CN105089062A - Engaged retaining pile and construction method and application thereof - Google Patents

Engaged retaining pile and construction method and application thereof Download PDF

Info

Publication number
CN105089062A
CN105089062A CN201510505447.9A CN201510505447A CN105089062A CN 105089062 A CN105089062 A CN 105089062A CN 201510505447 A CN201510505447 A CN 201510505447A CN 105089062 A CN105089062 A CN 105089062A
Authority
CN
China
Prior art keywords
drilling
drilling rod
pile
concrete pile
real
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.)
Granted
Application number
CN201510505447.9A
Other languages
Chinese (zh)
Other versions
CN105089062B (en
Inventor
庄金
敖文
庄春
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
SHAANXI ZHUANGXIN CONSTRUCTION ENGINEERING CO LTD
China Railway Siyuan Survey and Design Group Co Ltd
Original Assignee
SHAANXI ZHUANGXIN CONSTRUCTION ENGINEERING CO LTD
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by SHAANXI ZHUANGXIN CONSTRUCTION ENGINEERING CO LTD filed Critical SHAANXI ZHUANGXIN CONSTRUCTION ENGINEERING CO LTD
Priority to CN201510505447.9A priority Critical patent/CN105089062B/en
Publication of CN105089062A publication Critical patent/CN105089062A/en
Application granted granted Critical
Publication of CN105089062B publication Critical patent/CN105089062B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

The invention discloses an engaged retaining pile. The engaged retaining pile comprises a plurality of plain concrete piles laid from front to back and a plurality of reinforced concrete piles laid from front to back. The plain concrete piles and the reinforced concrete piles are laid in a staggered mode. A pile body of each reinforced concrete pile is engaged with pile bodies of two plain concrete piles located front and back, so that the retaining effect is good. The invention further discloses a construction method of the engaged retaining pile. The construction method comprises the steps that firstly, construction of the plain concrete piles is conducted, and the multiple plain concrete piles are constructed from front to back; and secondly, construction of the reinforced concrete piles is conducted, the multiple reinforced concrete piles are constructed from front to back in the construction process of the multiple plain concrete piles, drilled hole-forming construction processes of any one of the reinforced concrete piles are conducted after the construction of the two adjacent plain concrete piles front and back is completed. The construction method is simple; the design is reasonable and the construction is simple and convenient; the construction efficiency is high and the construction effect is good. In addition, the invention discloses an application of the engaged retaining piles, namely a foundation pit retaining structure is formed by fixedly connecting the multiple engaged retaining piles tightly.

Description

Occlusion lagging pile and construction method and application
Technical field
The invention belongs to foundation basic construction technical field, especially relate to a kind of occlusion lagging pile and construction method thereof and application.
Background technology
After excavation of foundation pit, thus the earthwork of side slope because lateral pressure collapses in hole, can need foundation ditch retaining wall.Foundation ditch wall protecting method is a lot, as beaten anchor pole, soil nailing, sprayed mortar, lagging pile etc.Wherein, lagging pile divides again interlocking pile and non-occlusive stake by the form that row of piles arranges, and interlocking pile forms retaining wall piling wall foundation ditch being carried out to retaining wall.Interlocking cast in situ pile is a kind of mode of foundation ditch retaining wall.But nowadays, when adopting interlocking cast in situ pile to carry out panelling construction to foundation ditch, neither one is unified, specification and concrete construction method can be followed, constructing operation is inevitably there is more random when adopting above-mentioned conventional construction method to construct, lack of standardization, complex operation, speed of application is slow, construction work is lower, interlocking cast in situ pile construction quality can not effectively be ensured, the problems such as result of use is poor, and restricted application, can only at cohesive soil, silt, the soil layer such as to banket is suitable for, then creep into difficulty when running into Compact sandy-pebble stratum or major diameter boulder bed maybe cannot creep into, thus soil layer adaptive capacity is not enough, some areas cannot adopt.
Summary of the invention
Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, a kind of occlusion lagging pile is provided, its structure is simple, reasonable in design, construction cost is lower and easy construction, construction quality are easy to ensure, adopt plain concrete pile to be laid staggeredly with reinforced concrete pile and the mode be mutually engaged, retaining wall is effective.
For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of occlusion lagging pile, it is characterized in that: comprise multiple plain concrete pile of laying from front to back and multiple reinforced concrete pile laid from front to back, multiple described plain concrete pile and multiple described reinforced concrete pile are all in vertically to laying and it is all laid on same vertical plane, and multiple described plain concrete pile is cylindrical stake with multiple described reinforced concrete pile and it is long all identical with stake footpath; The structure of multiple described reinforced concrete pile is all identical and its pile body is steel concrete pile body, and described steel concrete pile body is made up of concrete pile body and the reinforcing cage be laid in described concrete pile body; The structure of multiple described plain concrete pile is all identical and its pile body is plain concrete pile body; Described plain concrete pile and reinforced concrete pile, in being laid staggeredly, are laid with a reinforced concrete pile between adjacent two described plain concrete piles; The pile body of each described reinforced concrete pile is engaged mutually with the pile body of two the described plain concrete piles being positioned at both sides before and after it, and each described reinforced concrete pile and before and after it both sides two described plain concrete piles between pile spacing be D, wherein D=d-d 0, d 0for the middle part width of bite between the pile body of plain concrete pile and the pile body of reinforced concrete pile and d 0>=50mm, d are the stake footpath of plain concrete pile and reinforced concrete pile and d > Φ 240mm; Multiple described plain concrete pile and multiple described reinforced concrete pile occlusion formation retaining wall piling wall.
Above-mentioned occlusion lagging pile, is characterized in that: described reinforcing cage is cylindrical reinforcing steel cage, and the reinforcing cage in described steel concrete pile body and described concrete pile body are laid in coaxial; The outer diameter D of described reinforcing cage 0< D 1, wherein D 1=d-2d 0; Described reinforcing cage comprise vertical applied force reinforcing bar that multiple tracks along the circumferential direction lays with together with the from top to bottom spirality stirrup of cuff outside vertical applied force reinforcing bar described in multiple tracks, vertical applied force reinforcing bar described in multiple tracks is fastenedly connected by spirality stirrup and is integrated.
Above-mentioned occlusion lagging pile, is characterized in that: described
Meanwhile, the invention also discloses that a kind of method step is simple, reasonable in design and the occlusion lagging pile construction method that easy construction, efficiency of construction are high, construction effect is good, it is characterized in that the method comprises the following steps:
Step one, plain concrete pile driving construction: construct to multiple described plain concrete pile respectively from front to back, until complete the work progress of all plain concrete piles;
The construction method of multiple described plain concrete pile is all identical; To when plain concrete pile is constructed described in any one, include following steps:
Step 101, drilling and forming hole and filling concrete are constructed: first carry out drilling and forming hole construction to the stake holes of this plain concrete pile, then concrete perfusion in the boring of construction molding from the bottom to top;
Step 102, pile: after institute's concrete perfusion final set in step 101, obtain the plain concrete pile of construction molding;
Step 2, steel concrete pile driving construction: carry out in work progress to multiple described plain concrete pile from front to back in step one, construct to multiple described reinforced concrete pile from front to back respectively, until complete the work progress of all reinforced concrete piles; After all reinforced concrete piles have all been constructed, obtain the retaining wall piling wall of construction molding;
The construction method of multiple described reinforced concrete pile is all identical; To when reinforced concrete pile is constructed described in any one, include following steps:
Step 201, drilling and forming hole and filling concrete are constructed: first carry out drilling and forming hole construction to the stake holes of this reinforced concrete pile, then concrete perfusion in the boring of construction molding from the bottom to top;
In this step, the drilling and forming hole work progress of described reinforced concrete pile, need two described plain concrete piles adjacent before and after this reinforced concrete pile all constructed after carry out;
Step 202, reinforcing cage insert: adopt vibrator and with mode of vibration, by institute's concrete perfusion in the reinforcing cage inserting step 201 of machine-shaping in advance;
Step 203, pile: after institute's concrete perfusion final set in step 201, reinforcing cage described in step 202 is fastened and fixed in described concrete pile body, obtains the reinforced concrete pile of construction molding.
Said method, is characterized in that: when carrying out reinforcing cage insertion in step 202, after in step 201, filling concrete has been constructed, and inserts in institute's concrete perfusion immediately by the reinforcing cage of machine-shaping in advance; Further, in step 201 before institute's concrete perfusion initial set, reinforcing cage insertion process is completed.
Said method, is characterized in that: when carrying out drilling and forming hole and filling concrete construction in step 101 neutralization procedure 201, all adopt castinplace pile shaped device to carry out constructing and the drilling and forming hole adopted and filling concrete construction method all identical;
Described castinplace pile shaped device comprises assembles by drilling rod and the coaxial drill bit be arranged on bottom drilling rod the drilling equipment formed, in drilling process along drilling direction described drilling equipment transferred and creep into put in place after along drilling direction, described drilling equipment is promoted transfer/Hoisting System, described drilling equipment is driven to carry out the electronic rotation driving mechanism rotated continuously, describedly to transfer/Hoisting System to drilling rod carry out in lifting process by drilling rod to continuous grouting form the grouting equipment of bored pile in shaping boring, in drilling process, the actual drilling depth of described drilling equipment detected in real time and in lifting process, the real-time drilling depth/hoisting depth detecting unit detected carried out to the actual hoisting depth of described drilling equipment, in drilling process, the moment of torsion of drilling rod is carried out to the drilling rod torque detecting unit detected in real time, / Hoisting System is transferred to described, described electronic rotation driving mechanism and described grouting equipment carry out the controller controlled and the parameter input unit connected with described controller, described drilling depth/hoisting depth detecting unit and drilling rod torque detecting unit all connect with described controller, described electronic rotation driving mechanism is in transmission connection by the outer end of connecting gear one with drilling rod, and described electronic rotation driving mechanism connects with controller, describedly to transfer/Hoisting System connects with the outer end of drilling rod, described grouting equipment comprises slip storage device, the pumping line connected with described slip storage device and the driving pump be arranged on pumping line, and described driving pump is undertaken controlling by described controller and it connects with described controller, described drilling rod comprises inner hollow and all identical slip casting core bar one of diameter and the helical blade one that is laid on slip casting core bar one lateral wall from top to bottom from top to bottom, and the width of described helical blade one is all identical from top to bottom, on the outer end that described pumping line is arranged on drilling rod and its communicate with the inside of slip casting core bar one, be provided with serrated knife from top to bottom outside described helical blade one, the described serrated knife width stretched out outside helical blade one is d 1, wherein d 1=15mm ~ 30mm, the outer diameter D 1 > Φ 150mm of described slip casting core bar one, the outer diameter D 2 > Φ 200mm of described helical blade one and D2=d-2d 1, have grout outlet bottom described drill bit and described grout outlet is provided with flap valve, describedly to transfer/Hoisting System comprises drilling rod and promotes and transfer wirerope and promote drilling rod and transfer the electric retracting-releasing device that wirerope carries out folding and unfolding, and one end that described drilling rod promoted and transferred wirerope is fixed on drilling rod and its other end is fastened on described electric retracting-releasing device,
When carrying out drilling and forming hole and filling concrete construction in step 101 neutralization procedure 201, include following steps:
Step I, Initial parameter sets: by the setting of described parameter input unit adopt multiple initial parameters of castinplace pile shaped device; Multiple described initial parameter comprises the initial rotary speed setting value v of drilling rod in drilling rod torque maximum Mmax, drilling process turn 1, drilling rod initial lowering velocity setting value v put, carry the initial rotary speed setting value v of drilling rod in drill-through journey turn 2, carry the hoisting velocity v of drilling rod in drill-through journey carry, described grouting equipment initial pump discharge m 0with the need long L of shaping Pile and stake footpath d;
Step II, to creep into: control after described electric retracting-releasing device and described electronic rotation driving mechanism start by described controller, then v set in integrating step I turn 1and v putand carry out control adjustment by the rotating speed of described controller to described electric retracting-releasing device and described electronic rotation driving mechanism with turning to, described drilling equipment is in and creeps into state downwards, and make drilling rod promote with transfer wirerope be in drilling rod is transferred transfer state; In drilling process, by the actual torque M of drilling rod torque detecting unit to drilling rod in drilling process realdetect in real time and by institute's Detection Information synchronous driving to described controller, described controller calls the actual torque M that drilling rod moment of torsion difference comparison module judges drilling rod under current state realwhether more than Mmax, and according to judged result, described electronic rotation driving mechanism is controlled: when judgement draws M realduring >Mmax, described controller carries out deceleration adjustment by controlling described electronic rotation driving mechanism to the rotary speed of drilling rod; Otherwise described controller carries out acceleration adjustment by controlling described electronic rotation driving mechanism to the rotary speed of drilling rod;
Meanwhile, drilling depth/hoisting depth detecting unit is passed through in drilling process to the actual drilling depth L of described drilling equipment realto detect in real time and by institute's Detection Information synchronous driving to described controller, until L realduring>=L, described controller makes drilling rod stop creeping into downwards by controlling described electric retracting-releasing device, obtains shaping boring and enters step III;
Step III, carry brill and synchronous grouting: v set in integrating step I carry, v turn 2and m 0and by described controller, described electric retracting-releasing device, described electronic rotation driving mechanism and described driving pump are controlled, make drilling rod promote and transfer wirerope and be in the lifting state that drilling rod is promoted, and control to carry out continuous grouting in the shaping boring of the backward institute of described driving pump startup, now described drilling equipment is in brill state of putting forward; Carry in drill-through journey, under the control action of described controller, described drilling rod is in the direction of rotation rotation status identical with drilling process or rotary speed is the non-rotating state of zero;
Meanwhile, described controller also need to call hoisting depth monitoring module judge current state under actual hoisting depth H realwhether be greater than and need the long L of shaping Pile, and according to judged result, described electric retracting-releasing device, described electronic rotation driving mechanism and described driving pump are controlled: when judgement draws H realduring>=L, it is all out of service that described controller controls described electric retracting-releasing device, described electronic rotation driving mechanism and described driving pump, now completes the forming process of drilling and forming hole and filling concrete construction.
Said method, is characterized in that: described helical blade one is single coil configuration and its pitch K > 200mm;
Described castinplace pile shaped device also comprises in drilling process along the pressing mechanism that drilling direction pressurizes to drilling rod, in drilling process, the rotating speed of drilling rod is carried out to the rod rotation speed detecting unit detected in real time, carry out detecting in real time drilling rod institute bearing load in the drilling rod lowering velocity detecting unit that detects in real time and drilling process to the actual lowering velocity of drilling rod in drilling process and by institute's Detection Information synchronous driving to the drilling rod loading detection unit of described controller, described rod rotation speed detecting unit, drilling rod lowering velocity detecting unit and drilling rod loading detection unit all connect with described controller, described pressing mechanism is arranged on drilling rod and it is controlled by described controller,
In step I, multiple described initial parameter also comprises drilling rod load maximum value Fmax, drilling depth difference setting value S 0with the pitch K of helical blade one;
In step II in drilling process, by rod rotation speed detecting unit and drilling rod lowering velocity detecting unit respectively to the actual speed V of drilling rod turnwith the actual lowering velocity V of drilling rod putto detect in real time and by institute's Detection Information synchronous driving to described controller; Described controller calls drilling depth differential conversion module and according to formula S real=V turn× d-V putto current drilling depth difference S realcalculate, and call drilling depth difference difference comparsion module and judge current drilling depth difference S realwhether be less than drilling depth difference setting value S 0, and according to judged result, described pressing mechanism is controlled: when judgement draws S real< S 0time, controlled described pressing mechanism by described controller, the pressure that described pressing mechanism is applied on described drilling equipment reduces gradually until S real>=S 0;
Otherwise, the load F that under the current state detect drilling rod loading detection unit, drilling rod bears realanalyze, judge load F realwhether more than Fmax: when judgement draws F realduring < Fmax, controlled described pressing mechanism by described controller, the pressure that described pressing mechanism is applied on described drilling equipment increases gradually, with meet described drilling equipment to lower feeding demand; Otherwise, when judgement draws F realduring>=Fmax, maintain the pressure that described pressing mechanism is applied on described drilling equipment constant;
Carry in drill-through journey in step III, described controller, by controlling described pressing mechanism, makes the described pressing mechanism pressure be applied on described drilling equipment be zero.
Said method, it is characterized in that: described castinplace pile shaped device also comprise creep into put in place after drive described drilling equipment to rotate to described electronic rotation driving mechanism drive current carry out the drilling rod rotary actuation current detecting unit that detects in real time, described drilling rod rotary actuation current detecting unit connects with described controller; In step I multiple described initial parameter also comprise creep into before the unloaded drive current I of described electronic rotation driving mechanism;
When controller described in step II makes drilling rod stop creeping into downwards by controlling described electric retracting-releasing device, described drilling equipment creeps into and puts in place;
After described drilling equipment creeps into and puts in place, also need to carry out creeping into the subsequent treatment that puts in place: the drive current I driving described drilling equipment to rotate to electronic rotation driving mechanism described under current state by drilling rod rotary actuation current detecting unit realto detect in real time and by institute's Detection Information synchronous driving to described controller, described controller is analyzed drilling rod rotary actuation current detecting unit institute Detection Information under current state, and works as I realduring=I, complete drilling process; Afterwards, also need to carry out compaction treatment at the bottom of the described shaping drilling hole crept into; Before compaction treatment, first by described parameter input unit input compaction treatment time t;
And when carrying out compaction treatment, the rotary speed of drilling rod, by controlling described electronic rotation driving mechanism, is down to below 3r/min by described controller; Meanwhile, described controller passes through to control described pressing mechanism, by drilling rod institute bearing load F realbe adjusted to Fmax; Afterwards, described controller, according to the compaction treatment time t preset, completes the compaction treatment process at the bottom of described shaping drilling hole.
Said method, is characterized in that: described pressing mechanism is steel cable type water booster system or sprocket chain strip water booster system, described steel cable type water booster system comprises and carries out drop-down pressurization wirerope along drilling direction to drilling rod and provide the applying mechanism one of downward pulling force for pressurization wirerope, and one end of described pressurization wirerope is fixed on described electronic rotation driving mechanism or drilling rod and its other end is fixed on described applying mechanism one, described sprocket chain strip water booster system comprises sprocket chain strip transmission mechanism and applying mechanism two, described sprocket chain strip transmission mechanism comprises and carries out drop-down chain along drilling direction to drilling rod, driven by described applying mechanism two and carry out rotating and the drive sprocket that drive chain carries out synchronous axial system while rotating and multiple driven sprockets of leading to chain, described drive sprocket and multiple described driven sprocket are all used in combination with chain, and the two ends of described chain are separately fixed at the top and the bottom of described electronic rotation driving mechanism, wheel shaft and the described applying mechanism two of described drive sprocket are in transmission connection, described applying mechanism one and described applying mechanism two control by described controller,
Described applying mechanism one and described applying mechanism two are described electric retracting-releasing device, and one end of described pressurization wirerope is fixed on bottom described electronic rotation driving mechanism or the upper end of drilling rod and its other end is fastened on described electric retracting-releasing device; Wheel shaft and the described electric retracting-releasing device of described drive sprocket are in transmission connection; The drop-down speed of chain described in drilling process or pressurization wirerope promotes all identical with the actual lowering velocity of drilling rod with the lowering velocity of transferring wirerope with drilling rod; The actual lowering velocity of described drilling rod is consistent with the running speed of described electric retracting-releasing device;
Carry in drilling process neutralization procedure III in drill-through journey in step II, described controller is by controlling the running speed of the described electric retracting-releasing device of adjustment, the pressure that described pressing mechanism is applied on described drilling equipment is adjusted: when the pressure that need be applied on described drilling equipment described pressing mechanism carries out increase adjustment, the running speed of described electric retracting-releasing device tuned up gradually, now described drilling equipment is in pressurized state; When the pressure that need be applied on described drilling equipment described pressing mechanism carries out reduction adjustment, the running speed of described electric retracting-releasing device turned down gradually, now described drilling equipment is in decompression state; And when the running speed of described electric retracting-releasing device to be turned gradually down the pressure be applied on described drilling equipment to described pressing mechanism be zero, then described drilling equipment is in its non-pressurized condition.
In addition, the invention also discloses a kind of application being engaged lagging pile, it is characterized in that: be fastenedly connected by multiple described occlusion lagging pile the foundation ditch dado structure that paired foundation ditch carries out reinforcing, described foundation ditch dado structure is I-shaped, L-shaped, door font, T-shaped or square shape.
The present invention compared with prior art has the following advantages:
1, the occlusion lagging pile structure adopted is simple, reasonable in design, construction cost is lower and easy construction, construction quality are easy to ensure.
2, the occlusion lagging pile adopted adopts plain concrete pile to be laid staggeredly with reinforced concrete pile and the mode be mutually engaged, and retaining wall is effective.And, the pile body of each reinforced concrete pile and the pile body interlocking pile mutually of two plain concrete piles being positioned at both sides before and after it, make there is no gap between plain concrete pile and reinforced concrete pile, effectively can seal the water outside grade foundation ditch, make retaining wall form the sealing surface of continuous effective.Meanwhile, owing to placing a reinforced concrete pile between two plain concrete piles, make occlusion lagging pile have enough bendings resistance, effectively can keep out the soil pressure outside wall and building pressure, ensure the safety of foundation pit walls.
3, in the occlusion lagging pile adopted reinforced concrete pile and and before and after it both sides two plain concrete piles between bite size design reasonable, not only easy construction, and construction effect is good, construction quality is easy to ensure.
4, simple, the reasonable in design and easy construction of the occlusion lagging pile construction method step adopted, efficiency of construction is high, construction effect good, can be easy, fast and high-quality completes the work progress of occlusion lagging pile.During practice of construction, first to constructing to multiple plain concrete pile from front to back, and in multiple plain concrete pile work progress, between adjacent two plain concrete piles of having constructed, multiple reinforced concrete pile is constructed respectively from front to back, work progress is safe and reliable, construction quality is easy to ensure and construction effect is good, workable.
5, to steel concrete pile driving construction time, adopt and first carry out drilling and forming hole and the construction method of reinforcing cage is inserted in filling concrete construction again, there is easy construction, difficulty of construction be low, speed of application is fast, efficiency is high, construction quality is high, the feature such as mud-less pollution, construction costs are low, environmental protection, be particularly useful for construction and the two reinforced concrete pile work progress be mutually engaged between two plain concrete piles of having constructed.
When 6, drilling and forming hole and filling concrete construction being carried out to plain concrete pile and reinforced concrete pile, the castinplace pile shaped device reasonable in design adopted, use easy and simple to handle and result of use good, intelligence degree is high, service behaviour is safe and reliable.Simultaneously, the moment of torsion of this shaped device is large, speed is fast, can low cost, expeditiously drilling construction is carried out to various complicated geological soil layer, overcoming traditional pore-creating filling pile, to execute time cost at complex random systems such as sand bed, cobble, decomposed rock, groundwater table are high high, speed of application is slow, the shortcoming even cannot constructed.Being provided with pressing mechanism simultaneously, can being pressurizeed to drilling rod by wirerope or chain, when meeting closely knit boulder bed or strong-weathered rock, can compression system be enabled, to keep the feeding of drill bit.Adopt compression system can carry out compaction at the bottom of hole during whole hole, avoid stake end loosened soil.The pressing mechanism adopted, high pulling torque drilling rod and high-strength drill bit match, close above boulder bed during this shaped device can be crept into, and have stronger embedding ability.In addition, electronic rotation driving mechanism adopts high pulling torque adjustable speed unit head, i.e. double dynamical high powe design pattern, for extruding construction provides enough power sources.Unit head rotating speed and the hoist engine rotating speed of this shaped device all adopt linear smoothing speed governing, coordinate the control of industrial computer to make can produce unearthed and soil compaction two kinds of bore modes in construction, to tackle different soil.Thus, there is feature applied widely, by changing the drilling rod of different-diameter and drill bit, can to piles with different footpath and the castinplace pile of long more than 30 meters of stake construct.Further, have and automatically control pumping controlling functions, for pile quality is given security.
7, the drilling rod adopted and drill bit, when running into boulder bed, be extruded in hole wall by drilling tool by large diameter cobble, and the unearthed passage of the helical blade composition of different in width can by outside the cobble tap of minor diameter.The drilling rod adopted is half soil compaction type drilling rod, coordinates automatic control system to control " drilling depth is poor ", makes soil press ratio can reach more than 2 times.
The helical blade one of 8, drilling rod is provided with serrated knife from top to bottom, can effective Concrete Cutting, occlusion between stake is connected, and overcoming conventional drill effectively cannot carry out the shortcoming of pile body occlusion by Concrete Cutting.Because occlusion lagging pile is in work progress, needs between two piles of concrete perfusion, carry out occlusion and hole, require that drilling rod has the ability of Concrete Cutting; The blade edge of conventional drill is smooth; And the alloy serrated knife that on drilling rod of the present invention, welded high-strength is special, make its edge be dentation, can Concrete Cutting tartly, realize smooth engagement.Meanwhile, design is optimized to the structure of cutting teeth in serrated knife, quantity and installation position etc., ensures hole quality and drilling construction efficiency further.
9, the castinplace pile shaped device automaticity adopted is high, is provided with pump discharge checking system, bores dark checking system and detect rate of pumping and hoisting velocity checking system in real time, and by industrial computer cooperation control.Thus, actual when constructing to occlusion lagging pile, the verticality of rod boring etc. can be precisely controlled, can effectively, the verticality of Reliable guarantee pile is less than or equal to 3/1000ths, accurately carry out pile body occlusion and construct.
10, the drilling and forming hole adopted and filling concrete construction method step be simple, it is convenient to realize and good forming effect, the quality of shaping plain concrete pile and reinforced concrete pile high, during practice of construction, first align piles position the head that turns on the power drive drilling rod to be rotated, and start hoist engine lowering drill pipes simultaneously; Afterwards, when drill bit enters rock stratum, drilling depth missionary society obviously increases, and now opens pressing mechanism and does to creep into into rock; When creeping into projected depth, drilling rod with rotate forward lifting or quiet mode of pulling out upwards carry brill, concrete ground pump synchronously starts pumping concrete; Carrying in drill-through journey in addition, real-time detection drilling rod pulls up distance, and calculate required concrete amount, the synchronous actual concrete amount detecting concrete ground pump concrete and send simultaneously, and reach mating between required concrete amount with actual concrete amount by the mode automatically controlling ground pump pump speed, drilling rod inside is made to possess the mixed earth of more than 0.1 side all the time, to guarantee pile quality.
11, the foundation ditch dado structure easy construction adopted and result of use is good, can arbitrarily adjust structure as required, and be all fastenedly connected by a plain concrete pile of mutually occlusion and a reinforced concrete pile between interconnective two retaining wall piling walls, connect reliable, stagnant water effect is good, can form effective foundation ditch retaining wall effect.Meanwhile, this foundation ditch dado structure can be applicable to other construction site needing retaining wall.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Accompanying drawing explanation
Fig. 1-1 is engaged the structural representation of lagging pile for the present invention.
Fig. 1-2 is the top view of Fig. 1-1.
Fig. 1-3 is the structural representation of plain concrete pile of the present invention.
Fig. 1-4 is the structural representation of reinforced concrete pile of the present invention.
Fig. 1-5 is that the present invention is to the method flow block diagram be engaged when lagging pile is constructed.
Fig. 1-6 is the structural representation of construction molding foundation ditch dado structure of the present invention.
Fig. 1-7 adopts by the present invention the structural representation of castinplace pile shaped device.
Fig. 2 adopts by the present invention the structural representation of drilling rod.
Fig. 3 adopts by the present invention the structural representation of drill bit one.
Fig. 4 is the upward view of Fig. 3.
Fig. 5 adopts by the present invention the structural representation of drill bit two.
Fig. 6 is the upward view of Fig. 5.
Fig. 7 adopts by the present invention the using state reference diagram of high pulling torque adjustable speed unit head.
Fig. 8 adopts by the present invention the using state reference diagram of sprocket chain strip water booster system.
Fig. 9 adopts by the present invention the schematic block circuit diagram of castinplace pile shaped device.
Description of reference numerals:
1-high pulling torque adjustable speed unit head; 1-1-rotary drive motor one;
1-2-rotary drive motor two; 1-3-first class reducer one; 1-4-first class reducer two;
1-5-2-level reducer; 1-6-power input shaft one; 1-7-power input shaft two;
1-8-power input gear one; 1-9-power input gear two; 1-10-power output gear;
1-11-power output shaft five; 2-drilling rod promotes and transfers wirerope;
2-1-plain concrete pile; 2-2-reinforced concrete pile; 2-21-reinforcing cage;
2-2-1-vertical applied force reinforcing bar; 2-2-2-spirality stirrup; 2-2-3-circular stirrups;
3-electric winch; 4-drilling depth/hoisting depth detecting unit;
5-directive wheel three; 6-drilling rod; 6-1-slip casting core bar one;
6-2-helical blade one; 6-3-serrated knife; 7-drill bit;
7-1-slip casting core bar two; 7-2-helical blade two; 7-3-slip casting core bar three;
7-4-helical blade three; 7-5-brill tooth one; 7-6-brill tooth two;
8-frame; 9-hydraulic leg; 10-driver's cabin;
11-pressurization wirerope; 12-column; 13-concrete ground pump;
14-pump discharge detecting unit; 15-pumping line; 16-programmable logic controller;
17-Human-machine Control unit; 18-Industrial Personal Computer (IPC); 19-liquid crystal display;
20-drilling rod torque detecting unit; 21-rod rotation speed detecting unit;
22-directive wheel one; 23-directive wheel two; 25-chain;
26-drive sprocket; 27-driven sprocket;
28-drilling rod loading detection unit; 29-drilling rod lowering velocity detecting unit;
30-drilling rod rotary actuation current detecting unit; 31-timing circuit;
32-foundation ditch.
Detailed description of the invention
One occlusion lagging pile as shown in Fig. 1-1, Fig. 1-2, comprise multiple plain concrete pile 2-1 of laying from front to back and multiple reinforced concrete pile 2-2 laid from front to back, multiple described plain concrete pile 2-1 and multiple described reinforced concrete pile 2-2 is all in vertically to laying and it is all laid on same vertical plane, and multiple described plain concrete pile 2-1 is cylindrical stake with multiple described reinforced concrete pile 2-2 and it is long all identical with stake footpath.Composition graphs 1-4, the structure of multiple described reinforced concrete pile 2-2 is all identical and its pile body is steel concrete pile body, and described steel concrete pile body is made up of concrete pile body and the reinforcing cage 2-21 be laid in described concrete pile body.Composition graphs 1-3, the structure of multiple described plain concrete pile 2-1 is all identical and its pile body is plain concrete pile body.Described plain concrete pile 2-1 and reinforced concrete pile 2-2, in being laid staggeredly, is laid with a reinforced concrete pile 2-2 between adjacent two described plain concrete pile 2-1; The pile body of each described reinforced concrete pile 2-2 is engaged mutually with the pile body of two that are positioned at both sides before and after it described plain concrete pile 2-1, and each described reinforced concrete pile 2-2 and before and after it both sides two described plain concrete pile 2-1 between pile spacing be D, wherein D=d-d 0, d 0for the middle part width of bite between the pile body of plain concrete pile 2-1 and the pile body of reinforced concrete pile 2-2 and d 0>=50mm, d are the stake footpath of plain concrete pile 2-1 and reinforced concrete pile 2-2 and d > Φ 240mm.Multiple described plain concrete pile 2-1 and multiple described reinforced concrete pile 2-2 is engaged formation retaining wall piling wall.
In the present embodiment, the stake of multiple described plain concrete pile 2-1 and multiple described reinforced concrete pile 2-2 is long is L.
Further, multiple described plain concrete pile 2-1 is in evenly laying, and multiple described reinforced concrete pile 2-2 is in evenly laying.
In the present embodiment, the stake footpath of described plain concrete pile 2-1 and reinforced concrete pile 2-2 is d, and d=Φ 300mm ~ Φ 800mm.
During practice of construction, can according to specific needs, the value size of d be adjusted accordingly.
In the present embodiment, described and d 0>=50mm.During practice of construction, can according to specific needs, to d 0value size adjust accordingly.
In the present embodiment, described reinforcing cage 2-21 is cylindrical reinforcing steel cage, and the reinforcing cage 2-21 in described steel concrete pile body and described concrete pile body are laid in coaxial.The outer diameter D of described reinforcing cage 2-21 0< D 1, wherein D 1=d-2d 0.Described reinforcing cage 2-21 comprise vertical applied force reinforcing bar 2-2-1 that multiple tracks along the circumferential direction lays with together with the from top to bottom spirality stirrup 2-2-2 of cuff outside vertical applied force reinforcing bar 2-2-1 described in multiple tracks, vertical applied force reinforcing bar 2-2-1 described in multiple tracks is fastenedly connected by spirality stirrup 2-2-2 and is integrated.
Meanwhile, described reinforcing cage 2-21 also comprises the circular stirrups 2-2-3 that multiple tracks is laid from top to bottom, circular stirrups 2-2-3 described in multiple tracks from top to bottom lay and its equal cuff outside vertical applied force reinforcing bar 2-2-1 described in multiple tracks.In the present embodiment, described in per pass, vertical applied force reinforcing bar 2-2-1 is all connected with welding manner between circular stirrups 2-2-3 with described in multiple tracks.
Actually add man-hour, be all fixed with welding manner between vertical applied force reinforcing bar 2-2-1 with spirality stirrup 2-2-2 described in multiple tracks and be connected.
In the present embodiment,
During practice of construction, can according to specific needs, to D 0value size adjust accordingly.
In the present embodiment, the size of vertical applied force reinforcing bar 2-2-1 described in multiple tracks is all identical and its top all extend out to outside described concrete pile body, and described in multiple tracks, vertical applied force reinforcing bar 2-2-1 along the circumferential direction evenly lays.The structure of circular stirrups 2-2-3 described in multiple tracks is all identical with size and it is from top to bottom in evenly laying.
During practice of construction, described vertical applied force reinforcing bar 2-2-1, spirality stirrup 2-2-2 and circular stirrups 2-2-3 also can adopt shaped steel or other metal rod, to obtain better bending resistance.
One occlusion lagging pile construction method as Figure 1-5, comprises the following steps:
Step one, plain concrete pile driving construction: construct to multiple described plain concrete pile 2-1 respectively from front to back, until complete the work progress of all plain concrete pile 2-1;
The construction method of multiple described plain concrete pile 2-1 is all identical; To when plain concrete pile 2-1 constructs described in any one, include following steps:
Step 101, drilling and forming hole and filling concrete are constructed: first carry out drilling and forming hole construction to the stake holes of this plain concrete pile 2-1, then concrete perfusion in the boring of construction molding from the bottom to top;
Step 102, pile: after institute's concrete perfusion final set in step 101, obtain the plain concrete pile 2-1 of construction molding;
Step 2, steel concrete pile driving construction: carry out in work progress to multiple described plain concrete pile 2-1 from front to back in step one, respectively multiple described reinforced concrete pile 2-2 is constructed from front to back, until complete the work progress of all reinforced concrete pile 2-2; After all reinforced concrete pile 2-2 have all constructed, obtain the retaining wall piling wall of construction molding;
The construction method of multiple described reinforced concrete pile 2-2 is all identical; To when reinforced concrete pile 2-2 constructs described in any one, include following steps:
Step 201, drilling and forming hole and filling concrete are constructed: first carry out drilling and forming hole construction to the stake holes of this reinforced concrete pile 2-2, then concrete perfusion in the boring of construction molding from the bottom to top;
In this step, the drilling and forming hole work progress of described reinforced concrete pile 2-2, carries out after two described plain concrete pile 2-1 that need be adjacent before and after this reinforced concrete pile 2-2 have all constructed;
Step 202, reinforcing cage insert: adopt vibrator and with mode of vibration, by institute's concrete perfusion in the reinforcing cage 2-21 inserting step 201 of machine-shaping in advance;
Step 203, pile: after institute's concrete perfusion final set in step 201, the 2-21 of reinforcing cage described in step 202 is fastened and fixed in described concrete pile body, obtains the reinforced concrete pile 2-2 of construction molding.
In the present embodiment, when carrying out reinforcing cage insertion in step 202, after in step 201, filling concrete has been constructed, immediately the reinforcing cage 2-21 of machine-shaping is in advance inserted in institute's concrete perfusion; Further, in step 201 before institute's concrete perfusion initial set, reinforcing cage insertion process is completed.
In the present embodiment, when carrying out drilling and forming hole and filling concrete construction in step 101 neutralization procedure 201, the diameter of institute's construction molding boring is d and its degree of depth is L.
In the present embodiment, when carrying out drilling and forming hole and filling concrete construction in step 101 neutralization procedure 201, all adopt castinplace pile shaped device to carry out constructing and the drilling and forming hole adopted and filling concrete construction method all identical;
As Fig. 1-7, shown in Fig. 9, described castinplace pile shaped device comprises assembles by drilling rod 6 and the coaxial drill bit 7 be arranged on bottom drilling rod 6 drilling equipment formed, in drilling process along drilling direction described drilling equipment transferred and creep into put in place after along drilling direction, described drilling equipment is promoted transfer/Hoisting System, described drilling equipment is driven to carry out the electronic rotation driving mechanism rotated continuously, describedly to transfer/Hoisting System to drilling rod 6 carry out in lifting process by drilling rod 6 to continuous grouting form the grouting equipment of bored pile in shaping boring, in drilling process, the actual drilling depth of described drilling equipment detected in real time and in lifting process, the real-time drilling depth/hoisting depth detecting unit 4 detected carried out to the actual hoisting depth of described drilling equipment, in drilling process, the moment of torsion of drilling rod 6 is carried out to the drilling rod torque detecting unit 20 detected in real time, / Hoisting System is transferred to described, described electronic rotation driving mechanism and described grouting equipment carry out the controller controlled and the parameter input unit connected with described controller, described drilling depth/hoisting depth detecting unit 4 and drilling rod torque detecting unit 20 all connect with described controller.Described electronic rotation driving mechanism is in transmission connection by the outer end of connecting gear one with drilling rod 6, and described electronic rotation driving mechanism connects with controller.Describedly to transfer/Hoisting System connects with the outer end of drilling rod 6.Described grouting equipment comprises slip storage device, the pumping line 15 connected with described slip storage device and the driving pump be arranged on pumping line 15, and described driving pump is undertaken controlling by described controller and it connects with described controller.Composition graphs 2, described drilling rod 6 comprises inner hollow and all identical slip casting core bar one 6-1 of diameter and helical blade one 6-2 that is laid on slip casting core bar one 6-1 lateral wall from top to bottom from top to bottom, and the width of described helical blade one 6-2 is all identical from top to bottom.On the outer end that described pumping line 15 is arranged on drilling rod 6 and its communicate with the inside of slip casting core bar one 6-1.Be provided with serrated knife 6-3 from top to bottom outside described helical blade one 6-2, the described serrated knife 6-3 width stretched out outside helical blade one 6-2 is d 1, wherein d 1=15mm ~ 30mm.The outer diameter D 2 > Φ 200mm of the outer diameter D 1 > Φ 150mm of described slip casting core bar one 6-1, described helical blade one 6-2 and D2=d-2d 1.Have grout outlet bottom described drill bit 7 and described grout outlet is provided with flap valve.Describedly to transfer/Hoisting System comprises drilling rod and promotes and transfer wirerope 2 and promote drilling rod and transfer the electric retracting-releasing device that wirerope 2 carries out folding and unfolding, and one end that described drilling rod promoted and transferred wirerope 2 is fixed on drilling rod 6 and its other end is fastened on described electric retracting-releasing device.
When carrying out drilling and forming hole and filling concrete construction in step 101 neutralization procedure 201, include following steps:
Step I, Initial parameter sets: by the setting of described parameter input unit adopt multiple initial parameters of castinplace pile shaped device; Multiple described initial parameter comprises the initial rotary speed setting value v of drilling rod 6 in drilling rod torque maximum Mmax, drilling process turn 1, drilling rod 6 initial lowering velocity setting value v put, carry the initial rotary speed setting value v of drilling rod 6 in drill-through journey turn 2, carry the hoisting velocity v of drilling rod 6 in drill-through journey carry, described grouting equipment initial pump discharge m 0with the need long L of shaping Pile and stake footpath d;
Step II, to creep into: control after described electric retracting-releasing device and described electronic rotation driving mechanism start by described controller, then v set in integrating step I turn 1and v putand carry out control adjustment by the rotating speed of described controller to described electric retracting-releasing device and described electronic rotation driving mechanism with turning to, described drilling equipment is in and creeps into state downwards, and make drilling rod promote with transfer wirerope 2 be in drilling rod 6 is transferred transfer state; In drilling process, by the actual torque M of drilling rod 6 in drilling rod torque detecting unit 20 pairs of drilling processes realdetect in real time and by institute's Detection Information synchronous driving to described controller, described controller calls the actual torque M that drilling rod moment of torsion difference comparison module judges drilling rod 6 under current state realwhether more than Mmax, and according to judged result, described electronic rotation driving mechanism is controlled: when judgement draws M realduring >Mmax, described controller carries out deceleration adjustment by controlling described electronic rotation driving mechanism to the rotary speed of drilling rod 6; Otherwise described controller carries out acceleration adjustment by controlling described electronic rotation driving mechanism to the rotary speed of drilling rod 6; In actual use procedure, by described parameter input unit, the acceleration adjustment speed of drilling rod 6 rotary speed and adjustment speed of slowing down are preset.
Meanwhile, drilling depth/hoisting depth detecting unit 4 is passed through in drilling process to the actual drilling depth L of described drilling equipment realto detect in real time and by institute's Detection Information synchronous driving to described controller, until L realduring>=L, described controller makes drilling rod 6 stop creeping into downwards by controlling described electric retracting-releasing device, obtains shaping boring and enters step III;
Step III, carry brill and synchronous grouting: v set in integrating step I carry, v turn 2and m 0and by described controller, described electric retracting-releasing device, described electronic rotation driving mechanism and described driving pump are controlled, make drilling rod promote and transfer wirerope 2 and be in the lifting state that drilling rod 6 is promoted, and control to carry out continuous grouting in the shaping boring of the backward institute of described driving pump startup, now described drilling equipment is in brill state of putting forward; Carry in drill-through journey, under the control action of described controller, described drilling rod 6 is in the direction of rotation rotation status identical with drilling process or rotary speed is the non-rotating state of zero;
Meanwhile, described controller also need to call hoisting depth monitoring module judge current state under actual hoisting depth H realwhether be greater than and need the long L of shaping Pile, and according to judged result, described electric retracting-releasing device, described electronic rotation driving mechanism and described driving pump are controlled: when judgement draws H realduring>=L, it is all out of service that described controller controls described electric retracting-releasing device, described electronic rotation driving mechanism and described driving pump, now completes the forming process of drilling and forming hole and filling concrete construction.
In the present embodiment, described D2=A × D1, wherein A=1.5 ~ 2.5.
During actual installation, one end of described pumping line 15 connects with described slip storage device, and its other end is arranged on above the outer end of drilling rod 6.
Actually add man-hour, described slip casting core bar one 6-1 is straight bar.The structure of described helical blade one 6-2, size, spiral angle are all identical from top to bottom with helical blade spacing.
Further, described serrated knife 6-3 is spirality.
In the present embodiment, described serrated knife 6-3 is made up of multiple cutting teeth from top to bottom laid along the hand of spiral, and multiple described cutting teeth is laid in outside helical blade one 6-2 and its inner from top to bottom and is all fixed on the upper surface of helical blade one 6-2.
In the present embodiment, d 1=20mm.
Actually add man-hour, can according to specific needs, to d 1value size adjust accordingly.
In the present embodiment, the structure of multiple described cutting teeth is all identical with size and it is from top to bottom in evenly laying.
Further, described cutting teeth is carbide button, is specially tungsten alloy tooth.Actually add man-hour, described cutting teeth also can adopt the carbide button of other material.
In the present embodiment, described cutting teeth is triangle.
In the present embodiment, described helical blade one 6-2 is single coil configuration and its pitch K > 200mm.
Further, the pitch K of described helical blade one 6-2 is less than 300mm.In described slip casting core bar one 6-1 length be K sections on the quantity of set cutting teeth be 15 ~ 40.
Described drill bit 7 is drill bit one or drill bit two.
Composition graphs 3 and Fig. 4, described drill bit one comprises inner hollow and all identical slip casting core bar two 7-1 of diameter and helical blade two 7-2 that is laid on slip casting core bar two 7-1 lateral wall from top to bottom from top to bottom, the width of described helical blade two 7-2 is all identical from top to bottom, is provided with apex point two bottom described slip casting core bar two 7-1.Specifically, the structure of described helical blade two 7-2, size, spiral angle are all identical from top to bottom with helical blade spacing.In the present embodiment, described helical blade two 7-2 is double-spiral structure, and the lateral wall of described apex point two is laid with multiple brill tooth one 7-5 along the hand of spiral, and described brill tooth one 7-5 is tungsten alloy brill tooth.
During actual use, described drill bit one is for softer soil layer, and its helical blade two 7-2 adopts two helicitic texture, and apex point two adopts manganeisen to mould, and boring tooth one 7-5 is tungsten alloy pick.In practice of construction process, according to practice of construction geological condition, the setting angle boring tooth one 7-5 (i.e. pick) does corresponding change to shape; The brill tooth being positioned at apex point two bottom center in multiple described brill tooth one 7-5 carries out heartcut, and other brill tooth be positioned on described apex point two lateral wall does periphery cutting.
Actually add man-hour, the external diameter of described helical blade two 7-2 is identical with the external diameter of helical blade one 6-2.
Composition graphs 5 and Fig. 6, described drill bit two comprises inner hollow and all identical slip casting core bar three 7-3 of diameter and helical blade three 7-4 that is laid on slip casting core bar three 7-3 lateral wall from top to bottom from top to bottom, the width of described helical blade three 7-4 from top to bottom increases gradually, is provided with apex point three bottom described slip casting core bar three 7-3.Meanwhile, the spiral angle of described helical blade three 7-4 is all identical from top to bottom with helical blade spacing.In the present embodiment, the lateral wall of described helical blade three 7-4 is provided with multiple brill tooth two 7-6 from top to bottom, and described brill tooth two 7-6 is tungsten alloy brill tooth.During actual use, described drill bit two waits hard soil layer for severely-weathered, and tapered thread structure progressively cuts pore-forming by path to large footpath.
In the present embodiment, described castinplace pile shaped device also comprises in drilling process along the pressing mechanism that drilling direction pressurizes to drilling rod 6, in drilling process, the rotating speed of drilling rod 6 is carried out to the rod rotation speed detecting unit 21 detected in real time, carry out detecting in real time drilling rod 6 bearing loads in the drilling rod lowering velocity detecting unit 29 that detects in real time and drilling process to the actual lowering velocity of drilling rod 6 in drilling process and by institute's Detection Information synchronous driving to the drilling rod loading detection unit 28 of described controller, described rod rotation speed detecting unit 21, drilling rod lowering velocity detecting unit 29 and drilling rod loading detection unit 28 all connect with described controller, described pressing mechanism is arranged on drilling rod 6 and it is controlled by described controller.
Actual when using, pressing mechanism described in drilling process carries out pressurizeing to drilling rod 6 and the actual lowering velocity of tackling drilling rod 6 mutually adjusts along drilling direction, and described pressing mechanism is arranged on drilling rod 6.
In the present embodiment, in step I, multiple described initial parameter also comprises drilling rod load maximum value Fmax, drilling depth difference setting value S 0with the pitch K of helical blade one 6-2;
In step II in drilling process, by rod rotation speed detecting unit 21 and drilling rod lowering velocity detecting unit 29 respectively to the actual speed V of drilling rod 6 turnwith the actual lowering velocity V of drilling rod 6 putto detect in real time and by institute's Detection Information synchronous driving to described controller; Described controller calls drilling depth differential conversion module and according to formula S real=V turn× d-V putto current drilling depth difference S realcalculate, and call drilling depth difference difference comparsion module and judge current drilling depth difference S realwhether be less than drilling depth difference setting value S 0, and according to judged result, described pressing mechanism is controlled: when judgement draws S real< S 0time, controlled described pressing mechanism by described controller, the pressure that described pressing mechanism is applied on described drilling equipment reduces gradually until S real>=S 0;
Otherwise, the load F that under the current state detect drilling rod loading detection unit 28, drilling rod 6 bears realanalyze, judge load F realwhether more than Fmax: when judgement draws F realduring < Fmax, controlled described pressing mechanism by described controller, the pressure that described pressing mechanism is applied on described drilling equipment increases gradually, with meet described drilling equipment to lower feeding demand; Otherwise, when judgement draws F realduring>=Fmax, maintain the pressure that described pressing mechanism is applied on described drilling equipment constant;
Carry in drill-through journey in step III, described controller, by controlling described pressing mechanism, makes the described pressing mechanism pressure be applied on described drilling equipment be zero.
In actual use procedure, described pressing mechanism is steel cable type water booster system or sprocket chain strip water booster system.Composition graphs 1-7, in the present embodiment, described pressing mechanism is steel cable type water booster system, described steel cable type water booster system comprises and carries out drop-down pressurization wirerope 11 along drilling direction to drilling rod 6 and provide the applying mechanism one of downward pulling force for pressurization wirerope 11, and one end of described pressurization wirerope 11 is fixed on described electronic rotation driving mechanism or drilling rod 6 and its other end is fixed on described applying mechanism one.Described applying mechanism one is controlled by described controller.
When actual installation is laid, one end of described pressurization wirerope 11 is fixed on described electronic rotation driving mechanism bottom and its other end is fastened on described electric retracting-releasing device.Meanwhile, described column 12 is provided with the directive wheel 35 that pressurization wirerope 11 is led.
During actual use, also can adopt the pressing mechanism of other type.Composition graphs 8, described pressing mechanism is sprocket chain strip water booster system.Described sprocket chain strip water booster system comprises sprocket chain strip transmission mechanism and applying mechanism two, described sprocket chain strip transmission mechanism comprises and carries out drop-down chain 25 along drilling direction to drilling rod 6, driven by described applying mechanism two and carry out rotating and the drive sprocket 26 that drive chain 25 carries out synchronous axial system while rotating and multiple driven sprockets 27 of leading to chain 25, described drive sprocket 26 and multiple described driven sprocket 27 are all used in combination with chain 25, and the two ends of described chain 25 are separately fixed at the top and the bottom of described electronic rotation driving mechanism, wheel shaft and the described applying mechanism two of described drive sprocket 26 are in transmission connection, described applying mechanism one is controlled by described controller.
In the present embodiment, described applying mechanism one and described applying mechanism two are described electric retracting-releasing device, one end of described pressurization wirerope 11 is fixed on bottom described electronic rotation driving mechanism or the upper end of drilling rod 6 and its other end is fastened on described electric retracting-releasing device, and described pressurization wirerope 11 is fixed on bottom described electronic rotation driving mechanism or the fixed point of drilling rod 6 upper end is all positioned on the central axis of drilling rod 6.Wheel shaft and the described electric retracting-releasing device of described drive sprocket 26 are in transmission connection.The drop-down speed of chain 25 described in drilling process or pressurization wirerope 11 promotes all identical with the actual lowering velocity of drilling rod 6 with the lowering velocity of transferring wirerope 2 with drilling rod.The actual lowering velocity of described drilling rod 6 is consistent with the running speed of described electric retracting-releasing device.When actual installation is laid, the wheel shaft of described drive sprocket 26 and the drive motors power output shaft of electric winch 3 are in transmission connection.
To sum up, actual when using, described electric retracting-releasing device and pressurization wirerope 11 or described sprocket chain strip transmission mechanism form in drilling process and carry out pressurizeing that the actual lowering velocity of also tackling drilling rod 6 mutually adjusts creeps into compression system to drilling rod 6.That is, described pressing mechanism and describedly to transfer/Hoisting System is used in combination, and the two shares same drive unit (i.e. described electric retracting-releasing device).In actual use procedure, to the pressurization dynamics of described pressing mechanism and whether start pressurization regulate and control time, only need carry out control to the running speed of described electric retracting-releasing device can realize.
In the present embodiment, carry in drilling process neutralization procedure III in drill-through journey in step II, described controller is by controlling the running speed of the described electric retracting-releasing device of adjustment, the pressure that described pressing mechanism is applied on described drilling equipment is adjusted: when the pressure that need be applied on described drilling equipment described pressing mechanism carries out increase adjustment, the running speed of described electric retracting-releasing device tuned up gradually, now described drilling equipment is in pressurized state; When the pressure that need be applied on described drilling equipment described pressing mechanism carries out reduction adjustment, the running speed of described electric retracting-releasing device turned down gradually, now described drilling equipment is in decompression state; And when the running speed of described electric retracting-releasing device to be turned gradually down the pressure be applied on described drilling equipment to described pressing mechanism be zero, then described drilling equipment is in its non-pressurized condition.Thus, working control is very simple and easy.
In actual use procedure, the pressure that described pressing mechanism is applied on described drilling equipment is adjusted, by described parameter input unit, the pressure adjusting amplitude that described pressing mechanism is applied on described drilling equipment is preset.
Composition graphs 7, described electronic rotation driving mechanism is high pulling torque adjustable speed unit head 1.Described high pulling torque adjustable speed unit head 1 comprises rotary drive motor one 1-1, rotary drive motor two 1-2, first class reducer one 1-3 connected with the power output shaft one of rotary drive motor one 1-1, first class reducer two 1-4 connected with the power output shaft two of rotary drive motor two 1-2 and carry out being connected with first class reducer one 1-3 and first class reducer two 1-4 respectively and first class reducer one 1-3 and first class reducer two 1-4 institute outputting power are converted to same Power output 2-level reducer 1-5.
In the present embodiment, described first class reducer one 1-3 and first class reducer two 1-4 adopts the patent No. disclosed on 03 16th, 2011 to be gear-shifting planetary reducing device disclosed in ZL201020505007.6.During actual use, described first class reducer one 1-3 and first class reducer two 1-4 also can adopt the reducing gear of other type.
In the present embodiment, described 2-level reducer 1-5 comprises power input shaft one 1-6 that be connected coaxial with the power output shaft three of first class reducer one 1-3, power input shaft two 1-7 that be connected coaxial with the power output shaft four of first class reducer two 1-4, coaxially to be arranged on power input shaft one 1-6 and to be driven power input gear one 1-8 carrying out synchronous axial system by power input shaft one 1-6, coaxially to be arranged on power input shaft two 1-7 and to be driven power input gear two 1-9 that carries out synchronous axial system by power input shaft two 1-7 and be meshed with power input gear one 1-8 and power input gear two 1-9 respectively and driven by power input gear one 1-8 and power input gear two 1-9 and carry out the continuous power output gear 1-10 rotated, described power output gear 1-10 is coaxially arranged on power output shaft five 1-11, described power output shaft five 1-11 is connected with drilling rod 6 is coaxial and drives drilling rod 6 to carry out synchronous axial system, described rotary drive motor one 1-1 and rotary drive motor two 1-2 controls by described controller.
During actual use, described 2-level reducer 1-5 also can adopt other type and two institute's input powers can be synthesized the reducing gear of a Power output.
In the present embodiment, described power input gear one 1-8, power input gear two 1-9 and power output gear 1-10 all in level to laying and three is laid in same level, power input gear one 1-8 is identical with the direction of rotation of power input gear two 1-9 and the two direction of rotation is all contrary with the direction of rotation of power output gear 1-10.
During actual installation, between the motor housing of described rotary drive motor one 1-1 and the shell of first class reducer one 1-3 and the motor housing of rotary drive motor two 1-2 be all connected by flange with between the shell of first class reducer two 1-4, and to be all coaxially connected with key connected mode between the power output shaft one of rotary drive motor one 1-1 and the power input shaft of first class reducer one 1-3 and between the power output shaft two of rotary drive motor two 1-2 and the power input shaft of first class reducer two 1-4.Described power input shaft one 1-6, power input shaft two 1-7, power input gear one 1-8, power input gear two 1-9 and power output gear 1-10 are installed in the decelerator shell of 2-level reducer 1-5.The decelerator shell of described 2-level reducer 1-5 is all connected by flange with between the shell of first class reducer one 1-3 and the shell of first class reducer two 1-4, the power output shaft three of described first class reducer one 1-3 with between power input shaft one 1-6 and the power output shaft four of first class reducer two 1-4 be all coaxially connected with key connected mode with between power input shaft two 1-7.
In the present embodiment, described castinplace pile shaped device also to comprise in level to the frame 8 laid, to be fixed in frame 8 and in vertically to the column 12 laid and the multiple supporting mechanisms installed for described frame 8, described drilling rod 6 in vertically to laying; Described electronic rotation driving mechanism is fixedly mounted on the upper end of drilling rod 6, and described electronic rotation driving mechanism and drilling rod 6 fixedly mount and be integrated and move up and down with drilling rod 6.Described electric retracting-releasing device is undertaken controlling by described controller and be laid in the electric winch 3 in frame 8, described electric winch 3 is promoted by drilling rod and transfers the top of wirerope 2 with described electronic rotation driving mechanism and be connected, and the left and right sides, top of described column 12 is respectively arranged with drilling rod lifting and transfers the directive wheel 1 and directive wheel 2 23 that wirerope 2 leads.
In the present embodiment, described frame 8 is provided with driver's cabin 10.Described supporting mechanism is hydraulic leg 9, and described driving pump is concrete ground pump 13, and described controller is programmable logic controller 16.
In addition, castinplace pile shaped device of the present invention also comprises the Industrial Personal Computer (IPC) 18 that connects with programmable logic controller 16 and is carried out the display unit that controls by Industrial Personal Computer (IPC) 18, and described display unit connects with Industrial Personal Computer (IPC) 18.In the present embodiment, described parameter input unit is man-machine control unit 17, and described display unit is liquid crystal display 19.
In the present embodiment, described castinplace pile shaped device also comprise creep into put in place after drive described drilling equipment to rotate to described electronic rotation driving mechanism drive current carry out the drilling rod rotary actuation current detecting unit 30 that detects in real time, described drilling rod rotary actuation current detecting unit 30 connects with described controller; In step I multiple described initial parameter also comprise creep into before the unloaded drive current I of described electronic rotation driving mechanism.
When controller described in step II makes drilling rod 6 stop creeping into downwards by controlling described electric retracting-releasing device, described drilling equipment creeps into and puts in place;
After described drilling equipment creeps into and puts in place, also need to carry out creeping into the subsequent treatment that puts in place: the drive current I driving described drilling equipment to rotate by described electronic rotation driving mechanism under drilling rod rotary actuation current detecting unit 30 pairs of current states realto detect in real time and by institute's Detection Information synchronous driving to described controller, described controller is analyzed drilling rod rotary actuation current detecting unit 30 Detection Information under current state, and works as I realduring=I, complete drilling process; Afterwards, also need to carry out compaction treatment at the bottom of the described shaping drilling hole crept into; Before compaction treatment, first by described parameter input unit input compaction treatment time t;
And when carrying out compaction treatment, the rotary speed of drilling rod 6, by controlling described electronic rotation driving mechanism, is down to below 3r/min by described controller; Meanwhile, described controller passes through to control described pressing mechanism, by drilling rod 6 bearing load F realbe adjusted to Fmax; Afterwards, described controller, according to the compaction treatment time t preset, completes the compaction treatment process at the bottom of described shaping drilling hole.
In the present embodiment, carry out creeping into when putting subsequent treatment in place, described electric retracting-releasing device stall, and described electronic rotation driving mechanism is in rotating forward state.
In the present embodiment, carry in drill-through journey, described electric retracting-releasing device is in inverted status, and described electronic rotation driving mechanism is in rotating forward state.
In the present embodiment, in step I, multiple described initial parameter also comprises core bar slip material stock setting value m; Carry in drill-through journey in step III, also need to retain slip amount m in slip casting core bar one 6-1 realdetect in real time, according to real-time testing result, described controller judges that in slip casting core bar one 6-1, institute retains slip amount m under current state realwhether equal core bar slip material stock setting value m: when judgement draws m realduring ≠ m, described controller is by controlling, by m described driving pump realbe adjusted to m gradually.
Correspondingly, castinplace pile shaped device of the present invention also comprises the timing circuit 31 that connects with described controller and the pump discharge of described grouting equipment is carried out to the pump discharge detecting unit 14 that detects in real time.In the present embodiment, retain slip amount m in slip casting core bar one 6-1 under current state realcarry out detection when judging, the pump discharge of pumping equipment and the volumetric concentration of institute's pumping slip described in each pumping moment that described controller detects according to total pump time of grouting equipment described under current state and in conjunction with pump discharge detecting unit 14, the actual pump output C of the described grouting equipment under drawing current state of converting real; Meanwhile, by the actual hoisting depth H of described drilling equipment under drilling depth/hoisting depth detecting unit 4 pairs current state realto detect in real time and by institute's Detection Information synchronous driving to described controller, described controller according to drilling depth/hoisting depth detecting unit 4 detect the actual hoisting depth H drawn realand needing shaping Pile footpath d and the volumetric concentration with institute's pumping slip, corresponding conversion draws material pulp pumping amount C required in current state lower shaping boring need; Afterwards, required material pulp pumping amount C in current state lower shaping boring that described controller draws according to converting needwith the actual pump output C of described grouting equipment real, the interior institute of slip casting core bar one 6-1 under drawing current state that converts retains slip amount m real=C real-C need.
In addition, in actual mechanical process, also by weight sensing unit, the slip memory space in described slip storage device is detected in real time, the actual pump output C of described grouting equipment under described controller directly converses current state according to the testing result of described weight sensing unit real.
Thus, in the present embodiment, carry in drill-through journey in step III, to be detected in real time by the pump discharge of described grouting equipment under pump discharge detecting unit 14 pairs of current states and by institute's Detection Information synchronous driving to described controller, simultaneously by the actual hoisting depth H of described drilling equipment under drilling depth/hoisting depth detecting unit 4 pairs current state realto detect in real time and by institute's Detection Information synchronous driving to described controller.
Meanwhile, described controller also need to call hoisting depth monitoring module judge current state under actual hoisting depth H realwhether be greater than and need the long L of shaping Pile, and according to judged result, described electric retracting-releasing device, described electronic rotation driving mechanism and described driving pump are controlled: when judgement draws H realduring>=L, it is all out of service that described controller controls described electric retracting-releasing device, described electronic rotation driving mechanism and described driving pump, now completes drilling and forming hole and filling concrete work progress.
In the present embodiment, in step II in drilling process, the state of creeping into of described drilling equipment is divided into soil compaction type to creep into state and goes out soil type creeps into state two kinds and creeps into state; In actual drilling process, as 0 < soil compaction rate J≤Jmax, described drilling equipment is in soil compaction type and creeps into state; Otherwise described drilling equipment is in out soil type and creeps into state; Wherein, J=V put/ (V turn× d)-K 0, Jmax=1-K 0; In formula, K 0=screw thread be unearthed volume with wherein d 3for the external diameter of drilling rod 6 and d 3=D3=D2+2d 1, d 4for the external diameter of slip casting core bar one 6-1 and d 4=D1; When carrying out Initial parameter sets in step I, also need by described parameter input unit input d 3and d 4.
In step II in drilling process, described controller, by controlling the running speed of the described electric retracting-releasing device of adjustment, adjusts soil compaction rate J, the soil compaction rate J respectively creeping into the moment is met preset requirement in drilling process.
In the present embodiment, due to described pressing mechanism and describedly to transfer/Hoisting System is used in combination, and the two shares same drive unit (i.e. described electric retracting-releasing device), then in step II in drilling process, namely, when described electric retracting-releasing device is in rotating forward state, the pressurization dynamics of described pressing mechanism realizes by the rotating speed adjustment of controller to described electric retracting-releasing device.And carry out creeping in step III putting in place in subsequent processes, because described electric retracting-releasing device is in stop state, thus described pressing mechanism is also in stopping pressurized state.And carrying in drill-through journey, because described electric retracting-releasing device is in inverted status, then now described pressing mechanism is also in stopping pressurized state.Thus, actual implement very easy, to the pressurization dynamics of described pressing mechanism and whether start pressurization regulate and control time, only and need turn to and carry out control and can realize the rotating speed of described electric retracting-releasing device.
In addition, in the present embodiment, in step II in drilling process, described controller also can judge according to the state of creeping into of soil compaction rate J to described drilling equipment under current state: as 0 < soil compaction rate J≤Jmax, described drilling equipment is in soil compaction type and creeps into state; Otherwise described drilling equipment is in out soil type and creeps into state.Actual when using, by liquid crystal display 19 unearthed state is in described drilling equipment or soil compaction state carries out synchronous display directly perceived.
Due to S real=V turn× d-V put, wherein V turn× d=rotates drilling depth, V putfor transferring drilling depth (i.e. the actual lowering velocity of drilling rod 6), drilling depth difference S real=rotation drilling depth-transfer drilling depth, drilling depth difference also can calculate display by Industrial Personal Computer (IPC) 18 in real time.During practice of construction, when described drilling equipment is in unearthed state, S realamount of being unearthed more greatly is more, and this mode of creeping into is applicable to the soil layer of the plasticity differences such as collapsible loess, sand ovum that water content is few; When described drilling equipment is in soil compaction state, S realless soil compaction effect is stronger, and this mode of creeping into is applicable to the good soil layer of the plasticity such as silty clay, silt.
A kind of application being engaged lagging pile as shown in figures 1 to 6, be fastenedly connected by multiple described occlusion lagging pile the foundation ditch dado structure that paired foundation ditch 32 carries out reinforcing, described foundation ditch dado structure is I-shaped, L-shaped, door font, T-shaped or square shape.
Further, be all fastenedly connected by an a plain concrete pile 2-1 and reinforced concrete pile 2-2 of occlusion mutually between interconnective two described occlusion lagging piles.
In the present embodiment, described foundation ditch dado structure is square shape and it is positioned at outside foundation ditch 32, and described foundation ditch 32 is rectangle.
During practice of construction, can according to need reinforce foundation ditch 32 structure, need the quantity of side wall reinforcement and respectively need the position of side wall reinforcement, the structure of described foundation ditch dado structure is adjusted accordingly.
The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every above embodiment is done according to the technology of the present invention essence any simple modification, change and equivalent structure change, all still belong in the protection domain of technical solution of the present invention.

Claims (10)

1. an occlusion lagging pile, it is characterized in that: comprise multiple plain concrete pile (2-1) of laying from front to back and multiple reinforced concrete pile (2-2) laid from front to back, multiple described plain concrete pile (2-1) and multiple described reinforced concrete pile (2-2) are all in vertically to laying and it is all laid on same vertical plane, and multiple described plain concrete pile (2-1) is cylindrical stake with multiple described reinforced concrete pile (2-2) and it is long all identical with stake footpath; The structure of multiple described reinforced concrete pile (2-2) is all identical and its pile body is steel concrete pile body, and described steel concrete pile body is made up of concrete pile body and the reinforcing cage (2-21) be laid in described concrete pile body; The structure of multiple described plain concrete pile (2-1) is all identical and its pile body is plain concrete pile body; Described plain concrete pile (2-1) and reinforced concrete pile (2-2), in being laid staggeredly, are laid with a reinforced concrete pile (2-2) between adjacent two described plain concrete piles (2-1); The pile body of each described reinforced concrete pile (2-2) is engaged mutually with the pile body of two the described plain concrete piles (2-1) being positioned at both sides before and after it, and the pile spacing between each described reinforced concrete pile (2-2) and two the described plain concrete piles (2-1) being positioned at both sides before and after it is D, wherein D=d-d 0, d 0for the middle part width of bite between the pile body of plain concrete pile (2-1) and the pile body of reinforced concrete pile (2-2) and d 0>=50mm, d are the stake footpath of plain concrete pile (2-1) and reinforced concrete pile (2-2) and d > Φ 240mm; Multiple described plain concrete pile (2-1) and multiple described reinforced concrete pile (2-2) are engaged formation retaining wall piling wall.
2. according to occlusion lagging pile according to claim 1, it is characterized in that: described reinforcing cage (2-21) is cylindrical reinforcing steel cage, the reinforcing cage (2-21) in described steel concrete pile body and described concrete pile body are laid in coaxial; The outer diameter D of described reinforcing cage (2-21) 0< D 1, wherein D 1=d-2d 0; Described reinforcing cage (2-21) comprises the spirality stirrup (2-2-2) in vertical applied force reinforcing bar (2-2-1) that multiple tracks along the circumferential direction lays and from top to bottom cuff vertical applied force reinforcing bar (2-2-1) outside described in multiple tracks together, and vertical applied force reinforcing bar (2-2-1) described in multiple tracks is fastenedly connected by spirality stirrup (2-2-2) and is integrated.
3. according to the occlusion lagging pile described in claim 1 or 2, it is characterized in that: described d=Φ 300mm ~ Φ 800mm,
4., to the method being engaged lagging pile as claimed in claim 1 and constructing, it is characterized in that the method comprises the following steps:
Step one, plain concrete pile driving construction: respectively multiple described plain concrete pile (2-1) is constructed, until complete the work progress of all plain concrete piles (2-1) from front to back;
The construction method of multiple described plain concrete pile (2-1) is all identical; When plain concrete pile described in any one (2-1) is constructed, include following steps:
Step 101, drilling and forming hole and filling concrete are constructed: first carry out drilling and forming hole construction to the stake holes of this plain concrete pile (2-1), then concrete perfusion in the boring of construction molding from the bottom to top;
Step 102, pile: after institute's concrete perfusion final set in step 101, obtain the plain concrete pile (2-1) of construction molding;
Step 2, steel concrete pile driving construction: carry out in work progress to multiple described plain concrete pile (2-1) from front to back in step one, respectively multiple described reinforced concrete pile (2-2) is constructed, until complete the work progress of all reinforced concrete piles (2-2) from front to back; After all reinforced concrete piles (2-2) have all been constructed, obtain the retaining wall piling wall of construction molding;
The construction method of multiple described reinforced concrete pile (2-2) is all identical; When reinforced concrete pile described in any one (2-2) is constructed, include following steps:
Step 201, drilling and forming hole and filling concrete are constructed: first carry out drilling and forming hole construction to the stake holes of this reinforced concrete pile (2-2), then concrete perfusion in the boring of construction molding from the bottom to top;
In this step, the drilling and forming hole work progress of described reinforced concrete pile (2-2), need carry out after two adjacent described plain concrete piles (2-1) before and after this reinforced concrete pile (2-2) have all been constructed;
Step 202, reinforcing cage insert: adopt vibrator and with mode of vibration, by institute's concrete perfusion in reinforcing cage (2-21) inserting step 201 of machine-shaping in advance;
Step 203, pile: after institute's concrete perfusion final set in step 201, reinforcing cage described in step 202 (2-21) is fastened and fixed in described concrete pile body, obtains the reinforced concrete pile (2-2) of construction molding.
5. in accordance with the method for claim 4, it is characterized in that: when carrying out reinforcing cage insertion in step 202, after in step 201, filling concrete has been constructed, immediately the reinforcing cage (2-21) of machine-shaping is in advance inserted in institute's concrete perfusion; Further, in step 201 before institute's concrete perfusion initial set, reinforcing cage insertion process is completed.
6. according to the method described in claim 4 or 5, it is characterized in that: when carrying out drilling and forming hole and filling concrete construction in step 101 neutralization procedure 201, all adopt castinplace pile shaped device to carry out constructing and the drilling and forming hole adopted and filling concrete construction method all identical;
Described castinplace pile shaped device comprises assembles by drilling rod (6) and the drill bit (7) being coaxially arranged on drilling rod (6) bottom the drilling equipment formed, in drilling process along drilling direction described drilling equipment transferred and creep into put in place after along drilling direction, described drilling equipment is promoted transfer/Hoisting System, described drilling equipment is driven to carry out the electronic rotation driving mechanism rotated continuously, describedly to transfer/Hoisting System to drilling rod (6) carry out in lifting process by drilling rod (6) to continuous grouting form the grouting equipment of bored pile in shaping boring, in drilling process, the actual drilling depth of described drilling equipment detected in real time and in lifting process, the real-time drilling depth/hoisting depth detecting unit (4) detected carried out to the actual hoisting depth of described drilling equipment, in drilling process, the moment of torsion of drilling rod (6) is carried out to the drilling rod torque detecting unit (20) detected in real time, / Hoisting System is transferred to described, described electronic rotation driving mechanism and described grouting equipment carry out the controller controlled and the parameter input unit connected with described controller, described drilling depth/hoisting depth detecting unit (4) and drilling rod torque detecting unit (20) all connect with described controller, described electronic rotation driving mechanism is in transmission connection by the outer end of connecting gear one with drilling rod (6), and described electronic rotation driving mechanism connects with controller, describedly to transfer/Hoisting System connects with the outer end of drilling rod (6), described grouting equipment comprises slip storage device, the pumping line (15) connected with described slip storage device and the driving pump be arranged on pumping line (15), and described driving pump is undertaken controlling by described controller and it connects with described controller, described drilling rod (6) comprises inner hollow and all identical slip casting core bar one (6-1) of diameter and the helical blade one (6-2) that is laid on slip casting core bar one (6-1) lateral wall from top to bottom from top to bottom, and the width of described helical blade one (6-2) is all identical from top to bottom, on the outer end that described pumping line (15) is arranged on drilling rod (6) and its communicate with the inside of slip casting core bar one (6-1), described helical blade one (6-2) outside is provided with serrated knife (6-3) from top to bottom, and the width that described serrated knife (6-3) stretches out helical blade one (6-2) outside is d 1, wherein d 1=15mm ~ 30mm, the outer diameter D 1 > Φ 150mm of described slip casting core bar one (6-1), the outer diameter D 2 > Φ 200mm of described helical blade one (6-2) and D2=d-2d 1, described drill bit (7) bottom has grout outlet and described grout outlet is provided with flap valve, describedly to transfer/Hoisting System comprises drilling rod and promotes and transfer wirerope (2) and promote drilling rod and transfer the electric retracting-releasing device that wirerope (2) carries out folding and unfolding, and described drilling rod promotes and to be fixed on drilling rod (6) with the one end of transferring wirerope (2) above and its other end is fastened on described electric retracting-releasing device,
When carrying out drilling and forming hole and filling concrete construction in step 101 neutralization procedure 201, include following steps:
Step I, Initial parameter sets: by the setting of described parameter input unit adopt multiple initial parameters of castinplace pile shaped device; Multiple described initial parameter comprises the initial rotary speed setting value v of drilling rod (6) in drilling rod torque maximum Mmax, drilling process turn 1, drilling rod (6) initial lowering velocity setting value v put, carry the initial rotary speed setting value v of drilling rod (6) in drill-through journey turn 2, carry the hoisting velocity v of drilling rod (6) in drill-through journey carry, described grouting equipment initial pump discharge m 0with the need long L of shaping Pile and stake footpath d;
Step II, to creep into: control after described electric retracting-releasing device and described electronic rotation driving mechanism start by described controller, then v set in integrating step I turn 1and v putand carry out control adjustment by the rotating speed of described controller to described electric retracting-releasing device and described electronic rotation driving mechanism with turning to, described drilling equipment is in and creeps into state downwards, and make drilling rod promote with transfer wirerope (2) be in drilling rod (6) is transferred transfer state; In drilling process, by the actual torque M of drilling rod torque detecting unit (20) to drilling rod in drilling process (6) realdetect in real time and by institute's Detection Information synchronous driving to described controller, described controller calls the actual torque M that drilling rod moment of torsion difference comparison module judges drilling rod (6) under current state realwhether more than Mmax, and according to judged result, described electronic rotation driving mechanism is controlled: when judgement draws M realduring >Mmax, described controller carries out deceleration adjustment by controlling the rotary speed of described electronic rotation driving mechanism to drilling rod (6); Otherwise described controller carries out acceleration adjustment by controlling the rotary speed of described electronic rotation driving mechanism to drilling rod (6);
Meanwhile, drilling depth/hoisting depth detecting unit (4) is passed through in drilling process to the actual drilling depth L of described drilling equipment realto detect in real time and by institute's Detection Information synchronous driving to described controller, until L realduring>=L, described controller makes drilling rod (6) stop creeping into downwards by controlling described electric retracting-releasing device, obtains shaping boring and enters step III;
Step III, carry brill and synchronous grouting: v set in integrating step I carry, v turn 2and m 0and by described controller, described electric retracting-releasing device, described electronic rotation driving mechanism and described driving pump are controlled, make drilling rod promote and transfer wirerope (2) and be in the lifting state that drilling rod (6) is promoted, and control to carry out continuous grouting in the shaping boring of the backward institute of described driving pump startup, now described drilling equipment is in brill state of putting forward; Carry in drill-through journey, under the control action of described controller, described drilling rod (6) is in the direction of rotation rotation status identical with drilling process or rotary speed is the non-rotating state of zero;
Meanwhile, described controller also need to call hoisting depth monitoring module judge current state under actual hoisting depth H realwhether be greater than and need the long L of shaping Pile, and according to judged result, described electric retracting-releasing device, described electronic rotation driving mechanism and described driving pump are controlled: when judgement draws H realduring>=L, it is all out of service that described controller controls described electric retracting-releasing device, described electronic rotation driving mechanism and described driving pump, now completes the forming process of drilling and forming hole and filling concrete construction.
7. in accordance with the method for claim 6, it is characterized in that: described helical blade one (6-2) is for single coil configuration and its pitch K > 200mm;
Described castinplace pile shaped device also comprises in drilling process along the pressing mechanism that drilling direction pressurizes to drilling rod (6), in drilling process, the rotating speed of drilling rod (6) is carried out to the rod rotation speed detecting unit (21) detected in real time, carry out detecting in real time drilling rod (6) institute bearing load in the drilling rod lowering velocity detecting unit (29) that detects in real time and drilling process to the actual lowering velocity of drilling rod (6) in drilling process and by the drilling rod loading detection unit (28) of institute's Detection Information synchronous driving extremely described controller, described rod rotation speed detecting unit (21), drilling rod lowering velocity detecting unit (29) and drilling rod loading detection unit (28) all connect with described controller, described pressing mechanism be arranged on drilling rod (6) upper and its controlled by described controller,
In step I, multiple described initial parameter also comprises drilling rod load maximum value Fmax, drilling depth difference setting value S 0with the pitch K of helical blade one (6-2);
In step II in drilling process, by rod rotation speed detecting unit (21) and drilling rod lowering velocity detecting unit (29) respectively to the actual speed V of drilling rod (6) turnwith the actual lowering velocity V of drilling rod (6) putto detect in real time and by institute's Detection Information synchronous driving to described controller; Described controller calls drilling depth differential conversion module and according to formula S real=V turn× d-V putto current drilling depth difference S realcalculate, and call drilling depth difference difference comparsion module and judge current drilling depth difference S realwhether be less than drilling depth difference setting value S 0, and according to judged result, described pressing mechanism is controlled: when judgement draws S real< S 0time, controlled described pressing mechanism by described controller, the pressure that described pressing mechanism is applied on described drilling equipment reduces gradually until S real>=S 0;
Otherwise, the load F that under the current state detect drilling rod loading detection unit (28), drilling rod (6) bears realanalyze, judge load F realwhether more than Fmax: when judgement draws F realduring < Fmax, controlled described pressing mechanism by described controller, the pressure that described pressing mechanism is applied on described drilling equipment increases gradually, with meet described drilling equipment to lower feeding demand; Otherwise, when judgement draws F realduring>=Fmax, maintain the pressure that described pressing mechanism is applied on described drilling equipment constant;
Carry in drill-through journey in step III, described controller, by controlling described pressing mechanism, makes the described pressing mechanism pressure be applied on described drilling equipment be zero.
8. in accordance with the method for claim 6, it is characterized in that: described castinplace pile shaped device also comprise creep into put in place after drive described drilling equipment to rotate to described electronic rotation driving mechanism drive current carry out the drilling rod rotary actuation current detecting unit (30) that detects in real time, described drilling rod rotary actuation current detecting unit (30) connects with described controller; In step I multiple described initial parameter also comprise creep into before the unloaded drive current I of described electronic rotation driving mechanism;
When controller described in step II makes drilling rod (6) stop creeping into downwards by controlling described electric retracting-releasing device, described drilling equipment creeps into and puts in place;
After described drilling equipment creeps into and puts in place, also need to carry out creeping into the subsequent treatment that puts in place: the drive current I driving described drilling equipment to rotate to electronic rotation driving mechanism described under current state by drilling rod rotary actuation current detecting unit (30) realto detect in real time and by institute's Detection Information synchronous driving to described controller, described controller is analyzed drilling rod rotary actuation current detecting unit (30) institute Detection Information under current state, and works as I realduring=I, complete drilling process; Afterwards, also need to carry out compaction treatment at the bottom of the described shaping drilling hole crept into; Before compaction treatment, first by described parameter input unit input compaction treatment time t;
And when carrying out compaction treatment, the rotary speed of drilling rod (6), by controlling described electronic rotation driving mechanism, is down to below 3r/min by described controller; Meanwhile, described controller passes through to control described pressing mechanism, by drilling rod (6) institute bearing load F realbe adjusted to Fmax; Afterwards, described controller, according to the compaction treatment time t preset, completes the compaction treatment process at the bottom of described shaping drilling hole.
9. in accordance with the method for claim 6, it is characterized in that: described pressing mechanism is steel cable type water booster system or sprocket chain strip water booster system, described steel cable type water booster system comprises and carries out drop-down pressurization wirerope (11) along drilling direction to drilling rod (6) and provide the applying mechanism one of downward pulling force for pressurization wirerope (11), and one end of described pressurization wirerope (11) is fixed on described electronic rotation driving mechanism or drilling rod (6) is upper and its other end is fixed on described applying mechanism one, described sprocket chain strip water booster system comprises sprocket chain strip transmission mechanism and applying mechanism two, described sprocket chain strip transmission mechanism comprises and carries out drop-down chain (25) along drilling direction to drilling rod (6), driven by described applying mechanism two and carry out rotating and the drive sprocket (26) that synchronous axial system is carried out in drive chain (25) while rotating and multiple driven sprockets (27) of leading to chain (25), described drive sprocket (26) and multiple described driven sprocket (27) are all used in combination with chain (25), and the two ends of described chain (25) are separately fixed at the top and the bottom of described electronic rotation driving mechanism, wheel shaft and the described applying mechanism two of described drive sprocket (26) are in transmission connection, described applying mechanism one and described applying mechanism two control by described controller,
Described applying mechanism one and described applying mechanism two are described electric retracting-releasing device, and one end of described pressurization wirerope (11) is fixed on bottom described electronic rotation driving mechanism or the upper end of drilling rod (6) and its other end is fastened on described electric retracting-releasing device; Wheel shaft and the described electric retracting-releasing device of described drive sprocket (26) are in transmission connection; The drop-down speed of chain described in drilling process (25) or pressurization wirerope (11) promotes all identical with the actual lowering velocity of drilling rod (6) with the lowering velocity of transferring wirerope (2) with drilling rod; The actual lowering velocity of described drilling rod (6) is consistent with the running speed of described electric retracting-releasing device;
Carry in drilling process neutralization procedure III in drill-through journey in step II, described controller is by controlling the running speed of the described electric retracting-releasing device of adjustment, the pressure that described pressing mechanism is applied on described drilling equipment is adjusted: when the pressure that need be applied on described drilling equipment described pressing mechanism carries out increase adjustment, the running speed of described electric retracting-releasing device tuned up gradually, now described drilling equipment is in pressurized state; When the pressure that need be applied on described drilling equipment described pressing mechanism carries out reduction adjustment, the running speed of described electric retracting-releasing device turned down gradually, now described drilling equipment is in decompression state; And when the running speed of described electric retracting-releasing device to be turned gradually down the pressure be applied on described drilling equipment to described pressing mechanism be zero, then described drilling equipment is in its non-pressurized condition.
10. one kind to the application being engaged lagging pile as claimed in claim 1, it is characterized in that: be fastenedly connected by multiple described occlusion lagging pile the foundation ditch dado structure that paired foundation ditch (32) carries out reinforcing, described foundation ditch dado structure is I-shaped, L-shaped, door font, T-shaped or square shape.
CN201510505447.9A 2015-08-17 2015-08-17 It is engaged lagging pile and construction method thereof and application Active CN105089062B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201510505447.9A CN105089062B (en) 2015-08-17 2015-08-17 It is engaged lagging pile and construction method thereof and application

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201510505447.9A CN105089062B (en) 2015-08-17 2015-08-17 It is engaged lagging pile and construction method thereof and application

Publications (2)

Publication Number Publication Date
CN105089062A true CN105089062A (en) 2015-11-25
CN105089062B CN105089062B (en) 2016-08-17

Family

ID=54570321

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201510505447.9A Active CN105089062B (en) 2015-08-17 2015-08-17 It is engaged lagging pile and construction method thereof and application

Country Status (1)

Country Link
CN (1) CN105089062B (en)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106567424A (en) * 2016-10-28 2017-04-19 中国市政工程中南设计研究总院有限公司 Design method of big-diameter well
CN109610524A (en) * 2018-11-29 2019-04-12 北京地矿工程建设有限责任公司 The detection of OPT interlocking pile and course control method for use
US20210181003A1 (en) * 2017-12-07 2021-06-17 Soilmec Spa Device to measure the flow rate of a fluid, such as concrete, in a pumping plant connected to a drilling machine

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN201362852Y (en) * 2008-11-13 2009-12-16 王立建 Bitten pile support system
KR100960603B1 (en) * 2009-07-24 2010-06-07 김대호 Construction method of retaining wall using phc pile
CN202323958U (en) * 2011-11-27 2012-07-11 中铁西北科学研究院有限公司 Deep-water foundation pit support and water-stop self-locking supporting pile structure
CN103276723A (en) * 2013-04-27 2013-09-04 瑞华建设集团有限公司 Construction method of concrete bored secant pile
CN204311435U (en) * 2014-07-16 2015-05-06 重庆巨能建设集团路桥工程有限公司 One is revolved and is dug occlusion steel concrete impervious wall

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN201362852Y (en) * 2008-11-13 2009-12-16 王立建 Bitten pile support system
KR100960603B1 (en) * 2009-07-24 2010-06-07 김대호 Construction method of retaining wall using phc pile
CN202323958U (en) * 2011-11-27 2012-07-11 中铁西北科学研究院有限公司 Deep-water foundation pit support and water-stop self-locking supporting pile structure
CN103276723A (en) * 2013-04-27 2013-09-04 瑞华建设集团有限公司 Construction method of concrete bored secant pile
CN204311435U (en) * 2014-07-16 2015-05-06 重庆巨能建设集团路桥工程有限公司 One is revolved and is dug occlusion steel concrete impervious wall

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106567424A (en) * 2016-10-28 2017-04-19 中国市政工程中南设计研究总院有限公司 Design method of big-diameter well
US20210181003A1 (en) * 2017-12-07 2021-06-17 Soilmec Spa Device to measure the flow rate of a fluid, such as concrete, in a pumping plant connected to a drilling machine
US11747182B2 (en) * 2017-12-07 2023-09-05 Soilmec S.P.A. Device to measure the flow rate of a fluid, such as concrete, in a pumping plant connected to a drilling machine
CN109610524A (en) * 2018-11-29 2019-04-12 北京地矿工程建设有限责任公司 The detection of OPT interlocking pile and course control method for use

Also Published As

Publication number Publication date
CN105089062B (en) 2016-08-17

Similar Documents

Publication Publication Date Title
CN102535445B (en) Molding device and molding method for long spiral extruding rock-entering cast-in-place pile
CN202440815U (en) Forming device for long-spiral filling pile extruded into rock
CN101503882B (en) Construction method for underground continuous wall with conjoined reinforcing cage by topdown construction method
CN106088064A (en) A kind of hard stratum precrushing three axle cement mixing pile drilling tool and construction method thereof
CN104295234B (en) End stake machine and pile foundation perfusion pile making method are rammed in long spire extruding
CN105089062A (en) Engaged retaining pile and construction method and application thereof
CN107246001A (en) Long auger guncreting pile is engaged wall mechanical device and construction method with mixing pile
CN106907157B (en) A kind of shield machine normal pressure opens the cabin operation construction method
CN108643193B (en) Drilling and pulling method for prestressed anchor cable of foundation pit support
CN106761474A (en) A kind of the full-sleeve engineering method steel sleeve and its construction method of the soil that can actively muck haulage
CN107700475A (en) A kind of assembly concrete continuous underground wall structure and construction technology
CN106812149A (en) A kind of construction method of pile foundation
CN201206571Y (en) Complex control system for main hoist and power head of rotary drill rig
CN201943066U (en) Screw rod pile machine
CN106480891A (en) A kind of shaft construction method
CN102330426A (en) Transversely rotating type deep mixing pile machine
CN206668161U (en) A kind of boring drill bit device of reducing
CN107653889A (en) A kind of shaped steel pressure is poured water the construction method of soil curtain support pile
CN109098655B (en) Multi-power composite drilling tool, preparation method and pile
CN106049585B (en) Roller groove is into wall method and device
CN105317065B (en) Synchronous slotting paving modeling all-in-one machine
CN105297702B (en) Vacuum preloading deep-layer lateral sealing construction method
CN201679003U (en) Screw pile driver
CN106351213B (en) A kind of reverse screw stake shaped device and molding construction technique
CN106149714B (en) Integrated pile cover former and construction method

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
C14 Grant of patent or utility model
GR01 Patent grant
TR01 Transfer of patent right

Effective date of registration: 20180903

Address after: 710061 11506-1 unit 1, 1 building, 500 Cui Hua Road, Qujiang New District, Xi'an, Shaanxi.

Co-patentee after: The forth Survey and Design Institute (Group) Co., Ltd. Of CRCC

Patentee after: Shaanxi Zhuangxin Construction Engineering Co.,Ltd.

Address before: 710054 2308 unit, two unit two, Li Jia Cun Wanda Plaza, Yanta North Road, Xi'an, Shaanxi.

Patentee before: Shaanxi Zhuangxin Construction Engineering Co.,Ltd.

TR01 Transfer of patent right