CN102286970A - Whole process construction method of driven cast-in-place piles and special device for same - Google Patents
Whole process construction method of driven cast-in-place piles and special device for same Download PDFInfo
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Abstract
The invention provides a whole process construction method of driven cast-in-place piles and a special device for the same. The special device comprises pile pipes and base plates, wherein the pile pipes comprise class-A pile pipes, class-B pile pipes and class-C pile pipes. The whole process construction method comprises a pile testing method, a pile manufacturing method, a pile measuring method and a bottom vibration method for inserting reinforcement cages later. The construction method and the device have the following beneficial effects: the problem of higher control difficulty and pile tip cost of the traditional internally driven piles is solved; compared with the long augered press-grouting piles, the driven cast-in-place piles manufactured with the construction method have the pile tip bearing capacity improved by several times; with respect to the aspects of pile testing and pile measuring, the pile tip resistance is obtained not by pressing the whole piles but by pressing the cast-in-place pipes or inner tips with sections being much smaller than the sections of the whole piles, the pressed pile tonnage is greatly reduced and the pile testing and measuring costs and construction periods can be substantially reduced; the ultimate resistance of the tips of the long augered press-grouting piles with diameter being 800mm under the given soil horizon condition is within 400t, but the ultimate resistance of the tips of the piles manufactured by using the construction method exceeds 1300t, which is more than three times that of the tips of the long augered press-grouting piles; and the construction method and the device have good technical and economic benefits.
Description
Technical field
The present invention relates to tube-sinking cast-in-situ pile overall process construction method and isolated plant thereof, belong to the pile foundation construction technical field.
Background technology
The overall process construction method of stake comprises pile testing method, does piling method and peg method.
Application number is 200910066975.3 Chinese invention patent: in hit the stake overall process construction method and isolated plant and application, stake inner hit method and test pile, peg small size method have been proposed to do, can reduce the pile foundation engineering integrated cost, but exist that the control difficulty is big, the sharp cost of stake is than problems such as height.
The patent No. is 200920094048.8 utility model patent: end resistance detect with jack (hereinafter to be referred as: detect jack), also for interiorly hit a test pile, peg provides and has detected special-purpose jack.
At present the long auger of using in the engineering is pressed and is irritated stake, adopts the long screw auger pore-forming that the core pipe is arranged, and by core pipe pumping of concrete, carries drilling rod on simultaneously, inserts reinforcing cage then.This stake be non-soil compaction stake, vibrate little, noise is low, the pore-forming penetration capacity is strong, pile quality good, but the easy off normal of operation inconvenience, reinforcing cage, the bearing capacity of pile tip of afterwards slotting reinforcing cage are lower.
Summary of the invention
For the construction technology of further simplifying stake, reduce cost, improve efficiency of construction, improve pile capacity, characteristics in conjunction with tube-sinking cast-in-situ pile and drilled press-grouting pile, the small size method that with application number is 200910066975.3 Chinese invention patent is a technical foundation, the invention provides tube-sinking cast-in-situ pile overall process construction method and isolated plant thereof.
Tube-sinking cast-in-situ pile overall process construction method provided by the invention comprises pile testing method, does piling method and peg method, also provides to be convenient to the back and to insert the end of the reinforcing cage method of shaking.
The isolated plant of tube-sinking cast-in-situ pile overall process construction method provided by the invention comprises stake pipe and backing plate.
1. stake is managed
Described stake pipe comprises 1.1 category-A stake pipe, 1.2 category-B stake pipe and 1.3 C class stake pipe.
1.1A class stake pipe, its formation includes:
(1) outer tube;
(2) with outer tube under the lower plate with holes of end periphery welding;
(3) intrusion pipe that places the hole of passing lower plate in the outer tube vertically to slide; Perhaps also have:
(4) the interior hammer of the drive of hollow circular cylinder places in the outer tube, the hollow round hole of hammer in intrusion pipe passes; Perhaps also have:
(5) discharge pipe.
Category-A stake pipe is preferably as follows any one of A1～A6 type stake pipe:
1.1.1A1 type stake pipe, as shown in Figure 1, it is constructed as follows:
(1) circular outer pipe 1 upper end inwall is connected with circular upper plate 4 peripheral threads; Circular outer pipe 1 lower end and external diameter are greater than the circular lower plate 3 periphery welding of circular outer pipe 1;
(2) respectively there are a circular hole in circular upper plate 4, circular lower plate 3 central authorities, and the circular hole of wherein circular lower plate 3 is the not isometrical hole that the epimere diameter is little, the hypomere diameter is big;
(3) circular hole of circular intrusion pipe 2 lower ends and circular lower plate 3 coupling and pass this circular hole; The circular hole of circular upper plate 4 is passed in circular intrusion pipe 2 upper ends, and is by one section external screw thread on circular intrusion pipe 2 tops, with nut 5 that circular intrusion pipe 2 and circular upper plate 4 is fastening; Outward winding behind the nut 5, circular intrusion pipe 2 can vertically slide in the circular hole of circular upper plate 4, circular lower plate 3; Circular intrusion pipe 2 is flat with circular lower plate 3 bottom surfaces;
(4) the uniform quantity that is welded with of the outer wall of circular intrusion pipe 2 is more than two stabilizing member 6;
(5) circular outer pipe 1 and circular intrusion pipe 2 equal extensibles.
1.1.2A2 type stake pipe, as shown in Figure 2, it is constructed as follows:
(1) place the interior hammer 7 of the drive in the circular outer pipe 1 to be the cylinder of hollow round hole, the upper end is connected with bolt below the circular upper plate 4, and the circular hole of the diameter of hollow round hole and circular upper plate 4 is isometrical, and circular intrusion pipe 2 passes this hollow round hole;
(2) formation of circular outer pipe 1, circular intrusion pipe 2, circular lower plate 3, circular upper plate 4, nut 5 is all with the A1 type stake pipe of 1.1.1.
1.1.3A3 type stake pipe, as shown in Figure 3, it is constructed as follows:
(1) circular outer pipe 1 upper end inwall is connected with circular upper plate 11 peripheral threads; Circular outer pipe 1 lower end and external diameter are greater than the circular lower plate 9 periphery welding of circular outer pipe 1;
(2) the inboard corresponding mesopore that circle in one line respectively arranged of circular upper plate 11, circular lower plate 9 central authorities and outer pipes 1 and two are lateral opening, and wherein, the mesopore of circular lower plate 9 is the not isometrical hole that the epimere diameter is little, the hypomere diameter is big;
(3) formation of circular intrusion pipe 2 and upper and lower annexation are with the A1 type stake pipe of 1.1.1;
Two lateral opening periphery welding of (4) two circular discharge pipe 10 tops and circular upper plate 11; Side and the welding of circular outer pipe 1 inwall; Two lateral opening periphery welding of lower end and circular lower plate 9; Circular discharge pipe 10 and circular lower plate 9 lateral opening uniform internal diameters;
(5) placing the interior hammer 8 of the drive in the circular outer pipe 1 is the cylinder of a both sides band recess, hollow round hole, and hollow round hole and circular upper plate 11 mesopores are with the footpath; Circular intrusion pipe 2 passes from this hollow round hole; The recess of both sides can hold circular discharge pipe 10; Interior hammer 8 upper ends are connected on the upper plate 11 with bolt;
(6) circular outer pipe 1 and circular intrusion pipe 2, circular discharge pipe 10 equal extensibles.
1.1.4A4 type stake pipe, as shown in Figure 4, it is constructed as follows:
(1) circular outer pipe 1 lower end and the 12 periphery welding of circular lower plate;
(2) circular lower plate 12 has not isometrical lateral opening that the epimere diameter is little, the hypomere diameter is big in circular outer pipe 1 inboard;
(3) plural snap ring 13 uniform being welded on circular outer pipe 1 inwall; Circular hole with the lateral opening center contraposition of circular lower plate 12 is arranged on the snap ring 13; The mouth of pipe of the upper surface of uppermost snap ring 13 and circular outer pipe 1 is flat;
(4) formation of circular intrusion pipe 2 is with the A1 type stake pipe of 1.1.1; The lateral opening coupling of circular intrusion pipe 2 lower ends and circular lower plate 12 is also passed this lateral opening and circular hole snap ring 13;
(5) circular outer pipe 1 and circular intrusion pipe 2 equal extensibles.
1.1.5A5 type stake pipe, as shown in Figure 5, it is constructed as follows:
(1) formation of circular outer pipe 1, circular intrusion pipe 2, nut 5, snap ring 13 is all with the A4 type stake pipe of 1.1.4;
(2) circular lower plate 14 have in circular outer pipe 1 inboard two lateral opening, one of them is not isometrical lateral opening that the epimere diameter is little, the hypomere diameter is big, another is isometrical lateral opening;
(3) the isometrical lateral opening periphery welding of circular discharge pipe 10 lower ends and circular lower plate 14; Circular discharge pipe 10 sides and the welding of circular outer pipe 1 inwall.
1.1.6A6 type stake pipe, as shown in Figure 6, it is constructed as follows:
(1) circular outer pipe 1 upper end inwall is connected with circular upper plate 16 peripheral threads; Circular outer pipe 1 lower end and the 12 periphery welding of circular lower plate;
(2) formation of circular intrusion pipe 2, nut 5, circular lower plate 12, snap ring 13 is all with the A4 type stake pipe of 1.1.4;
(3) circular upper plate 16 has lateral opening corresponding circular lateral opening with circular lower plate 12; Circular intrusion pipe 2 passes circular lateral opening on the circular upper plate 16;
(4) place the interior hammer 15 of the drive in the circular outer pipe 1 to be the cylinder of both sides band recess, this recess can hold snap ring 13; Interior hammer 15 upper ends are connected below the circular upper plate 16 with bolt.
1.2B class stake pipe, its formation includes:
(1) circular outer pipe;
(2) be welded in the annulus of circular outer pipe lower end;
(3) place the interior interior hammer of circular outer pipe; The formation of interior hammer: 1. hammer body is the cylinder of hollow round hole, and weld with lower plate circular with holes is peripheral its lower end; Be welded with the annulus of convex on the inwall of the hollow round hole bottom of hammer body; Interior point is contained in the central authorities of 2. circular lower plate with holes; 3. point is the cylinder that last hypomere diameter is big, the stage casing diameter is little in, and interior sharp epimere is threaded with the stage casing or welds; Interior sharp hypomere and circular lower plate bottom surface are flat, and interior sharp epimere bottom surface exceeds circular plate top surface down; Interior point can vertically slide in circular lower plate.
Category-B stake pipe is preferably as follows any one of B1～B5 type stake pipe:
1.2.1B1 type stake pipe, as Fig. 7, shown in Figure 17, it is constructed as follows:
(1) the circular ring flat-plate 23 periphery welding of circular outer pipe 21 upper ends and uniform internal diameter, the annulus 24 periphery welding of lower end and uniform internal diameter; Annulus 24 external diameters are greater than circular outer pipe 21;
(2) formation of hammer 22 in: 1. hammer body 34 is the cylinder of hollow round hole, the annular upper plate 31 periphery welding of its upper end and uniform internal diameter, and lower end and diameter are greater than the circular lower plate 30 periphery welding of hammer body 34 external diameters; Be welded with the annulus 32 of convex on the inwall of the hollow round hole bottom of hammer body 34; Point 33 in the central authorities of 2. circular lower plate 30 are contained; 3. point 33 is the cylinder that last hypomere diameter is big, the stage casing diameter is little in, and interior sharp 33 epimeres are threaded with the stage casing or weld; Interior sharp 33 hypomeres and circular lower plate 30 bottom surfaces are flat, and interior sharp 33 epimere bottom surfaces exceed circular lower plate 30 end faces; Interior point 33 can vertically slide in circular lower plate 30;
(3) hammer 22 places in the circular outer pipe 21 in;
(4) hammer 22 hangs in the circular outer pipe 21 by annular upper plate 31, circular ring flat-plate 23 in, and interior hammer 22 is flat with annulus 24 bottom surfaces.
1.2.2B2 type stake pipe, as Fig. 8, shown in Figure 17, it is constructed as follows:
(1) is welded in the annulus 25 and circular outer pipe 21 uniform internal diameters of circular outer pipe 21 lower ends; The epimere external diameter is greater than circular outer pipe 21, and the hypomere external diameter is less than epimere;
(2) in the bottom surface indentation annulus 25 of interior hammer 22;
(3) other is with the B1 type stake pipe of 1.2.1.
1.2.3B3 type stake pipe, as Fig. 9, shown in Figure 17, it is constructed as follows:
(1) be clipped between annular upper plate 31 and the circular ring flat-plate 23 for combined type annulus 26, its inside and outside footpath is with circular ring flat-plate 23; Described annulus 26 detachably takes out;
(2) hammer into shape in the 22 bottom surface indentation annulus 24 in;
(3) other is with the B1 type stake pipe of 1.2.1.
1.2.4B4 type stake pipe, as Figure 10, shown in Figure 180, it is constructed as follows:
(1) circular outer pipe 21 lower ends and annulus 28 periphery welding;
(2) annulus 28 external diameters are greater than circular outer pipe 21 external diameters, and internal diameter is up big and down small, and internal diameter suitable for reading is less than circular outer pipe 21 internal diameters;
(3) formation of hammer 27 in: 1. hammer body 34 is the cylinder of hollow round hole, its lower end and lower plate 35 periphery welding; The epimere of 2. described lower plate 35 is the cylinder of external diameter greater than hammer body 34, and hypomere is the rounding platform, and the upward footpath of hypomere rounding platform is less than the cylindrical diameter of epimere; The central authorities of described lower plate 35 are contained with interior sharp 33 of the B1 type stake pipe of 1.2.1; 3. be welded with the annulus 32 of convex on the inwall of the hollow round hole bottom of hammer body 34;
(4) place the lower plate 35 of the interior hammer 27 in the circular outer pipe 21 to cooperate with annulus 28 and place in the annulus 28, put down described lower plate 35 and annulus 28 bottom surfaces;
(5) circular outer pipe 21 extensibles.
1.2.5B5 type stake pipe, as Figure 11, shown in Figure 180, it is constructed as follows:
(1) the epimere external diameter of annulus 29 is greater than outer tube 21 external diameters, and the hypomere external diameter is less than the epimere external diameter; Annulus 29 internal diameters are big up and down, middle little;
(2) in the lower plate 35 bottom surface indentation annulus 29;
(3) other is with the B4 type stake pipe of 1.2.4.
1.3C class stake pipe, its formation includes:
(1) Yuan Xing outer tube;
(2) annulus of circular outer pipe lower end welding; Upper end welding circular upper plate with holes;
(3) place the interior circular interior pipe of outer tube; Be welded in the with holes circular lower plate of the external diameter of circular interior pipe lower end greater than pipe in circular;
(4) circular lower plate contains the interior point that can vertically slide; The formation of interior point is 1.2 category-B stake pipe together;
Hammer in the cylinder that hollow round hole is arranged of drive is arranged in the pipe in (5) circular;
(6) the hammer upper end is connected below the circular upper plate with bolt in described, and the hollow round hole of interior hammer and circular upper plate central circular hole are isometrical.
C class stake pipe is preferably as follows any one of C1～C5 type stake pipe:
1.3.1C1 type stake pipe, as shown in figure 12, it is constructed as follows:
(1) circular outer pipe 21, circular ring flat-plate 23, annulus 24, circular lower plate 30, interior sharp 33 formation are all with the B1 type stake pipe of 1.2.1;
(2) end periphery is welded in circular upper plate 38 soffits of external diameter with circular ring flat-plate 23 on the circular interior pipe 37; The lower end of pipe 37 and the 30 periphery welding of circular lower plate in circular; Pipe 37 external diameters are less than circular lower plate 30 in circular;
(3) place the interior hammer 36 of the drive in the circular interior pipe 37 to be the cylinder of hollow round hole, the upper end is connected below the circular upper plate 38 with bolt; The hollow round hole and circular upper plate 38 central circular holes of interior hammer 36 are isometrical;
(4) circular interior pipe 37, circular lower plate 30 by circular upper plate 38, circular ring flat-plate 23, hang in the circular outer pipe 21, and circular lower plate 30 is flat with annulus 24 bottom surfaces.
1.3.2C2 type stake pipe, as shown in figure 13, it is constructed as follows:
(1) formation of circular outer pipe 21, circular ring flat-plate 23, annulus 25 is all with the B2 type stake pipe of 1.2.2;
(2) in the circular lower plate 30 bottom surface indentation annulus 25;
(3) other is with the C1 type stake pipe of 1.3.1.
1.3.3C3 type stake pipe, as shown in figure 14, it is constructed as follows:
(1) be clipped between circular upper plate 38 and the circular ring flat-plate 23 for combined type annulus 26, this annulus detachably takes out;
(2) in the circular lower plate 30 bottom surface indentation annulus 24;
(3) other is with the C1 type stake pipe of 1.3.1.
1.3.4C4 type stake pipe, as shown in figure 15, it is constructed as follows:
(1) formation of circular outer pipe 21, annulus 28, interior sharp 33, circular lower plate 35 is all with the B4 type stake pipe of 1.2.4;
(2) circular interior pipe 37 upper ends and the welding of circular upper plate 39 neighborings;
(3) other is with the C1 type stake pipe of 1.3.1.
1.3.5C5 type stake pipe, as shown in figure 16, it is constructed as follows:
(1) formation of circular outer pipe 21, annulus 29, interior sharp 33, lower plate 35 is all with the B5 type stake pipe of 1.2.5;
(2) in the lower plate 35 bottom surface indentation annulus 29;
(3) other is with the C4 type stake pipe of 1.3.4.
The interior hammer of drive is arranged in the above-mentioned part stake pipe, and its power can adopt hydraulic way, also can adopt modes such as electronic or pneumatic.
The simple stake pipe that the general tube-sinking cast-in-situ pile of above-mentioned various stake Guan Junfei is used, but the compound pile pipe that forms by a plurality of unit constructions.These parts are also capable of being combined to go out tens kinds of different stake pipes, but its essential structure principle, using method etc. do not have essential distinction with described stake pipe.For example: the intrusion pipe 2 in the category-A stake pipe can be located at outside the outer tube 1, and A6 type stake Guan Zhongke adds discharge pipe 10.
2. backing plate
Serve as reasons circular hole or do not have the round thin steel of circular hole, circular steel plate of described backing plate, perhaps also have pipe be welded, place the tube-sinking cast-in-situ pile overall process construction method to use assembly below the stake pipe.
Above-mentioned part stake pipe needs to transfer backing plate at the stake pipe when the tube-sinking cast-in-situ pile overall process is constructed.Steel sheet thickness in the described backing plate is in 5mm, and steel plate thickness is more than 10mm.
Described backing plate is preferably as follows five kinds of backing plates of F type of 2.1 A type to 2.5:
2.1A the type backing plate, as shown in figure 19, it is constructed as follows:
(1) round thin steel 41 diameters are greater than A1 or A2 type stake external diameter of pipe;
(2) circular steel plate 42 is welded in round thin steel 41 central authorities;
(3) circular steel plate 42 diameters are greater than circular intrusion pipe 2 internal diameters in A1 or the A2 type stake pipe.
2.2B the type backing plate, as shown in figure 20, it is constructed as follows:
(1) circular steel plate 44 welding of annular steel sheet 43 inner rims and middle epirelief;
(2) round thin steel 43 external diameters are greater than A1 or A2 type stake external diameter of pipe;
(3) circular steel plate 44 external diameters are greater than circular intrusion pipe 2 internal diameters of A1 or A2 type stake pipe central authorities.
2.3C the type backing plate, as shown in figure 21, it is constructed as follows:
(1) round thin steel 45 diameters are greater than A3 type stake external diameter of pipe;
(2) circular steel plate 42 is welded in round thin steel 45 central authorities;
(3) circular steel plate 42 diameters are greater than circular intrusion pipe 2 internal diameters in the A3 type stake pipe;
(4) circular hole 46 is respectively opened in circular discharge pipe 10 contrapositions in both sides in round thin steel 45 and the A3 type stake pipe, and diameter is greater than circular discharge pipe 10 internal diameters.
2.4D the type backing plate, as shown in figure 22, it is constructed as follows:
(1) round thin steel 41 diameters are greater than A4 or A6 type stake external diameter of pipe;
(2) circular steel plate 42 diameters are greater than circular intrusion pipe 2 internal diameters on A4 or the A6 type stake tube edge, and circular steel plate 42 and circular intrusion pipe 2 center contrapositions are welded on the circular steel plate 41.
2.4E the type backing plate, as shown in figure 23, it is constructed as follows:
(1) round thin steel 47 diameters are greater than A5 type stake external diameter of pipe;
(2) circular steel plate 42 diameters are greater than circular intrusion pipe 2 internal diameters on the A5 type stake tube edge, and circular steel plate 42 and circular intrusion pipe 2 center contrapositions are welded on the round thin steel 47;
(3) the circular discharge pipe 10 center contrapositions of circular hole on round thin steel 47 another sides 46 and A5 type stake pipe, circular hole 46 diameters are greater than circular discharge pipe 10 internal diameters.
2.5F the type backing plate, as shown in figure 24, it is constructed as follows:
(1) round thin steel 48 peripheries and the welding of annular steel plate 49 inner rims;
(2) pipe 50 and annular steel plate 49 external diameters equate and the periphery welding; Pipe 50 internal diameters are greater than B1 or C1 type stake pipe lower end annulus 28 external diameters.
Tube-sinking cast-in-situ pile overall process construction method provided by the invention comprises pile testing method, does piling method and peg method, and the improving one's methods of back slotting reinforcing cage-end method of shaking also is provided, and is described below respectively:
3. the end method of shaking
General castinplace pile mostly is first descending reinforcing cage, back concrete perfusion when doing.The drilled press-grouting pile of mentioning in the background technology is first concrete perfusion, and reinforcing cage is inserted in the back, and step is: on ground steel pipe is inserted in the reinforcing cage earlier, then lifting; With the vibrator of the steel pipe upper end compressed steel pipe that shakes, the steel pipe lower end heads on the reinforcing cage bottom, and reinforcing cage is inserted in the concrete.The problem of this method is: the easy off normal of reinforcing cage, operation neither be very convenient, and cause stake long limited thus, generally can only be in 25 meters.
Be head it off, the invention provides and be convenient to the back and insert the end of the reinforcing cage method of shaking.As its name suggests, for the method on steel pipe top, the shake vibrator of method of the end is that with reference to Figure 25, concrete steps are as follows in the reinforcing cage bottom with respect to vibrator:
3.1 sling behind the reinforcing cage of forming by vertical muscle 52, stirrup 53, reinforcing ring muscle 54, by wire rope 55, with the profile epimere is that right circular cone, stage casing are that cylinder, hypomere are that the water proof type vibrator 51 of reverse taper hangs the reinforcing cage bottom, by certain depth in the deadweight insertion concrete;
3.2 Vibration on Start-up device 51 is dragged reinforcing cage after desired depth down, proposes vibrator 51, finishes.
This method because of vibrator in reinforcing cage bottom, dragging under the reinforcing cage, reinforcing cage is difficult for off normal, can solve the guiding problem of reinforcing cage, avoids steel pipe to insert the many operational trouble of bringing in the reinforcing cage, can also strengthen thus and press the length of irritating stake; Vibrator 51 is designed to cone up and down, is convenient to vibrator and inserts reinforcing cage and hang out reinforcing cage, does not scrape reinforcing cage.
4. pile testing method
4.1 use the pile testing method of category-A stake pipe, for after the hammering of stake pipe puts in place, with pressing down the method that intrusion pipe draws end resistance, specific as follows:
4.1.1 use the pile testing method of A1 type stake pipe, with reference to Fig. 1, Figure 19 or Figure 20, condition and step are as follows:
(1) put A type or Type B backing plate on stake point, the contraposition of stake pipe is pressed on the backing plate;
(2) hammering stake pipe, the whole sinking of stake pipe reaches predetermined hammering pile penetration;
(3) nut 5 of outwarding winding presses down circular intrusion pipe 2, draws the end resistance under the circular intrusion pipe 2;
(4), finish if end resistance meets the demands; If the end resistance backlog demand, hammering again reaches and newly decides the hammering pile penetration, and peg end resistance again is till end resistance meets the demands.
4.1.2 use the pile testing method of A2 type stake pipe, with reference to Fig. 2, Figure 19 or Figure 20, condition and step are as follows:
(1) put A type or Type B backing plate on stake point, the contraposition of stake pipe is pressed on the backing plate;
(2) with the circular lower plate 3 of interior hammer 7 hammerings, the whole sinking of stake pipe reaches predetermined hammering pile penetration;
(3) following steps are with the A1 type stake pipe of 4.1.1.
4.1.3 use the pile testing method of A3 type stake pipe, with reference to Fig. 3, Figure 21, condition and step are as follows:
After mud off draws the hole, continue and use A3 type stake pipe to carry out test pile, condition and step are as follows:
(1) put C type backing plate on stake point, the contraposition of stake pipe is pressed on the backing plate;
(2) with the circular lower plate 9 of interior hammer 8 hammerings, the whole sinking of stake pipe reaches predetermined hammering pile penetration; Mud is discharged from circular discharge pipe 10 in advance, and later stage soil enters in the circular discharge pipe 10 and fills in dead;
(3) following steps are with the A1 type stake pipe of 4.1.1.
4.1.4 use the pile testing method of A4 type stake pipe, with reference to Fig. 4, Figure 22, condition and step are as follows:
Except that using D type backing plate, other is with the A1 type stake pipe of 4.1.1.
4.1.5 use the pile testing method of A5 type stake pipe, with reference to Fig. 5, Figure 23, condition and step are as follows:
After mud off draws the hole, continue and use A5 type stake pipe to carry out test pile, condition and step are as follows:
(1) put E type backing plate on stake point, the contraposition of stake pipe is pressed on the backing plate;
(2) hammering stake pipe, the whole sinking of stake pipe reaches predetermined hammering pile penetration; Mud is discharged from circular discharge pipe 10 in advance, and later stage soil enters in the circular discharge pipe 10 and fills in dead;
(3) following steps are with the A1 type stake pipe of 4.1.1.
4.1.6 use the pile testing method of A6 type stake pipe, with reference to Fig. 6, Figure 24, condition and step are as follows:
Except that using D type backing plate, other is with the A2 type stake pipe of 4.1.2.
Find out that from above-mentioned during test pile, the intrusion pipe of category-A stake pipe uses as depression bar, the stability when stabilizing member wherein or snap ring can guarantee the intrusion pipe pressurized.
4.2 use the pile testing method of category-B stake pipe, for after the hammering of stake pipe puts in place, draw the method for end resistance with point in pressing down, specific as follows:
4.2.1 use the pile testing method of B1 type stake pipe, with reference to Fig. 7, Figure 17 and Figure 24, condition and step are as follows:
(1) put F type backing plate on stake point, stake pipe contraposition cover is pressed on the backing plate;
(2) sling in hammer 22, hammering retaining board, the circular ring flat-plates 23 of circular upper plate 31 hammerings simultaneously drive circular outer pipe 21, annulus 24, the stake pipe is whole to sink, and reaches predetermined hammering pile penetration;
(3) detection jack under in the hollow round hole of hammer body 34 catches on annulus 32, point 33 in pressing down, the end resistance in drawing under the point 33;
(4), finish if end resistance meets the demands; If the end resistance backlog demand, hammering again reaches and newly decides the hammering pile penetration, and peg end resistance again is till end resistance meets the demands.
4.2.2 use the pile testing method of B2 type stake pipe, with reference to Fig. 8, Figure 17 and Figure 26, condition and step are as follows:
(1) put circular short steel pipes 56 and harsh concrete 57 on stake point, the stake pipe box is pressed on the harsh concrete 57 in circular short steel pipes 56;
(2) sling in hammer 22, hammering harsh concrete 57, the circular ring flat-plates 23 of circular upper plate 31 hammerings simultaneously drive circular outer pipe 21, annulus 25 and circular short steel pipes 56, the stake pipe is whole to sink, and reaches predetermined hammering pile penetration;
(3) following steps are with the B1 type stake pipe of 4.2.1.
4.2.3 use the pile testing method of B3 type stake pipe, with reference to Fig. 9, Figure 17, condition and step are as follows:
(1) put harsh concrete on stake point, the stake pipe is pressed on the harsh concrete;
(2) sling in hammer 22, the hammering harsh concrete, circular upper plate 31 necklaces of hammering simultaneously 26 drive circular ring flat-plate 23, circular outer pipe 21, annulus 24, the stake pipe is whole to sink, and reaches predetermined hammering pile penetration;
(3) take out necklace 26, with interior hammer 22 harsh concrete is hit in annulus 24 again;
(4) following steps are with the B1 type stake pipe of 4.2.1.
4.2.4 use the pile testing method of B4 type stake pipe, with reference to Figure 10, Figure 18, condition and step are as follows:
(1) on stake point, straighten the footpath greater than the stake external diameter of pipe, that play the backing plate effect, thickness at 5mm with interior round thin steel, stake is managed a contraposition and is pressed on this round thin steel;
(2) sling in hammer 27, simultaneously hammering round thin steel and annulus 28 drive circular outer pipe 21, the stake pipe is whole to sink, and reaches predetermined hammering pile penetration;
(3) following steps are with the B1 type stake pipe of 4.2.1.
4.2.5 use the pile testing method of B5 type stake pipe, with reference to Figure 11, Figure 18 and Figure 27, condition and step are as follows:
(1) put circular short steel pipes 56 and harsh concrete 57 on stake point, the stake pipe box is pressed on the harsh concrete 57 in circular short steel pipes 56;
(2) sling in hammer 27, simultaneously hammering harsh concrete 57 and annulus 29 drive circular outer pipe 21 and circular short steel pipes 56, the stake pipe is whole to sink, and reaches predetermined hammering pile penetration;
(3) following steps are with the B1 type stake pipe of 4.2.1.
4.3 use the pile testing method of C class stake pipe, for after the hammering of stake pipe puts in place, draw the method for end resistance with point in pressing down, specific as follows:
4.3.1 use the pile testing method of C1 type stake pipe, with reference to Figure 12, Figure 24, condition and step are as follows:
(1) put F type backing plate on stake point, the stake pipe box is pressed on the backing plate;
(2) with the circular lower plate 30 of interior hammer 36 hammerings, drive circular upper plate 38 by pipe in the circle 37, the circle of hammering simultaneously ring flat-plate 23 drives circular outer pipe 21, annulus 24, and the whole sinking of stake pipe reaches predetermined hammering pile penetration;
(3) down-pressed pole in the hollow round hole of interior hammer 36, point 33 in pressing down, the end resistance in drawing under the point 33;
(4), finish if end resistance meets the demands; If the end resistance backlog demand, hammering again reaches and newly decides the hammering pile penetration, and peg end resistance again is till end resistance meets the demands.
4.3.2 use the pile testing method of C2 type stake pipe, with reference to Figure 13, Figure 26, condition and step are as follows:
(1) put circular short steel pipes 56 and harsh concrete 57 on stake point, the stake pipe box is pressed on the harsh concrete 57 in circular short steel pipes 56;
(2) with the circular lower plate 30 of interior hammer 36 hammerings, drive circular upper plate 38 by pipe in the circle 37, the circle of hammering simultaneously ring flat-plate 23 drives circular outer pipe 21, annulus 25, and the whole sinking of stake pipe reaches predetermined hammering pile penetration;
(3) following steps are with the C1 type stake pipe of 4.3.1.
4.3.3 use the pile testing method of C3 type stake pipe, with reference to Figure 14, condition and step are as follows:
(1) put harsh concrete on stake point, the stake pipe is pressed on the harsh concrete;
(2) with interior hammer 36 hammering harsh concretes, by the circular upper plate 38 of 37 drives of pipe in circular, the necklace of hammering simultaneously 26 drives circular ring flat-plate 23, circular outer pipe 21, annulus 24, and the whole sinking of stake pipe reaches predetermined hammering pile penetration;
(3) take out necklace 26, with interior hammer 36 harsh concrete is hit in annulus 24 again;
(4) following steps are with the C1 type stake pipe of 4.3.1.
4.3.4 use the pile testing method of C4 type stake pipe, with reference to Figure 15, condition and step are as follows:
(1) on stake point, straighten the footpath greater than the stake external diameter of pipe, that play the backing plate effect, thickness at 5mm with interior round thin steel, a pipe is pressed on this round thin steel;
(2) with interior 36 while of hammer hammering round thin steel and annulus 28, drive circular outer pipe 26, the whole sinking of stake pipe reaches predetermined hammering pile penetration;
(3) following steps are with the C1 type stake pipe of 4.3.1.
4.3.5 use the pile testing method of C5 type stake pipe, with reference to Figure 16, Figure 27, condition and step are as follows:
(1) put circular short steel pipes 56 and harsh concrete 57 on stake point, the stake pipe box is pressed on the harsh concrete 57 in circular short steel pipes 56;
(2) with interior 36 while of hammer hammering harsh concrete 57 and annulus 29, drive circular outer pipe 21 and circular short steel pipes 56, the whole sinking of stake pipe reaches predetermined hammering pile penetration;
(3) following steps are with the C1 type stake pipe of 4.3.1.
Test pile draws hammering pile penetration controlling value after finishing, as going on foot the foundation of doing stake down.
Find out the effect of F type backing plate from above-mentioned: in the hammering process, outer tube and interior hammer have the vertical changing of the relative positions in the bottom surface, and the ring flat-plate thickening can guarantee that backing plate is not bad, with thin plate and short tube, play the effect that enters a pipe every native and anti-sealing, soil.The effect of other backing plate: steel plate can be blocked the intrusion pipe end opening, and anti-sealing, soil enter; Steel sheet can every soil, locate to steel plate.The structure of Type B backing plate, make its stressed by A type backing plate mainly be crooked, being optimized for mainly is to stretch; When the internal diameter of intrusion pipe is big, can save material with the Type B backing plate.
Without backing plate, but using harsh concrete under part B, the C class stake pipe, also is to play the effect that enters a pipe every soil and anti-sealing, soil.
5. do piling method
5.1 use the piling method of doing of category-A stake pipe, condition and step are as follows:
5.1.1 by the condition and the step of corresponding pile testing method, be hammered onto the pile penetration controlling value that test pile is determined, stop hammering;
5.1.2 by circular intrusion pipe 2 pumping of concrete, the stake pipe is carried on the whole simultaneously, reach predetermined altitude after, remove the stake pipe;
5.1.3 adopt after the method for shaking is inserted concrete with reinforcing cage at the end, finish.
5.2 use the piling method of doing of category-B stake pipe, condition and step are as follows:
5.2.1 by the condition and the step of corresponding pile testing method, be hammered onto the pile penetration controlling value that test pile is determined, stop hammering:
5.2.2 hammer 22 or interior hammer 27 in hanging out, descending reinforcing cage in circular outer pipe 21, concrete perfusion, the circular outer pipe 21 of extricating oneself from a predicament and brace oneself up to action while irritating finishes.
5.3 use the piling method of doing of C class stake pipe, condition and step are as follows:
5.2.1 by the condition and the step of corresponding pile testing method, be hammered onto the pile penetration controlling value that test pile is determined, stop hammering;
5.2.2 after pipe 37, circular upper plate 38 or circular upper plate 39, circular lower plate 30 or circular lower plate 35, interior sharp 33 integral body hang out in interior hammer 36 and the circle, descending reinforcing cage in circular outer pipe 21, concrete perfusion, the circular outer pipe 21 of extricating oneself from a predicament and brace oneself up to action while irritating finishes.
Because the annulus 28 or the annulus 29 of B4, B5, C4 or C5 type stake pipe lower end inwardly protrude from outer tube 21, for avoiding scraping reinforcing cage, except the particular design of annulus itself, also will the reinforcing cage bottom of conventional tube-sinking cast-in-situ pile be adjusted accordingly.
Above-mentioned stake with backing plate, do stake after, at the bottom of backing plate is stayed.
Can find out that from the above-mentioned piling method of doing doing stake with category-A stake pipe is first concrete perfusion, reinforcing cage is inserted in the back, and the stake of making is that the immersed tube pressure is irritated stake; Doing stake with category-B or C class stake pipe is first descending reinforcing cage, and back concrete perfusion is conventional way.
The stake made from A3 or A5 type stake pipe is the stake of part soil compaction: bottom soil compaction, all the other major parts be soil compaction or a small amount of soil compaction not, can alleviate the soil compaction influence.
The stake that other pipe is made is the soil compaction stake.
When the circular intrusion pipe 2 of other category-A stake pipe or discharge pipe 10 diameters are enough big, can adopt modes such as jetting or boring to fetch earth therein, also can make the stake of part soil compaction.
6. peg method
Use the peg method of all types of stake pipes, condition and step are as follows:
6.1 the same pile testing method of the detection method of end resistance;
6.2 the detection method of pile side resistance: use the method for pulling out circular outer pipe 1 or circular outer pipe 21 and detect pile side resistance, specifically the method that detects with the uplift pile bearing capacity;
6.3 other detection such as pile quality: detect by existing pertinent regulations.
Peg mainly is that bearing capacity detects, and bearing capacity detection of the present invention detects before changing pile into by detection behind the existing pile, and other detects still and detects for behind the pile.
7. other immersed tube mode
For above-mentioned A1, A4 or A5 type stake pipe,, can also adopt alternate manner immersed tube such as vibration or static pressure except that with the hammering mode immersed tube.
Above-mentioned B, C class stake pipe and intrusion pipe be at the category-A stake pipe of centre, can also with application number for the stake point that 200910066975.3 Chinese invention patent provides is used, carry out the overall process construction of tube-sinking cast-in-situ pile.
Beneficial effect: tube-sinking cast-in-situ pile overall process construction method provided by the invention and isolated plant thereof, with existing stake machine or pile frame supporting easier, control is more convenient, efficient is higher, cost is lower.
Press the filling stake to compare with long auger, do stake by the present invention, the bearing capacity of pile tip several times improve; The end method of shaking makes the back insert more convenient, the better control of reinforcing cage.
With the situation in the following specific embodiment is example, diameter 800mm stake, and the application number that provides by background technology is the correlation technique of 200910066975.3 Chinese invention patent, each jacket-type stake point cost is more than 2000 yuan; In when hitting, it is low apart from little efficient to fall, and falls apart from the big stake point of may breaking, and also may cause stake point and stake pipe to break away from, and advances soil, water inlet in the stake pipe.
If do stake with A2 type stake pipe of the present invention, used A type backing plate cost is no more than 200 yuan, the problems such as efficient, control and quality when also having solved prior art and doing.
Long auger under given soil layer condition is pressed and is irritated stake, and the ultimate resistance of stake end is in 400t; And the stake of making by the present invention, the ultimate resistance of stake end surpasses 1300t, differs more than three times.
Aspect test pile, peg, the present invention and application number are that the small size method of 200910066975.3 Chinese invention patent is the same, not to press full stake to draw end resistance, but much smaller intrusion pipe or the interior point in pressure ratio full stake cross section draws end resistance, the piling tonnage reduces greatly, can significantly reduce cost, the duration of test pile, peg.
In sum, the present invention has good technical, economic and social benefit.
Description of drawings
Fig. 1～6 are respectively that A1～A6 type stake pipe constitutes schematic diagram, and wherein: figure a is the longitudinal profile schematic diagram.Figure b is the middle part drawing in side sectional elevation of figure a.
Fig. 7～11 are respectively that B1～B5 type stake pipe constitutes the longitudinal profile schematic diagram.
Figure 12～16 are respectively that C1～C5 type stake pipe constitutes the longitudinal profile schematic diagram.
Figure 17, the 18th, interior hammer 22, interior hammer 27 constitute the longitudinal profile schematic diagram.
Figure 19～24 are respectively that A～F type backing plate constitutes schematic diagram, and wherein: figure a is a floor map, and figure b is a generalized section.
Figure 25 is that the reinforcing cage schematic diagram is inserted in the back, and wherein: figure a is the longitudinal profile schematic diagram, and figure b is the vibrator position sectional drawing of figure a.
Figure 26 is when using B2, C2 type stake pipe, bottom way schematic diagram.
Figure 27 is when using B4, C4 type stake pipe, bottom way schematic diagram.
The specific embodiment
The embodiment of the tube-sinking cast-in-situ pile overall process construction method of embodiment 1 use A2 type stake pipe is as follows:
Certain construction work place, the thick miscellaneous fill of top-down soil layer: 2m, the thick plastic state silty clay of 8m, the thick completely decomposed mud stone of 2m, the thick severely-weathered mud stone of 2m below is middle weathering mud stone.
Design stake footpath 800mm, the long 15m of stake, bearing course at pile end is middle weathering mud stone, ultimate bearing capacity of single pile 1700t, wherein: stake end ultimate resistance 1300t, stake side pole limit resistance 400t.
Stake pipe master data: circular outer pipe 1 external diameter 800mm, wall thickness 30mm; Circular intrusion pipe 2 internal diameter 150mm, wall thickness 20mm, the every limit thickening in lower end 20mm; Circular lower plate 3 external diameter 820mm, high 200mm; Circular upper plate 4 external diameter 740mm, thick 50mm, central circular hole diameter 195mm; Nut 5 internal diameter 190mm, high 50mm; Interior hammer 7 is a hydraulic hammer, impacts body weight 10t.
A type backing plate master data: round thin steel 41 thick 3mm, diameter 850mm; Circular steel plate 42 thick 30mm, diameter 180mm.
1.1 test pile condition and step are as follows:
(1) put A type backing plate on stake point, the contraposition of stake pipe is pressed on the backing plate, and the beginning hammering falls apart from being 3m;
(2) when the equal pile penetration of last 10 hammer outs is not more than 10mm, hit in stopping;
(3) nut 5 of outwarding winding presses down the circular circular pipe 2 of annotating of irritating, and a stake end ultimate resistance that draws under the circular intrusion pipe 2 is 88t, and being scaled to the ultimate resistance of total cross-section stake end is 990t, backlog demand;
(4) hammering again when the equal pile penetration of last 10 hammer outs is not more than 5mm, is hit in stopping;
(6) press down circular intrusion pipe 2 again, the stake end ultimate resistance that draws under the circular intrusion pipe 2 is 120t, and being scaled to the ultimate resistance of total cross-section stake end is 1370t, meets the demands, and test pile finishes.
1.2 it is as follows to do a condition and step:
(1) press the step of pile testing method, reach predetermined hammering pile penetration: the equal pile penetration of last 10 hammer outs is not more than 5mm, stops hammering;
(2) by circular intrusion pipe 2 pumping C60 concrete, the stake pipe is carried on the whole to ground simultaneously, removes the stake pipe;
(3) adopt after the method for shaking is inserted concrete with reinforcing cage at the end, finish.
1.3 peg condition and step are as follows:
(1) presses the step of pile testing method, reach predetermined hammering pile penetration, hit in stopping;
(2) detect end resistance: press down circular intrusion pipe 2, the stake end ultimate resistance that draws under the circular intrusion pipe 2 is 118t, and being scaled to the ultimate resistance of total cross-section stake end is 1355t, meets the demands;
(3) by pulling out circular outer pipe 1 on the uplift pile bearing capacity test method, detecting stake side pole limit resistance is 410t, meets the demands.
The embodiment of use A1, A4 or A6 type stake pipe and A2 type stake pipe are roughly the same.
The embodiment of the tube-sinking cast-in-situ pile overall process construction method of embodiment 2 use A5 type stake pipes is as follows:
Site condition, stake footpath, bearing capacity etc. are the same.
Stake pipe master data: circular outer pipe 1 external diameter 800mm, wall thickness 30mm; Circular intrusion pipe 2 internal diameter 150mm, wall thickness 20mm, the every limit thickening in lower end 20mm; Circular discharge pipe 10 internal diameter 150mm, wall thickness 20mm; Snap ring 13 high 50mm, Circularhole diameter 195mm; Circular lower plate 14 external diameter 820mm, high 200mm.
E type backing plate master data: round thin steel 47 thick 3mm, diameter 850mm; Circular steel plate 42 thick 30mm, diameter 180mm, circular hole 46 diameter 180mm.
2.1 test pile: after mud off draws the hole, continue and use A5 stake pipe test pile, condition and step are as follows:
(1) put E type backing plate on stake point, the contraposition of stake pipe is pressed on the backing plate, and the beginning hammering falls apart from being 3m; Mud is discharged from circular discharge pipe 10 in advance, and later stage soil enters in the circular discharge pipe 10 and fills in dead;
(2) when the equal pile penetration of last 10 hammer outs is not more than 5mm, stop hammering;
(3) press down circular intrusion pipe 2, the stake end ultimate resistance that draws under the circular intrusion pipe 2 is 120t, and being scaled to the ultimate resistance of total cross-section stake end is 1370t, meets the demands, and test pile finishes.
2.2 do a condition and step with embodiment 1.
2.3 peg condition and step are as follows:
(1) presses the step of pile testing method, reach predetermined hammering pile penetration, stop hammering;
(2) detect end resistance: press down circular intrusion pipe 2, the stake end ultimate resistance that draws under the circular intrusion pipe 2 is 116t, and being scaled to the ultimate resistance of total cross-section stake end is 1350t, meets the demands;
(3) by pulling out circular outer pipe 1 on the uplift pile bearing capacity test method, detecting stake side pole limit resistance is 405t, meets the demands.
The embodiment of use A3 type stake pipe and A5 type stake pipe are roughly the same.
The embodiment of the tube-sinking cast-in-situ pile overall process construction method of embodiment 3 use B1 type stake pipes is as follows:
Site condition, stake footpath, bearing capacity etc. are the same.
Stake pipe master data: circular outer pipe 21 external diameter 800mm, wall thickness 30mm; Annulus 24 external diameter 820mm; Interior hammer 22 heavy 10t, wherein: hammer body 34 external diameter 700mm, internal diameter 600mm, wall thickness 50mm; Circular lower plate 30 diameter 720mm, high 200mm; 33 upper and lower sections diameter 100mm of interior point, stage casing diameter 60mm, the high 50mm of epimere, the high 150mm in stage casing, the high 100mm of hypomere; Circular upper plate 31 internal diameter 600mm, external diameter 1m, thick 50mm; Annulus 32 internal diameter 500mm, high 100mm, the bottom surface is apart from circular lower plate 30 end face 300mm; Circular ring flat-plate 23 internal diameters 740, external diameter 1m, thick 50mm.
F type backing plate master data: round thin steel 48 thick 3mm, diameter 630mm; Annular steel plate 49 thick 30mm, internal diameter 630mm, external diameter 850mm; Pipe 50 thick 10mm, high 50mm, internal diameter 830mm.
3.1 test pile condition and step are as follows:
(1) put F type backing plate on stake point, the stake pipe box is pressed on the backing plate, and the beginning hammering falls apart from being 3m;
(2) when the equal pile penetration of last 10 hammer outs is not more than 5mm, stop hammering;
(3) detection jack under in the hollow round hole of hammer body 34 catches on annulus 32, point 33 in pressing, and a stake end ultimate resistance that draws under interior sharp 33 is 62t, and being scaled to the ultimate resistance of total cross-section stake end is 1360t, meets the demands, and test pile finishes.
3.2 it is as follows to do a condition and step:
(1) press the step of pile testing method, reach predetermined hammering pile penetration: the equal pile penetration of last 10 hammer outs is not more than 5mm, hits in stopping;
(2) hang out interior hammer 22, descending reinforcing cage in circular outer pipe 21, perfusion C60 concrete, the outer tube 21 of extricating oneself from a predicament and brace oneself up to action while irritating finishes.
3.3 peg condition and step are as follows:
(1) presses the step of pile testing method, reach predetermined hammering pile penetration, stop hammering;
(2) detect end resistance: with detecting point 33 in the very heavy roof pressure, the stake end ultimate resistance in drawing under the point 33 is 60t, and being scaled to the ultimate resistance of total cross-section stake end is 1350t, meets the demands;
(3) by pulling out circular outer pipe 21 on the uplift pile bearing capacity test method, detecting stake side pole limit resistance is 408t, meets the demands.
The embodiment of use B4, C1 or C4 type stake pipe and B1 type stake pipe are roughly the same.
The embodiment of the tube-sinking cast-in-situ pile overall process construction method of embodiment 4 use B3 type stake pipes is as follows:
Site condition, stake footpath, bearing capacity etc. are the same.
Stake pipe master data: necklace 26 inside and outside footpaths are with ring flat-plate 23, height 100mm; 100mm in the interior hammer 22 bottom surface indentation annulus 24; Other is with the B1 type stake pipe of embodiment 3.
4.1 test pile condition and step are as follows:
(1) put harsh concrete on stake point, the stake pipe box is pressed on the harsh concrete, and the beginning hammering falls apart from being 3m;
(2) when the equal pile penetration of last 10 hammer outs is not more than 5mm, suspend hammering;
(3) take out necklace 26, again harsh concrete is hit in annulus 24, stop hammering;
(4) detect point 33 in the very heavy roof pressure down in the hollow round hole of hammer body 34, the stake end ultimate resistance in drawing under the point 33 is 62t, and being scaled to the ultimate resistance of total cross-section stake end is 1360t, meets the demands, and test pile finishes.
4.2 it is as follows to do a condition and step:
(1) presses the step of pile testing method, after harsh concrete is hit in the annulus 24, stop hammering;
(2) hang out interior hammer 22, descending reinforcing cage in circular outer pipe 21, perfusion C60 concrete, the circular outer pipe 21 of extricating oneself from a predicament and brace oneself up to action while irritating finishes.
4.3 peg condition and step are as follows:
(1) presses the step of pile testing method, after harsh concrete is hit in the circular outer pipe 21, stop hammering;
(2) detect end resistance: down-pressed pole in the hollow of interior hammer 22, point 33 in pressing down, the stake end ultimate resistance in drawing under the point 33 is 60t, being scaled to the ultimate resistance of total cross-section stake end is 1350t, meets the demands;
(3) by pulling out circular outer pipe 21 on the uplift pile bearing capacity test method, detecting stake side pole limit resistance is 408t, meets the demands.
The embodiment of use C3 type stake pipe and B3 type stake pipe are roughly the same.
The embodiment of the tube-sinking cast-in-situ pile overall process construction method of embodiment 5 use C5 type stake pipes is as follows:
Site condition, stake footpath, bearing capacity etc. are the same.
Stake pipe master data: circular outer pipe 21 external diameter 800mm, wall thickness 30mm; Annulus 29: height 200mm, epimere external diameter 820mm, hypomere external diameter 780mm, upper and lower internal diameter 640, middle internal diameter 600; Pipe 37 external diameter 700mm in circular, wall thickness 20mm; Lower plate 35 epimere diameter 720mm, footpath 620mm on the hypomere, following footpath 580mm, 100mm in the bottom surface indentation annulus 29; Interior point 33 B1 type stake pipes with embodiment 3; Interior hammer 36 is a hydraulic hammer, impacts body weight 10t.
5.1 test pile condition and step are as follows:
(1) put circular short steel pipes 56 (external diameter 815mm, internal diameter 785mm) and harsh concrete 57 on stake point, the stake pipe box is pressed on circular short steel pipes 56 and the harsh concrete 57, and the beginning hammering falls apart from being 3m;
(2) when the equal pile penetration of last 10 hammer outs is not more than 5mm, stop hammering;
(3) down-pressed pole in the hollow of interior hammer 36, point 33 in pressing down, the stake end ultimate resistance in drawing under the point 33 is 62t, and being scaled to the ultimate resistance of total cross-section stake end is 1360t, meets the demands, and test pile finishes.
5.2 it is as follows to do a condition and step:
(1) press the step of pile testing method, reach predetermined hammering pile penetration: the equal pile penetration of last 10 hammer outs is not more than 5mm, stops hammering;
(2) with after pipe 37, circular upper plate 39, lower plate 35, interior sharp 33 integral body hang out in interior hammer 36 and the circle, descending reinforcing cage in circular outer pipe 21, perfusion C60 concrete, the circular outer pipe 21 of extricating oneself from a predicament and brace oneself up to action while irritating finishes.
5.3 peg condition and step are as follows:
(1) presses the step of pile testing method, reach predetermined hammering pile penetration, stop hammering;
(2) detect end resistance: down-pressed pole in the hollow of interior hammer 36, point 33 in pressing down, the stake end ultimate resistance in drawing under the point 33 is 60t, being scaled to the ultimate resistance of total cross-section stake end is 1350t, meets the demands;
(3) by pulling out circular outer pipe 21 on the uplift pile bearing capacity test method, detecting stake side pole limit resistance is 408t, meets the demands.
The embodiment of use B2, B3, B5 or C2, C3 type stake pipe and C5 type stake pipe are roughly the same.
Claims (10)
1. the isolated plant of tube-sinking cast-in-situ pile overall process construction method is characterized in that, comprises stake pipe and backing plate;
1) described stake pipe comprises 1.1 category-A stake pipe, 1.2 category-B stake pipe and 1.3 C class stake pipe;
1.1A class stake pipe, its formation includes:
(1) outer tube;
(2) with outer tube under the lower plate with holes of end periphery welding;
(3) intrusion pipe that places the hole of passing lower plate in the outer tube vertically to slide;
1.2B class stake pipe, its formation includes:
(1) circular outer pipe;
(2) be welded in the annulus of circular outer pipe lower end;
(3) place the interior interior hammer of circular outer pipe; The formation of interior hammer: 1. hammer body is the cylinder of hollow round hole, and weld with lower plate circular with holes is peripheral its lower end; Be welded with the annulus of convex on the inwall of the hollow round hole bottom of hammer body; Interior point is contained in the central authorities of 2. circular lower plate with holes; 3. point is the cylinder that last hypomere diameter is big, the stage casing diameter is little in, and interior sharp epimere is threaded with the stage casing or welds; Interior sharp hypomere and circular lower plate bottom surface are flat, and interior sharp epimere bottom surface exceeds circular plate top surface down; Interior point can vertically slide in circular lower plate;
1.3C class stake pipe, its formation includes:
(1) Yuan Xing outer tube;
(2) annulus of circular outer pipe lower end welding; Upper end welding circular upper plate with holes;
(3) place the interior circular interior pipe of outer tube; Be welded in the with holes circular lower plate of the external diameter of circular interior pipe lower end greater than pipe in circular;
(4) circular lower plate contains the interior point that can vertically slide; The formation of interior point is 1.2 category-B stake pipe together;
(5) hammer in the cylinder that hollow round hole is arranged that drive arranged in the pipe in circular with holes;
(6) the hammer upper end is connected below the circular upper plate with bolt in described, and the hollow round hole of interior hammer and circular upper plate central circular hole are isometrical;
2) serve as reasons circular hole or do not have the round thin steel of circular hole, circular steel plate of described backing plate, perhaps also have pipe be welded, place the tube-sinking cast-in-situ pile overall process construction method to use assembly below the stake pipe, described steel sheet thickness is in 5mm, and steel plate thickness is more than 10mm.
2. the isolated plant of tube-sinking cast-in-situ pile overall process construction method as claimed in claim 1 is characterized in that, described 1.1 category-A stake pipe also has: (4) place the interior hammer of the hollow circular cylinder of the drive in the outer tube; The hollow round hole of hammer in intrusion pipe passes.
3. the isolated plant of tube-sinking cast-in-situ pile overall process construction method as claimed in claim 1 is characterized in that, described 1.1 category-A stake pipe also has: (5) discharge pipe.
4. as the isolated plant of claim 1,2 or 3 described tube-sinking cast-in-situ pile overall process construction methods, it is characterized in that 1.1 category-A stake pipe is any one of A6 type stake pipe of the A1 to 1.1.6 of 1.1.1;
1.1.1A1 type stake pipe, it is constructed as follows:
(1) circular outer pipe (1) upper end inwall is connected with circular upper plate (4) peripheral thread; Circular outer pipe (1) lower end and external diameter are greater than circular lower plate (3) the periphery welding of circular outer pipe (1);
(2) respectively there are a circular hole in circular upper plate (4), circular lower plate (3) central authorities, and the circular hole of wherein circular lower plate (3) is the not isometrical hole that the epimere diameter is little, the hypomere diameter is big;
(3) circular hole of circular intrusion pipe (2) lower end and circular lower plate (3) coupling and pass this circular hole; The circular hole of circular upper plate (4) is passed in circular intrusion pipe (2) upper end, and is by one section external screw thread on circular intrusion pipe (2) top, with nut (5) that circular intrusion pipe (2) and circular upper plate (4) is fastening; Outward winding behind the nut (5), circular intrusion pipe (2) can vertically slide in the circular hole of circular upper plate (4), circular lower plate (3); Circular intrusion pipe (2) is flat with circular lower plate (3) bottom surface;
(4) the uniform quantity that is welded with of the outer wall of circular intrusion pipe (2) is more than two stabilizing member (6);
(5) the equal extensible of circular outer pipe (1) and circular intrusion pipe (2);
1.1.2A2 type stake pipe, it is constructed as follows:
(1) place the interior hammer (7) of the drive in the circular outer pipe (1) to be the cylinder of hollow round hole, the upper end is connected below the circular upper plate (4) with bolt, the circular hole of the diameter of hollow round hole and circular upper plate (4) is isometrical, and circular intrusion pipe (2) passes this hollow round hole;
(2) formation of circular outer pipe (1), circular intrusion pipe (2), circular lower plate (3), circular upper plate (4), nut (5) is all with the A1 type stake pipe of 1.1.1;
1.1.3A3 type stake pipe, it is constructed as follows:
(1) circular outer pipe (1) upper end inwall is connected with circular upper plate (11) peripheral thread; Circular outer pipe (1) lower end and external diameter are greater than circular lower plate (9) the periphery welding of circular outer pipe (1);
(2) the inboard correspondence of circular upper plate (11), circular lower plate (9) central authorities and outer pipe (1) respectively has mesopore of circle in one line and two lateral opening, and wherein, the mesopore of circular lower plate (9) is the not isometrical hole that the epimere diameter is little, the hypomere diameter is big;
(3) formation of circular intrusion pipe (2) and upper and lower annexation are with the A1 type stake pipe of 1.1.1;
Two lateral opening periphery welding of (4) two circular discharge pipe (10) tops and circular upper plate (11); The welding of side and circular outer pipe (1) inwall; Two lateral opening periphery welding of lower end and circular lower plate (9); Circular discharge pipe (10) and the lateral opening uniform internal diameter of circular lower plate (9);
(5) placing the interior hammer (8) of the drive in the circular outer pipe (1) is the both sides cylinder band recess, hollow round hole, and hollow round hole and circular upper plate (11) mesopore are with the footpath; Circular intrusion pipe (2) passes from this hollow round hole; The recess of both sides can hold circular discharge pipe (10); Interior hammer (8) upper end is connected on the upper plate (11) with bolt;
(6) circular outer pipe (1) and circular intrusion pipe (2), the equal extensible of circular discharge pipe (10);
1.1.4A4 type stake pipe, it is constructed as follows:
(1) circular outer pipe (1) lower end and circular lower plate (12) periphery welding;
(2) circular lower plate (12) has not isometrical lateral opening that the epimere diameter is little, the hypomere diameter is big in circular outer pipe (1) inboard;
(3) plural snap ring (13) is uniform is welded on circular outer pipe (1) inwall; Circular hole with the lateral opening center contraposition of circular lower plate (12) is arranged on the snap ring (13); The mouth of pipe of the upper surface of uppermost snap ring (13) and circular outer pipe (1) is flat;
(4) formation of circular intrusion pipe (2) is with the A1 type stake pipe of 1.1.1; The lateral opening coupling of circular intrusion pipe (2) lower end and circular lower plate (12) is also passed this circular hole lateral opening and snap ring (13);
(5) the equal extensible of circular outer pipe (1) and circular intrusion pipe (2);
1.1.5A5 type stake pipe, it is constructed as follows:
(1) formation of circular outer pipe (1), circular intrusion pipe (2), nut (5), snap ring (13) is all with the A4 type stake pipe of 1.1.4;
(2) circular lower plate (14) have in circular outer pipe (1) inboard two lateral opening, one of them is not isometrical lateral opening that the epimere diameter is little, the hypomere diameter is big, another is isometrical lateral opening;
(3) the isometrical lateral opening periphery welding of circular discharge pipe (10) lower end and circular lower plate (14); Circular discharge pipe (10) side and the welding of circular outer pipe (1) inwall;
1.1.6A6 type stake pipe, it is constructed as follows:
(1) circular outer pipe (1) upper end inwall is connected with circular upper plate (16) peripheral thread; Circular outer pipe (1) lower end and the welding of circular lower plate (12) periphery;
(2) formation of circular intrusion pipe (2), nut (5), circular lower plate (12), snap ring (13) is all with the A4 type stake pipe of 1.1.4;
(3) circular upper plate (16) has lateral opening corresponding circular lateral opening with circular lower plate (12); Circular intrusion pipe (2) passes circular lateral opening on the circular upper plate (16);
(4) place interior hammer (15) in the circular outer pipe (1), drive to be the cylinder of both sides band recess, this recess can hold snap ring (13); Interior hammer (15) upper end is connected below the circular upper plate (16) with bolt.
5. the isolated plant of tube-sinking cast-in-situ pile overall process construction method as claimed in claim 1 is characterized in that, 1.2 category-B stake pipe is any one of B5 type stake pipe of the B1 to 1.2.5 of 1.2.1;
1.2.1B1 type stake pipe, it is constructed as follows:
(1) weld with circular ring flat-plate (23) periphery of uniform internal diameter circular outer pipe (21) upper end, the welding of the annulus of lower end and uniform internal diameter (24) periphery; Annulus (24) external diameter is greater than circular outer pipe (21);
(2) formation of hammer (22) in: 1. hammer body (34) is the cylinder of hollow round hole, its upper end and the peripheral welding of the annular upper plate (31) of uniform internal diameter, and lower end and diameter are greater than circular lower plate (30) the periphery welding of hammer body (34) external diameter; Be welded with the annulus (32) of convex on the inwall of the hollow round hole bottom of hammer body (34); Interior point (33) is contained in the central authorities of 2. circular lower plate (30); 3. point (33) is the cylinder that last hypomere diameter is big, the stage casing diameter is little in, and interior point (33) epimere is threaded with the stage casing or welds; Interior point (33) hypomere and circular lower plate (30) bottom surface are flat, and interior point (33) epimere bottom surface exceeds circular lower plate (30) end face; Interior point (33) can vertically slide in circular lower plate (30);
(3) hammer (22) places in the circular outer pipe (21) in;
(4) hammer (22) hangs in the circular outer pipe (21) by annular upper plate (31), circular ring flat-plate (23) in, and interior hammer (22) is flat with annulus (24) bottom surface;
1.2.2B2 type stake pipe, it is constructed as follows:
(1) annulus (25) that is welded in circular outer pipe (21) lower end and circular outer pipe (21) uniform internal diameter; The epimere external diameter is greater than circular outer pipe (21), and the hypomere external diameter is less than epimere;
(2) hammer into shape in the bottom surface indentation annulus (25) of (22) in;
(3) other is with the B1 type stake pipe of 1.2.1;
1.2.3B3 type stake pipe, it is constructed as follows:
(1) be clipped between annular upper plate (31) and the circular ring flat-plate (23) for combined type annulus (26), its inside and outside footpath is with circular ring flat-plate (23); Described annulus (26) is detachable to be taken out;
(2) hammer into shape in (22) bottom surface indentation annulus (24) in;
(3) other is with the B1 type stake pipe of 1.2.1;
1.2.4B4 type stake pipe, it is constructed as follows:
(1) circular outer pipe (21) lower end and annulus (28) periphery welding;
(2) annulus (28) external diameter is greater than circular outer pipe (21) external diameter, and internal diameter is up big and down small, and internal diameter suitable for reading is less than circular outer pipe (21) internal diameter;
(3) formation of hammer (27) in: 1. hammer body (34) is the cylinder of hollow round hole, the welding of its lower end and lower plate (35) periphery; The epimere of 2. described lower plate (35) is the cylinder of external diameter greater than hammer body (34), and hypomere is the rounding platform, and the upward footpath of hypomere rounding platform is less than the cylindrical diameter of epimere; The interior point (33) with the B1 type stake pipe of 1.2.1 is contained in the central authorities of described lower plate (35); 3. be welded with the annulus (32) of convex on the inwall of the hollow round hole bottom of hammer body (34);
(4) place the lower plate (35) of the interior hammer (27) in the circular outer pipe (21) to cooperate and place in the annulus (28) with annulus (28); Described lower plate (35) is flat with annulus (28) bottom surface;
(5) circular outer pipe (21) extensible;
1.2.5B5 type stake pipe, it is constructed as follows:
(1) the epimere external diameter of annulus (29) is greater than circular outer pipe (21) external diameter, and the hypomere external diameter is less than the epimere external diameter; Annulus (29) internal diameter is big up and down, middle little;
(2) in lower plate (35) the bottom surface indentation annulus (29);
(3) other is with the B4 type stake pipe of 1.2.4.
6. the isolated plant of tube-sinking cast-in-situ pile overall process construction method as claimed in claim 1 is characterized in that, 1.3 C class stake pipe is any one of C5 type stake pipe of the C1 to 1.3.5 of 1.3.1;
1.3.1C1 type stake pipe, it is constructed as follows:
(1) formation of circular outer pipe (21), circular ring flat-plate (23), annulus (24), circular lower plate (30), interior point (33) is all with the B1 type stake pipe of 1.2.1;
(2) circular interior pipe (37) is gone up end periphery and is welded in circular upper plate (38) soffit of external diameter with circular ring flat-plate (23); The lower end of pipe (37) and circular lower plate (30) periphery welding in circular; Pipe (37) external diameter is less than circular lower plate (30) in circular;
(3) place the interior hammer (36) of the drive in the circular interior pipe (37) to be the cylinder of hollow round hole, the upper end is connected below the circular upper plate (38) with bolt; The hollow round hole and circular upper plate (38) central circular hole of interior hammer (36) are isometrical;
(4) circular interior pipe (37), circular lower plate (30) by circular upper plate (38), circular ring flat-plate (23), hang in the circular outer pipe (21), and circular lower plate (30) is flat with annulus (24) bottom surface;
1.3.2C2 type stake pipe, it is constructed as follows:
(1) formation of circular outer pipe (21), circular ring flat-plate (23), annulus (25) is all with the B2 type stake pipe of 1.2.2;
(2) in circular lower plate (30) the bottom surface indentation annulus (25);
(3) other is with the C1 type stake pipe of 1.3.1;
1.3.3C3 type stake pipe, it is constructed as follows:
(1) be clipped between circular upper plate (38) and the circular ring flat-plate (23) for combined type annulus (26), this annulus detachably takes out;
(2) in circular lower plate (30) the bottom surface indentation annulus (24);
(3) other is with the C1 type stake pipe of 1.3.1;
1.3.4C4 type stake pipe, it is constructed as follows:
(1) formation of circular outer pipe (21), annulus (28), interior point (33), lower plate (35) is all with the B4 type stake pipe of 1.2.4;
(2) hammer (36) upper end is connected below the circular upper plate (39) with bolt in;
(3) circular interior pipe (37) upper end and the welding of circular upper plate (39) neighboring;
(4) other is with the C1 type stake pipe of 1.3.1;
1.3.5C5 type stake pipe, it is constructed as follows:
(1) formation of circular outer pipe (21), annulus (29), interior point (33), lower plate (35) is all with the B5 type stake pipe of 1.2.5;
(2) in lower plate (35) the bottom surface indentation annulus (29);
(3) other is with the C4 type stake pipe of 1.3.4.
7. the isolated plant of tube-sinking cast-in-situ pile overall process construction method as claimed in claim 1 is characterized in that, described backing plate comprises any one of A to F type backing plate;
2.1A the type backing plate, it is constructed as follows:
(1) round thin steel (41) diameter is greater than A1 or A2 type stake external diameter of pipe;
(2) circular steel plate (42) is welded in round thin steel (41) central authorities;
(3) circular steel plate (42) diameter is greater than circular intrusion pipe (2) internal diameter in A1 or the A2 type stake pipe;
2.2B the type backing plate, it is constructed as follows:
(1) the circular steel plate (44) of annular steel sheet (43) inner rim and middle epirelief welding;
(2) round thin steel (43) external diameter is greater than A1 or A2 type stake external diameter of pipe;
(3) circular steel plate (44) external diameter is greater than circular intrusion pipe (2) internal diameter of A1 or A2 type stake pipe central authorities;
2.3C the type backing plate, it is constructed as follows:
(1) round thin steel (45) diameter is greater than A3 type stake external diameter of pipe;
(2) circular steel plate (42) is welded in round thin steel (45) central authorities;
(3) circular steel plate (42) diameter is greater than circular intrusion pipe (2) internal diameter in the A3 type stake pipe;
(4) circular hole (46) is respectively opened in circular discharge pipe (10) contraposition in both sides in round thin steel (45) and the A3 type stake pipe, and diameter is greater than circular discharge pipe (10) internal diameter;
2.4D the type backing plate, it is constructed as follows:
(1) round thin steel (41) diameter is greater than A4 or A6 type stake external diameter of pipe;
(2) circular steel plate (42) diameter is greater than circular intrusion pipe (2) internal diameter on A4 or the A6 type stake tube edge, and circular steel plate (42) and circular intrusion pipe (2) center contraposition are welded on the circular steel plate (41);
2.4E the type backing plate, it is constructed as follows:
(1) round thin steel (47) diameter is greater than A5 type stake external diameter of pipe;
(2) circular steel plate (42) diameter is greater than circular intrusion pipe (2) internal diameter on the A5 type stake tube edge, and circular steel plate (42) and circular intrusion pipe (2) center contraposition are welded on the round thin steel (47);
(3) circular discharge pipe (10) the center contraposition of circular hole (46) on round thin steel (47) another side and A5 type stake pipe, circular hole (46) diameter is greater than circular discharge pipe (10) internal diameter;
2.5F the type backing plate, it is constructed as follows:
(1) round thin steel (48) periphery and the welding of annular steel plate (49) inner rim;
(2) pipe (50) and annular steel plate (49) external diameter equate and the periphery welding; Pipe (50) internal diameter is greater than B1 or C1 type stake pipe lower end annulus (28) external diameter.
8. the tube-sinking cast-in-situ pile overall process construction method comprises pile testing method, does piling method and peg method, it is characterized in that condition and step are as follows:
4) pile testing method
4.1 use the pile testing method of category-A stake pipe, for after the hammering of stake pipe puts in place, with pressing down the method that intrusion pipe draws end resistance, specific as follows:
4.1.1 use the pile testing method of A1 type stake pipe, condition and step are as follows:
(1) put A type or Type B backing plate on stake point, the contraposition of stake pipe is pressed on the backing plate;
(2) hammering stake pipe, the whole sinking of stake pipe reaches predetermined hammering pile penetration;
(3) nut (5) of outwarding winding presses down circular intrusion pipe (2), draws the end resistance under the circular intrusion pipe (2);
(4), finish if end resistance meets the demands; If the end resistance backlog demand, hammering again reaches and newly decides the hammering pile penetration, and peg end resistance again is till end resistance meets the demands;
4.1.2 use the pile testing method of A2 type stake pipe, condition and step are as follows:
(1) put A type or Type B backing plate on stake point, the contraposition of stake pipe is pressed on the backing plate;
(2) with the circular lower plate (3) of interior hammer (7) hammering, the whole sinking of stake pipe reaches predetermined hammering pile penetration;
(3) following steps are with the A1 type stake pipe of 4.1.1;
4.1.3 use the pile testing method of A3 type stake pipe, condition and step are as follows:
After mud off draws the hole, continue and use A3 type stake pipe to carry out test pile, condition and step are as follows:
(1) put C type backing plate on stake point, the contraposition of stake pipe is pressed on the backing plate;
(2) with the circular lower plate (9) of interior hammer (8) hammering, the whole sinking of stake pipe reaches predetermined hammering pile penetration; Mud is discharged from circular discharge pipe (10) in advance, and later stage soil enters in the circular discharge pipe (10) and fills in dead;
(3) following steps are with the A1 type stake pipe of 4.1.1;
4.1.4 use the pile testing method of A4 type stake pipe, condition and step are as follows:
Except that using D type backing plate, other is with the A1 type stake pipe of 4.1.1;
4.1.5 use the pile testing method of A5 type stake pipe, step is as follows:
After mud off draws the hole, continue and use A5 type stake pipe to carry out test pile, condition and step are as follows:
(1) put E type backing plate on stake point, the contraposition of stake pipe is pressed on the backing plate;
(2) hammering stake pipe, the whole sinking of stake pipe reaches predetermined hammering pile penetration; Mud is discharged from circular discharge pipe (10) in advance, and later stage soil enters in the circular discharge pipe (10) and fills in dead;
(3) following steps are with the A1 type stake pipe of 4.1.1;
4.1.6 use the pile testing method of A6 type stake pipe, condition and step are as follows:
Except that using D type backing plate, other is with the A2 type stake pipe of 4.1.2;
4.2 use the pile testing method of category-B stake pipe, for after the hammering of stake pipe puts in place, draw the method for end resistance with point in pressing down, specific as follows:
4.2.1 use the pile testing method of B1 type stake pipe, condition and step are as follows:
(1) put F type backing plate on stake point, stake pipe contraposition cover is pressed on the backing plate;
(2) the interior hammer (22) of slinging, hammering retaining board, the circular ring flat-plate (23) of circular upper plate (31) hammering simultaneously drives circular outer pipe (21), annulus (24), and the stake pipe is whole to sink, and reaches predetermined hammering pile penetration;
(3) detection jack under in the hollow round hole of hammer body (34) catches on annulus (32), presses down interior point (33), draws the end resistance under the interior point (33);
(4), finish if end resistance meets the demands; If the end resistance backlog demand, hammering again reaches and newly decides the hammering pile penetration, and peg end resistance again is till end resistance meets the demands;
4.2.2 use the pile testing method of B2 type stake pipe, condition and step are as follows:
(1) put circular short steel pipes (56) and harsh concrete (57) on stake point, the stake pipe box is pressed on the harsh concrete (57) in circular short steel pipes (56);
(2) the interior hammer (22) of slinging, hammering harsh concrete (57), the circular ring flat-plate (23) of circular upper plate (31) hammering simultaneously drives circular outer pipe (21), annulus (25) and circular short steel pipes (56), and the stake pipe is whole to sink, and reaches predetermined hammering pile penetration;
(3) following steps are with the B1 type stake pipe of 4.2.1;
4.2.3 use the pile testing method of B3 type stake pipe, condition and step are as follows:
(1) put harsh concrete on stake point, the stake pipe is pressed on the harsh concrete;
(2) the interior hammer (22) of slinging, the hammering harsh concrete, circular upper plate (31) is hammering annulus (26) simultaneously, drives circular ring flat-plate (23), circular outer pipe (21), annulus (24), and the stake pipe is whole to sink, and reaches predetermined hammering pile penetration;
(3) take out annulus (26), use interior hammer (22) that harsh concrete is hit in annulus (24) again;
(4) following steps are with the B1 type stake pipe of 4.2.1;
4.2.4 use the pile testing method of B4 type stake pipe, condition and step are as follows:
(1) on stake point, straighten the footpath greater than the stake external diameter of pipe, that play the backing plate effect, thickness at 5mm with interior round thin steel, stake is managed a contraposition and is pressed on this round thin steel;
(2) the interior hammer (27) of slinging, hammering round thin steel and annulus (28) drive circular outer pipe (21) simultaneously, and the stake pipe is whole to sink, and reaches predetermined hammering pile penetration;
(3) following steps are with the B1 type stake pipe of 4.2.1;
4.2.5 use the pile testing method of B5 type stake pipe, condition and step are as follows:
(1) put circular short steel pipes (56) and harsh concrete (57) on stake point, the stake pipe box is pressed on the harsh concrete (57) in circular short steel pipes (56);
(2) the interior hammer (27) of slinging, hammering harsh concrete (57) and annulus (29) drive circular outer pipe (21) and circular short steel pipes (56) simultaneously, and the whole sinking of stake pipe reaches predetermined hammering pile penetration;
(3) following steps are with the B1 type stake pipe of 4.2.1;
4.3 use the pile testing method of C class stake pipe, for after the hammering of stake pipe puts in place, draw the method for end resistance with point in pressing down, specific as follows:
4.3.1 use the pile testing method of C1 type stake pipe, condition and step are as follows:
(1) put F type backing plate on stake point, the stake pipe box is pressed on the backing plate;
(2) with the circular lower plate (30) of interior hammer (36) hammering, drive circular upper plate (38) by pipe (37) in circular, the circular ring flat-plate (23) of while hammering drives circular outer pipe (21), annulus (24), and stake pipe integral body is sunk, and reaches predetermined hammering pile penetration;
(3) down-pressed pole in the hollow round hole of interior hammer (36) presses down interior point (33), draws the end resistance under the interior point (33);
(4), finish if end resistance meets the demands; If the end resistance backlog demand, hammering again reaches and newly decides the hammering pile penetration, and peg end resistance again is till end resistance meets the demands;
4.3.2 use the pile testing method of C2 type stake pipe, condition and step are as follows:
(1) put circular short steel pipes (56) and harsh concrete (57) on stake point, the stake pipe box is pressed on the harsh concrete (57) in circular short steel pipes (56);
(2) with the circular lower plate (30) of interior hammer (36) hammering, drive circular upper plate (38) by pipe (37) in circular, the circular ring flat-plate (23) of while hammering drives circular outer pipe (21), annulus (25), and stake pipe integral body is sunk, and reaches predetermined hammering pile penetration;
(3) following steps are with the C1 type stake pipe of 4.3.1;
4.3.3 use the pile testing method of C3 type stake pipe, condition and step are as follows:
(1) put harsh concrete on stake point, the stake pipe is pressed on the harsh concrete;
(2) with interior hammer (36) hammering harsh concrete, drive circular upper plate (38) by pipe (37) in circular, hammering annulus (26) drives circular ring flat-plate (23), circular outer pipe (21), annulus (24) simultaneously, the whole sinking of stake pipe reaches predetermined hammering pile penetration;
(3) take out annulus (26), use interior hammer (36) that harsh concrete is hit in annulus (24) again;
(4) following steps are with the C1 type stake pipe of 4.3.1;
4.3.4 use the pile testing method of C4 type stake pipe, condition and step are as follows:
(1) on stake point, straighten the footpath greater than the stake external diameter of pipe, that play the backing plate effect, thickness at 5mm with interior round thin steel, a pipe is pressed on this round thin steel;
(2) with interior hammer (36) while hammering round thin steel and annulus (28), drive circular outer pipe 26, the whole sinking of stake pipe reaches predetermined hammering pile penetration;
(3) following steps are with the C1 type stake pipe of 4.3.1;
4.3.5 use the pile testing method of C5 type stake pipe, condition and step are as follows:
(1) put circular short steel pipes (56) and harsh concrete (57) on stake point, the stake pipe box is pressed on the harsh concrete (57) in circular short steel pipes (56);
(2) with interior hammer (36) while hammering harsh concrete (57) and annulus (29), drive circular outer pipe (21) and circular short steel pipes (56), the whole sinking of stake pipe reaches predetermined hammering pile penetration;
(3) following steps are with the C1 type stake pipe of 4.3.1;
5) do piling method
5.1 use the piling method of doing of category-A stake pipe, condition and step are as follows:
5.1.1 by the condition and the step of corresponding pile testing method, be hammered onto the pile penetration controlling value that test pile is determined, stop hammering;
5.1.2 by circular intrusion pipe (2) pumping of concrete, the stake pipe is carried on the whole simultaneously, reach predetermined altitude after, remove the stake pipe;
5.1.3 adopt after the method for shaking is inserted concrete with reinforcing cage at the end, finish;
5.2 use the piling method of doing of category-B stake pipe, condition and step are as follows:
5.2.1 by the condition and the step of corresponding pile testing method, be hammered onto the pile penetration controlling value that test pile is determined, stop hammering;
5.2.2 hang out interior hammer (22) or interior hammer (27), descending reinforcing cage in circular outer pipe (21), concrete perfusion, the circular outer pipe of extricating oneself from a predicament and brace oneself up to action while irritating (21) finishes;
5.3 use the piling method of doing of C class stake pipe, condition and step are as follows:
5.2.1 by the condition and the step of corresponding pile testing method, be hammered onto the pile penetration controlling value that test pile is determined, stop hammering;
5.2.2 after pipe (37), circular upper plate (38) or circular upper plate (39), circular lower plate (30) or circular lower plate (35), interior point (33) integral body hang out in interior hammer (36) and the circle, descending reinforcing cage in circular outer pipe (21), concrete perfusion, the circular outer pipe of extricating oneself from a predicament and brace oneself up to action while irritating (21) finishes;
6) peg method
Use the peg method of category-A, category-B or C class stake pipe, condition and step are as follows:
6.1 the same pile testing method of the detection method of end resistance;
6.2 the detection method of pile side resistance: use the method for pulling out circular outer pipe (1) or circular outer pipe (21) and detect pile side resistance, specifically the method that detects with the uplift pile bearing capacity;
6.3 other detection such as pile quality: detect by existing pertinent regulations.
9. tube-sinking cast-in-situ pile overall process construction method as claimed in claim 8 is characterized in that, when making of 1.1 category-A stake pipe, adopts the end method of shaking, and condition and step are as follows:
3.1 sling behind the reinforcing cage of forming by vertical muscle (52), stirrup (53), reinforcing ring muscle (54), by wire rope (55), with the profile epimere is that right circular cone, stage casing are that cylinder, hypomere are that the water proof type vibrator (51) of reverse taper hangs the reinforcing cage bottom, by certain depth in the deadweight insertion concrete;
3.2 Vibration on Start-up device (51) is dragged reinforcing cage after desired depth down, proposes vibrator (51), finishes.
10. the immersed tube method of A1 as claimed in claim 8, A4 or A5 type stake pipe is characterized in that, can also adopt the immersed tube method of vibration or static pressure.
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| CN104763002A (en) * | 2015-04-22 | 2015-07-08 | 上海山顺土木工程技术有限公司 | Testing system for cast-in-place pile guide pipe |
| CN106192997A (en) * | 2015-05-28 | 2016-12-07 | 毕建东 | The pile of static pressure, immersed tube guncreting pile and householder method and device and application |
| CN106958246A (en) * | 2016-06-15 | 2017-07-18 | 刘献刚 | The pile body that a kind of shake pressure type pile body construction method and use this method are made |
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| CN112323792A (en) * | 2020-11-03 | 2021-02-05 | 北京顺义建筑企业集团公司 | Internal-driving hammer pile pipe for holding-pressing type hammering pressure-grouting pile |
| CN112323876A (en) * | 2020-11-03 | 2021-02-05 | 北京顺义建筑企业集团公司 | Method for detecting pile end resistance of pile formed by holding-pressure type hammering and pressure grouting by small-area method |
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| CN102704479A (en) * | 2012-06-12 | 2012-10-03 | 张永忠 | Hydraulic hammering type concrete cast-in-place pile equipment |
| CN104153355A (en) * | 2014-07-25 | 2014-11-19 | 王继忠 | Concrete pile construction equipment and method |
| CN104153355B (en) * | 2014-07-25 | 2016-06-29 | 王继忠 | The constructing device of concrete-pile and construction method thereof |
| CN104763002A (en) * | 2015-04-22 | 2015-07-08 | 上海山顺土木工程技术有限公司 | Testing system for cast-in-place pile guide pipe |
| CN104763002B (en) * | 2015-04-22 | 2016-08-24 | 上海山顺土木工程技术有限公司 | Bored pile guide test system |
| CN106192997A (en) * | 2015-05-28 | 2016-12-07 | 毕建东 | The pile of static pressure, immersed tube guncreting pile and householder method and device and application |
| CN106958246A (en) * | 2016-06-15 | 2017-07-18 | 刘献刚 | The pile body that a kind of shake pressure type pile body construction method and use this method are made |
| CN110374089A (en) * | 2019-07-24 | 2019-10-25 | 安徽金江建筑规划设计有限公司 | A kind of compound construction method of bored concrete pile |
| CN112127364A (en) * | 2020-10-14 | 2020-12-25 | 广州市市政集团有限公司 | Pile head over-filling monitoring device for cast-in-place pile |
| CN112323792A (en) * | 2020-11-03 | 2021-02-05 | 北京顺义建筑企业集团公司 | Internal-driving hammer pile pipe for holding-pressing type hammering pressure-grouting pile |
| CN112323876A (en) * | 2020-11-03 | 2021-02-05 | 北京顺义建筑企业集团公司 | Method for detecting pile end resistance of pile formed by holding-pressure type hammering and pressure grouting by small-area method |
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