment channel 75, and through holes for the first guide post 710 and the second guide post 711 to pass through are respectively formed in the first transmission block 76 and the second transmission block 77.
Referring to fig. 5, the rack 8 is further provided with a screw rod 61 transmission piece 6 for driving the mounting seat 71 to linearly displace, the screw rod 61 transmission piece 6 comprises a screw rod 61 and a guide rod 62 which are arranged in parallel, the screw rod 61 is rotatably connected to the rack 8, the guide rod 62 is fixed on the rack 8, the lower end of the mounting seat 71 is respectively provided with a through hole for the guide rod 62 to pass through and a threaded hole for the screw rod 61 to pass through and be matched with the screw rod 61; one end of the screw rod 61, which is far away from the reinforcement cage 1, extends out of the rack 8, and a first hand wheel 63 is coaxially fixed at the end; and in the process that the first hand wheel 63 drives the screw rod 61 to rotate, the radial displacement of the mounting seat 71 along the reinforcement cage 1 is realized.
The implementation principle of the embodiment is as follows: when the reinforcement cage 1 is positioned, the inclination of the reinforcement cage 1 to which side is detected by a theodolite, and then the rack 8 is placed on the inclined side of the reinforcement cage 1 and fixed on a guide wall; the lead screw 61 is driven to rotate by the first hand wheel 63 to drive the mounting seat 71 to linearly displace, so that the push rod 73 drives the lower end of the reinforcement cage 1 to deflect, after the inclination angle of the reinforcement cage 1 is roughly adjusted, the second hand wheel 713 is driven to rotate to drive the first adjusting screw 714 and the second adjusting screw 715 to rotate, the first transmission block 76 and the second transmission block 77 are driven to obliquely push the displacement block 74, the push rod 73 is driven to linearly displace, accurate adjustment of the reinforcement cage 1 is realized, and the perpendicularity of the reinforcement cage 1 is kept to the maximum extent.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (9)
1. A construction method of an occlusive pile capable of transversely connecting a reinforcement cage comprises the following steps:
s1, positioning and paying off, measuring and paying off the pile position on the construction site according to the pile position plane diagram and the site reference point, and driving an obvious mark;
s2, constructing a guide wall;
s2.1, leveling the field: removing impurities on the surface of the ground, and filling and rolling the groove for the migration of the underground pipeline;
s2.2, pouring guide wall concrete, namely firstly excavating a groove, constructing a reinforcing mesh in the groove, and then pouring concrete;
s2.3, after the concrete is solidified to be of sufficient strength, positioning and lofting the center position of the test pile, and marking the point position above the guide wall;
s3, drilling
S3.1, positioning a drilling machine, and adjusting the verticality of the steel casing (10) and the required pile hole positioning;
s3.2, starting the drilling machine, driving the steel casing (10) and the long spiral drill rod (9) to move downwards, and rotating the long spiral drill rod (9) to drill and take soil;
s4, the concrete is poured under pressure, after the drill rod drills to the designed depth, the concrete delivery pump is started, the concrete is delivered into the pile hole through the long spiral drill rod (9), and the drill rod is slowly lifted while the concrete is poured under pressure;
s5, installing the reinforcement cage (1), and vertically inserting the reinforcement cage (1) into the B-shaped pile hole by using a drilling machine and a vibrator;
the method is characterized in that: the pile hole is arranged in sequence as follows: A1-B1-A2-B2-A3-B3-A4-B4 … An-Bn; after the A1 concrete pressure irrigation is finished, constructing a B1 pile immediately; a clamping groove (3) is vertically connected to the side wall, facing the A-shaped pile hole, of the outer wall of the steel reinforcement cage (1), an opening is formed in one side, away from the steel reinforcement cage (1), of the clamping groove (3), and the opening is larger than the inner space of the clamping groove (3); a connecting piece (2) is vertically inserted into the A-shaped pile hole, and the connecting piece (2) is vertically inserted and matched with the clamping groove (3) of the adjacent reinforcement cage (1);
the steel reinforcement cage positioning device is characterized by further comprising an auxiliary mechanism used for adjusting the position of the steel reinforcement cage (1), wherein the auxiliary mechanism comprises a rack (8), the vertical projection plane of the rack (8) is L-shaped, pushing pieces (7) are respectively arranged on two sides of the upper end of the rack (8), and the two pushing pieces (7) are perpendicular to each other; the pushing piece (7) comprises a mounting seat (71) arranged on the rack (8), a sliding groove (72) is formed in the mounting seat (71) along the radial direction of the steel reinforcement cage (1), a pushing rod (73) is inserted in the sliding groove (72), a displacement block (74) is fixed on one side, located in the sliding groove (72), of the pushing rod (73), the lower bottom of the displacement block (74) is arranged in an isosceles trapezoid shape fixed with the pushing rod (73), and two side faces, in the transmission direction of the pushing rod (73), of the displacement block (74) are an inclined plane I (78) and an inclined plane II (79); an adjusting channel (75) communicated with the sliding groove (72) is formed in the mounting seat (71), and the displacement block (74) is located in the adjusting channel (75) and can linearly displace along with the push rod (73); a first transmission block (76) and a second transmission block (77) are further arranged in the adjusting channel (75), the first transmission block (76) and the side wall of the second transmission block (77) are abutted against the side wall of the adjusting channel (75), and are respectively abutted against a first inclined surface (78) and a second inclined surface (79) of the displacement block (74); the adjusting channel (75) is also rotatably connected with a first adjusting screw (714) and a second adjusting screw (715), the first adjusting screw (714) and the second adjusting screw (715) are arranged perpendicular to the pushing rod (73), respectively penetrate through the first transmission block (76) and the second transmission block (77), and are respectively in threaded fit with the first transmission block (76) and the second transmission block (77); the thread directions of the first adjusting screw rod (714) and the second adjusting screw rod (715) are the same, and gears (712) which are meshed with each other are coaxially fixed respectively; one end of the adjusting screw rod I (714) extends out of the mounting seat (71), and a hand wheel II (713) is coaxially fixed at the end;
the rack (8) is also provided with a screw rod transmission piece (6) for driving the mounting seat (71) to linearly displace, the screw rod transmission piece (6) comprises a screw rod (61) and a guide rod (62) which are arranged in parallel, the screw rod (61) is rotationally connected to the rack (8), the guide rod (62) is fixed on the rack (8), the lower end of the mounting seat (71) is provided with a through hole for the guide rod (62) to pass through and a threaded hole for the screw rod (61) to pass through and be matched with the screw rod (61); one end of the screw rod (61), which is far away from the reinforcement cage (1), extends out of the rack (8), and a first hand wheel (63) is coaxially fixed at the end.
2. A method of constructing a spud pile capable of transversely connecting a reinforcement cage according to claim 1, wherein: the connecting piece (2) comprises I-shaped steel (21), two side surfaces of the middle part of the I-shaped steel (21) are respectively and vertically connected with T-shaped plates (22), and the sum of the lengths of the horizontal planes of the two T-shaped plates (22) is greater than the length of the I-shaped steel (21).
3. A method of constructing a spud pile capable of transversely connecting a reinforcement cage according to claim 2, wherein: the I-shaped steel (21) is positioned outside the clamping groove (3) and is connected with a baffle (4) along the thickness direction of the I-shaped steel.
4. A method of constructing a spud pile capable of transversely connecting a reinforcement cage according to claim 1, wherein: the connecting piece (2) comprises a rectangular reinforcement cage (23), and two sides of the width direction of the rectangular reinforcement cage (23) are respectively connected with an inserting rod (24).
5. A method of constructing a secant pile capable of transversely connecting a reinforcement cage according to claim 2 or 4, wherein: two side walls of the opening end of the clamping groove (3) are obliquely arranged towards the inside of the clamping groove (3).
6. A method of constructing a secant pile capable of transversely connecting a reinforcement cage according to claim 5, wherein: the inclined angle of the side wall of the opening end of the clamping groove (3) is 45 degrees.
7. A method of constructing a secant pile capable of transversely connecting a reinforcement cage according to claim 2 or 4, wherein: and connecting plates (5) are respectively connected between two side walls of the opening end of the clamping groove (3) and two side walls of the parallel opening.
8. A method of constructing a spud pile capable of transversely connecting a reinforcement cage according to claim 3, wherein: baffle (4) set up towards draw-in groove (3) one side slope, and baffle (4) keep away from the one end of I-steel (21) and extend outside draw-in groove (3).
9. A method of constructing a spud pile capable of transversely connecting a reinforcement cage according to claim 1, wherein: after the A2 pile hole is grouted with concrete, a reinforcement cage (1) is inserted into the B1 pile hole and only two thirds of the length of the reinforcement cage is inserted; then the A1 pile hole is matched with the clamping groove (3) to be inserted with the connecting piece (2), and the connecting piece (2) is completely inserted into the pile hole; after carrying out drilling pressure-cast concrete to B2 stake hole again, to a2 stake downthehole interpolation connecting piece (2), and only insert two thirds length, again with steel reinforcement cage (1) insert the stake completely in the B1 stake hole downthehole, and then carry out drilling to A3 stake hole and get native pressure-cast concrete back, to steel reinforcement cage (1) of B2 stake downthehole interpolation two thirds length, so realize the installation work of steel reinforcement cage (1) and connecting piece (2) in proper order.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010377737.0A CN111519611B (en) | 2020-05-07 | 2020-05-07 | Occlusive pile construction method capable of transversely connecting reinforcement cages |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010377737.0A CN111519611B (en) | 2020-05-07 | 2020-05-07 | Occlusive pile construction method capable of transversely connecting reinforcement cages |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111519611A CN111519611A (en) | 2020-08-11 |
| CN111519611B true CN111519611B (en) | 2021-09-28 |
Family
ID=71907165
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010377737.0A Active CN111519611B (en) | 2020-05-07 | 2020-05-07 | Occlusive pile construction method capable of transversely connecting reinforcement cages |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111519611B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113684836A (en) * | 2021-08-31 | 2021-11-23 | 大成科创基础建设股份有限公司 | Deep basal pit supporting waterproof curtain structure |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101722056B1 (en) * | 2016-10-26 | 2017-04-03 | 지에스건설주식회사 | Offshore waste landfill with interlocking cutoff wall, and construction method therefor |
| CN108625362A (en) * | 2018-06-04 | 2018-10-09 | 华东交通大学 | A kind of bayonet type cast-in-situ bored pile building enclosure and construction method |
-
2020
- 2020-05-07 CN CN202010377737.0A patent/CN111519611B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101722056B1 (en) * | 2016-10-26 | 2017-04-03 | 지에스건설주식회사 | Offshore waste landfill with interlocking cutoff wall, and construction method therefor |
| CN108625362A (en) * | 2018-06-04 | 2018-10-09 | 华东交通大学 | A kind of bayonet type cast-in-situ bored pile building enclosure and construction method |
Non-Patent Citations (1)
| Title |
|---|
| "全套管长螺旋钻孔压灌咬合桩围护施工技术";高伟新等;《建筑施工》;20200229;第42卷(第2期);第167-169页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111519611A (en) | 2020-08-11 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111535303B (en) | Manual hole digging pile and construction method thereof | |
| CN108316339A (en) | A kind of construction method of water penetration geology large size arch bridge base | |
| CN111519612B (en) | Construction method of full-casing follow-up long spiral drilling pressure-grouting secant pile | |
| CN111519611B (en) | Occlusive pile construction method capable of transversely connecting reinforcement cages | |
| CN112726627B (en) | Bored pile structure in karst region and construction method | |
| CN111648790B (en) | Shallow-buried bias tunnel entry structure and construction method | |
| CN110486531B (en) | Pipeline construction method combining artificial pipe jacking and rammed pipe | |
| CN202925575U (en) | Pre-buried structure for core-drilling detection of foundation pile | |
| CN115387328B (en) | Beach cast-in-place pile construction method based on ultra-long spiral drilling machine | |
| CN111270665A (en) | Construction method of triaxial mixing pile | |
| CN111648370A (en) | Earth excavation construction process with deep foundation pit support | |
| CN110762286A (en) | Drainage pipe network artificial pipe jacking construction process | |
| CN105040699A (en) | Drilling pile planting method | |
| CN114703831A (en) | Construction method of reinforced concrete cast-in-place pile under complex geological condition | |
| CN109653193B (en) | Reverse construction method for underground continuous wall | |
| CN113605378A (en) | Construction method of non-pull-out type half-sleeve retaining wall cast-in-situ bored pile | |
| CN113356189A (en) | Full-sleeve hole forming construction method for rotary drilling rig | |
| CN218932796U (en) | Cold region highway anti-pulling deep foundation level point device | |
| CN220150349U (en) | Space-limited slope upper filling slope retaining structure | |
| CN113373915B (en) | Method for reinforcing steel column pile structure | |
| CN114718078B (en) | Building envelope for soft soil of ultra-large deep foundation pit and construction method | |
| CN114607187B (en) | Shaft type underground parking garage construction method of cast-in-situ supporting structure under slurry | |
| CN111576435B (en) | Construction method and structure of column control slip surface of inter-pile soil steel structure | |
| CN117166483A (en) | Anti-disturbance support construction method for large deep foundation pit of subway station main body | |
| CN117552426A (en) | Grouting device for steel pipe nested pile and construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |