CN102286970B - Whole process construction method of driven cast-in-place piles and special purpose device thereof - Google Patents
Whole process construction method of driven cast-in-place piles and special purpose device thereof Download PDFInfo
- Publication number
- CN102286970B CN102286970B CN201110172486.3A CN201110172486A CN102286970B CN 102286970 B CN102286970 B CN 102286970B CN 201110172486 A CN201110172486 A CN 201110172486A CN 102286970 B CN102286970 B CN 102286970B
- Authority
- CN
- China
- Prior art keywords
- circular
- pipe
- pile
- plate
- type
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000000034 method Methods 0.000 title claims abstract description 86
- 238000010276 construction Methods 0.000 title claims abstract description 33
- 238000012360 testing method Methods 0.000 claims abstract description 95
- 239000002689 soil Substances 0.000 claims abstract description 23
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 10
- 229910000831 Steel Inorganic materials 0.000 claims description 142
- 239000010959 steel Substances 0.000 claims description 142
- 230000002262 irrigation Effects 0.000 claims description 71
- 238000003973 irrigation Methods 0.000 claims description 71
- 230000035515 penetration Effects 0.000 claims description 58
- 230000002787 reinforcement Effects 0.000 claims description 34
- 239000000203 mixture Substances 0.000 claims description 32
- 238000001514 detection method Methods 0.000 claims description 24
- 238000007373 indentation Methods 0.000 claims description 14
- 230000000694 effects Effects 0.000 claims description 8
- 230000010412 perfusion Effects 0.000 claims description 8
- 230000002093 peripheral effect Effects 0.000 claims description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 239000002184 metal Substances 0.000 claims description 5
- 238000004804 winding Methods 0.000 claims description 5
- 230000000087 stabilizing effect Effects 0.000 claims description 3
- 230000002708 enhancing effect Effects 0.000 claims description 2
- 210000003205 muscle Anatomy 0.000 claims description 2
- 230000003068 static effect Effects 0.000 claims description 2
- 238000005516 engineering process Methods 0.000 abstract description 6
- 238000010586 diagram Methods 0.000 description 10
- 238000010998 test method Methods 0.000 description 5
- 238000005056 compaction Methods 0.000 description 4
- 230000037396 body weight Effects 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000007790 scraping Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
Abstract
The invention provides Whole process construction method of driven cast-in-place piles and special purpose device thereof, described special purpose device, including pile pipe and backing plate；Pile pipe includes A class, B class and C class pile pipe.Method that Whole process construction method of driven cast-in-place piles includes pile testing method, does piling method, the end of peg method and rear descending reinforcing cage shakes, solve existing in hit the problems such as the control difficulty of stake is relatively big, pile top is relatively costly；With long auger guncreting pile ratio, bearing capacity of pile tip several times improve；In test pile, peg, not being press full stake to draw end resistance, but the much smaller intrusion pipe in pressure ratio full stake cross section or interior point draw end resistance, piling tonnage is greatly reduced, and test pile, peg cost, duration can be greatly reduced.The long auger guncreting pile of diameter 800mm when given soil layer, stake end ultimate resistance is within 400t；By the stake that the present invention makes, stake end ultimate resistance is more than 1300t, and difference is more than three times.The present invention has good technology and economic benefit.
Description
Technical field
The present invention relates to Whole process construction method of driven cast-in-place piles and special purpose device thereof, belong to pile foundation construction technical field.
Background technology
The overall process construction method of stake includes pile testing method, does piling method and peg method.
Application number is the Chinese invention patent of 200910066975.3: inside hit the overall process construction method of stake and special purpose device thereof and application, propose and do stake inner hit method and the little area-method of test pile, peg, pile foundation engineering integrated cost can be reduced, but there is the problems such as control difficulty is relatively big, pile top is relatively costly.
The patent No. is the utility model patent of 200920094048.8: and jack for detecting pile tip resistance (hereinafter referred to as: detection jack), hit a test pile in being also, peg provides detection Special jack.
The long auger guncreting pile of application in current engineering, adopts the long-spiral drilling having core pipe, by core pipe pump concrete, lifts up drilling rod simultaneously, be inserted into steel reinforcement cage.This stake is non-Squeezing Soil Pile, vibrate little, noise is low, pore-forming penetration capacity is strong, pile quality good, but it is relatively low to insert afterwards the operation inconvenience of steel reinforcement cage, the easy off normal of steel reinforcement cage, bearing capacity of pile tip.
Summary of the invention
For simplifying the construction technology of stake further, reducing cost, raising efficiency of construction, raising pile bearing capacity, feature in conjunction with driven cast-in-place pile and drilled press-grouting pile, with application number be 200910066975.3 the little area-method of Chinese invention patent for technical foundation, the invention provides Whole process construction method of driven cast-in-place piles and special purpose device thereof.
Whole process construction method of driven cast-in-place piles provided by the invention, including pile testing method, does piling method and peg method, additionally provides the end inserting steel reinforcement cage after being easy to and shakes method.
The special purpose device of Whole process construction method of driven cast-in-place piles provided by the invention, including pile pipe and backing plate.
1. pile pipe
Described pile pipe include the A class pile pipe of 1.1, the B class pile pipe of 1.2 and 1.3 C class pile pipe.
1.1A class pile pipe, its composition includes:
(1) outer tube；
(2) lower plate with holes welded with outer tube lower end peripheral；
(3) intrusion pipe that the hole passing lower plate in outer tube can be vertically slidable it is placed in；Or also have:
(4) the interior hammer of the drive of hollow circular cylinder is placed in outer tube, the hollow round hole of the intrusion pipe interior hammer of traverse；Or also have:
(5) discharge pipe.
A class pile pipe is preferably as follows any one of A1～A6 type pile pipe:
1.1.1A1 type pile pipe, as it is 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 thread；Circular outer pipe 1 lower end is welded more than circular lower plate 3 periphery of circular outer pipe 1 with external diameter；
(2) circular upper plate 4, circular lower plate 3 central authorities are respectively arranged with a circular hole, and wherein the circular hole of circular lower plate 3 is the not isometrical hole that epimere diameter is little, hypomere diameter is big；
(3) circular irrigation pipe 2 lower end is mated with the circular hole of circular lower plate 3 and passes this circular hole；Circular irrigation pipe 2 upper end is through the circular hole of circular upper plate 4, by one section of external screw thread on circular irrigation pipe 2 top, is fastened with circular upper plate 4 by circular irrigation pipe 2 with nut 5；Outward winding after nut 5, circular irrigation pipe 2 can circular upper plate 4, circular lower plate 3 circular hole in vertically slidable；Circular irrigation pipe 2 is put down with circular lower plate 3 bottom surface；
(4) the uniform stabilizing member 6 being welded with quantity more than two of the outer wall of circular irrigation pipe 2；
(5) circular outer pipe 1 and the equal extensible of circular irrigation pipe 2.
1.1.2A2 type pile pipe, as in figure 2 it is shown, it is constructed as follows:
(1) cylinder that interior hammer 7 is hollow round hole of the drive being placed in circular outer pipe 1, upper end is bolted to below circular upper plate 4, and the diameter of hollow round hole is isometrical with the circular hole of circular upper plate 4, circular irrigation pipe 2 this hollow round hole of traverse；
(2) circular outer pipe 1, circular irrigation pipe 2, circular lower plate 3, circular upper plate 4, nut 5 composition all with the A1 type pile pipe of 1.1.1.
1.1.3A3 type pile pipe, as it is shown on figure 3, 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 is welded more than circular lower plate 9 periphery of circular outer pipe 1 with external diameter；
(2) circular upper plate 11, inside the circular central and outer pipe 1 of lower plate 9 corresponding be respectively arranged with a circular mesopore in one line and two lateral opening, wherein, the mesopore of circular lower plate 9 is the not isometrical hole that epimere diameter is little, hypomere diameter is big；
(3) composition of circular irrigation pipe 2 and upper and lower annexation are with the A1 type pile pipe of 1.1.1；
(4) two circular discharge pipe 10 tops are welded with two lateral opening peripheries of circular upper plate 11；Side is welded with circular outer pipe 1 inwall；Lower end is welded with two lateral opening peripheries of circular lower plate 9；Circular discharge pipe 10 and the circular lateral opening uniform internal diameter of lower plate 9；
(5) the interior hammer 8 of the drive being placed in circular outer pipe 1 is the both sides cylinders with recess, hollow round hole, hollow round hole and the circular same footpath of upper plate 11 mesopore；Circular irrigation 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 bolted on upper plate 11；
(6) circular outer pipe 1 and circular irrigation pipe 2, the circular equal extensible of discharge pipe 10.
1.1.4A4 type pile pipe, as shown in Figure 4, it is constructed as follows:
(1) circular outer pipe 1 lower end is welded with circular lower plate 12 periphery；
(2) it is not isometrical lateral opening that circular lower plate 12 has inside circular outer pipe 1 that epimere diameter is little, hypomere diameter is big；
(3) plural snap ring 13 is uniform is welded on circular outer pipe 1 inwall；Snap ring 13 has the circular hole of lateral opening center para-position with circular lower plate 12；The upper surface of uppermost snap ring 13 is put down with the mouth of pipe of circular outer pipe 1；
(4) composition of circular irrigation pipe 2 is with the A1 type pile pipe of 1.1.1；Circular irrigation pipe 2 lower end is mated and this lateral opening and snap ring 13 circular hole of traverse with the lateral opening of circular lower plate 12；
(5) circular outer pipe 1 and the equal extensible of circular irrigation pipe 2.
1.1.5A5 type pile pipe, as it is shown in figure 5, it is constructed as follows:
(1) circular outer pipe 1, circular irrigation pipe 2, nut 5, snap ring 13 composition all with the A4 type pile pipe of 1.1.4；
(2) circular lower plate 14 have inside circular outer pipe 1 two lateral opening, it is not isometrical lateral opening that one of them is that epimere diameter is little, hypomere diameter is big, and another is isometrical lateral opening；
(3) circular discharge pipe 10 lower end is welded with the isometrical lateral opening periphery of circular lower plate 14；Circular discharge pipe 10 side is welded with circular outer pipe 1 inwall.
1.1.6A6 type pile 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 thread；Circular outer pipe 1 lower end is welded with circular lower plate 12 periphery；
(2) circular irrigation pipe 2, nut 5, circular lower plate 12, snap ring 13 composition all with the A4 type pile pipe of 1.1.4；
(3) circular upper plate 16 has lateral opening with the circular lateral opening corresponding circle of lower plate 12；Circular irrigation pipe 2 is lateral opening through the circle on circular upper plate 16；
(4) the interior hammer 15 of the drive being placed in circular outer pipe 1 is the both sides cylinders with recess, and this recess can hold snap ring 13；Interior hammer 15 upper end is bolted to below circular upper plate 16.
1.2B class pile pipe, its composition includes:
(1) circular outer pipe；
(2) annulus of circular outer pipe lower end it is welded in；
(3) the interior hammer in circular outer pipe it is placed in；The composition of interior hammer: 1. hammer body is the cylinder of hollow round hole, its lower end lower plate periphery with holes with circle welds；The inwall of the hollow round hole bottom of hammer body is welded with the annulus of convex；2. interior point is contained in the central authorities of circular lower plate with holes；3. in, point is the cylinder that upper-lower section diameter is big, stage casing diameter is little, and interior point epimere is connected with mid-section threads or welds；Interior point hypomere is put down with circular lower plate bottom surface, and interior point epimere bottom surface exceeds plate top surface under circle；Interior point can be vertically slidable in circular lower plate.
B class pile pipe is preferably as follows any one of B1～B5 type pile pipe:
1.2.1B1 type pile pipe, as shown in Fig. 7, Figure 17, it is constructed as follows:
(1) circular outer pipe 21 upper end is welded with circular ring flat-plate 23 periphery of uniform internal diameter, and lower end is welded with annulus 24 periphery of uniform internal diameter；Annulus 24 external diameter is more than circular outer pipe 21；
(2) composition of hammer 22 in: 1. hammer body 34 is the cylinder of hollow round hole, and its upper end is welded with annular upper plate 31 periphery of uniform internal diameter, and lower end is welded more than circular lower plate 30 periphery of hammer body 34 external diameter with diameter；The inwall of the hollow round hole bottom of hammer body 34 is welded with the annulus 32 of convex；2. the central authorities of circular lower plate 30 contain interior sharp 33；3. in, point 33 is the cylinder that upper-lower section diameter is big, stage casing diameter is little, and interior sharp 33 epimeres are connected with mid-section threads or weld；Interior sharp 33 hypomeres are put down with circular lower plate 30 bottom surface, and interior sharp 33 epimere bottom surfaces exceed circular lower plate 30 end face；Interior sharp 33 can be vertically slidable in circular lower plate 30；
(3) in, hammer 22 is placed in circular outer pipe 21；
(4) in, hammer 22 hangs in circular outer pipe 21 by annular upper plate 31, circular ring flat-plate 23, and interior hammer 22 is put down with annulus 24 bottom surface.
1.2.2B2 type pile pipe, as shown in Fig. 8, Figure 17, it is constructed as follows:
(1) annulus 25 and circular outer pipe 21 uniform internal diameter of circular outer pipe 21 lower end it are welded in；Epimere external diameter is more than circular outer pipe 21, and hypomere external diameter is less than epimere；
(2) in the bottom surface indentation annulus 25 of hammer 22；
(3) other is with the B1 type pile pipe of 1.2.1.
1.2.3B3 type pile pipe, as shown in Fig. 9, Figure 17, it is constructed as follows:
(1) being clipped between annular upper plate 31 and circular ring flat-plate 23 is combination type annulus 26, and its inside and outside footpath is with circular ring flat-plate 23；Described annulus 26 detachably takes out；
(2) in hammer 22 bottom surface indentation annulus 24；
(3) other is with the B1 type pile pipe of 1.2.1.
1.2.4B4 type pile pipe, as shown in Figure 10, Figure 18, it is constructed as follows:
(1) circular outer pipe 21 lower end is welded with annulus 28 periphery；
(2) annulus 28 external diameter is more than circular outer pipe 21 external diameter, and internal diameter is up big and down small, and upper internal diameter is less than circular outer pipe 21 internal diameter；
(3) composition of hammer 27 in: 1. hammer body 34 is the cylinder of hollow round hole, and its lower end is welded with lower plate 35 periphery；The epimere of 2. described lower plate 35 is the external diameter cylinder more than hammer body 34, and hypomere is inverted round stage, and the upper footpath of hypomere inverted round stage is less than the cylindrical diameter of epimere；Interior sharp the 33 of the B1 type pile pipe of same 1.2.1 are contained in the central authorities of described lower plate 35；3. the inwall of the hollow round hole bottom of hammer body 34 is welded with the annulus 32 of convex；
(4) lower plate 35 of the interior hammer 27 being placed in circular outer pipe 21 coordinates with annulus 28 and is placed in annulus 28, and described lower plate 35 is put down with annulus 28 bottom surface；
(5) circular outer pipe 21 extensible.
1.2.5B5 type pile pipe, as shown in Figure 11, Figure 18, it is constructed as follows:
(1) the epimere external diameter of annulus 29 is more than outer tube 21 external diameter, and hypomere external diameter is less than epimere external diameter；Annulus 29 internal diameter is big, middle little up and down；
(2) in lower plate 35 bottom surface indentation annulus 29；
(3) other is with the B4 type pile pipe of 1.2.4.
1.3C class pile pipe, its composition includes:
(1) circular outer tube；
(2) annulus of circular outer pipe lower end welding；The circular upper plate that upper end welding is with holes；
(3) circular inner pipe in outer tube it is placed in；It is welded in the external diameter circular lower plate with holes more than circular inner pipe of circular inner pipe lower end；
(4) circular lower plate is contained within interior point that can be vertically slidable；The B class pile pipe of the composition same 1.2 of interior point；
(5) there is hammer in the cylinder having hollow round hole of drive in circular inner pipe；
(6) the interior hammer upper end described in is bolted to below circular upper plate, and the hollow round hole of interior hammer is isometrical with circular upper plate central circular hole.
C class pile pipe is preferably as follows any one of C1～C5 type pile pipe:
1.3.1C1 type pile 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, the interior composition of sharp 33 be all with the B1 type pile pipe of 1.2.1；
(2) circular inner pipe 37 upper periphery is welded in the external diameter circular upper plate 38 lower surface with circular ring flat-plate 23；The lower end of circular inner pipe 37 is welded with circular lower plate 30 periphery；Circular inner pipe 37 external diameter is less than circular lower plate 30；
(3) cylinder that interior hammer 36 is hollow round hole of the drive being placed in circular inner pipe 37, upper end is bolted to below circular upper plate 38；The hollow round hole of interior hammer 36 is isometrical with circular upper plate 38 central circular hole；
(4) circular inner pipe 37, circular lower plate 30, by circular upper plate 38, circular ring flat-plate 23, hang in circular outer pipe 21, circular lower plate 30 is put down with annulus 24 bottom surface.
1.3.2C2 type pile pipe, as shown in figure 13, it is constructed as follows:
(1) circular outer pipe 21, circular ring flat-plate 23, annulus 25 composition all with the B2 type pile pipe of 1.2.2；
(2) in circular lower plate 30 bottom surface indentation annulus 25；
(3) other is with the C1 type pile pipe of 1.3.1.
1.3.3C3 type pile pipe, as shown in figure 14, it is constructed as follows:
(1) being clipped between circular upper plate 38 and circular ring flat-plate 23 is combination type annulus 26, and this annulus detachably takes out；
(2) in circular lower plate 30 bottom surface indentation annulus 24；
(3) other is with the C1 type pile pipe of 1.3.1.
1.3.4C4 type pile pipe, as shown in figure 15, it is constructed as follows:
(1) circular outer pipe 21, annulus 28, interior sharp 33, circular lower plate 35 composition all with the B4 type pile pipe of 1.2.4；
(2) circular inner pipe 37 upper end is welded with circular upper plate 39 neighboring；
(3) other is with the C1 type pile pipe of 1.3.1.
1.3.5C5 type pile pipe, as shown in figure 16, it is constructed as follows:
(1) circular outer pipe 21, annulus 29, interior sharp 33, lower plate 35 composition all with the B5 type pile pipe of 1.2.5；
(2) in lower plate 35 bottom surface indentation annulus 29；
(3) other is with the C4 type pile pipe of 1.3.4.
Having the interior hammer of drive in above-mentioned part pile pipe, its power can adopt hydraulic way, it is possible to adopts the modes such as electric and pneumatic.
Simple pile pipe used by all non-general driven cast-in-place pile of above-mentioned various pile pipe, but by the combination pile pipe of multiple unit constructions.These parts can also be combined out pile pipe tens kinds different, but its essential structure principle, using method etc. do not have essential distinction with described pile pipe.Such as: the intrusion pipe 2 in A class pile pipe may be provided in outside outer tube 1, A6 type pile pipe can add discharge pipe 10.
2. backing plate
Described backing plate is by having circular hole or without the round thin steel of circular hole, circular steel plate, or also have pipe be welded, be placed in Whole process construction method of driven cast-in-place piles and be used in the assembly below pile pipe.
Above-mentioned part pile pipe, when driven cast-in-place pile overall process is constructed, need to transfer backing plate in pile pipe.Sheet metal thickness in described backing plate is within 5mm, and steel plate thickness is at more than 10mm.
Described backing plate is preferably as follows five kinds of backing plates of F type of the A type to 2.5 of 2.1:
2.1A type backing plate, as shown in figure 19, it is constructed as follows:
(1) round thin steel 41 diameter is more than A1 or A2 type pile pipe external diameter；
(2) circular steel plate 42 is welded in round thin steel 41 central authorities；
(3) circular steel plate 42 diameter is more than circular irrigation pipe 2 internal diameter in A1 or A2 type pile pipe.
2.2B type backing plate, as shown in figure 20, it is constructed as follows:
(1) annular sheet metal 43 inner rim welds with the circular steel plate 44 of middle conve shaped；
(2) round thin steel 43 external diameter is more than A1 or A2 type pile pipe external diameter；
(3) circular steel plate 44 external diameter is more than circular irrigation pipe 2 internal diameter of A1 or A2 type pile pipe central authorities.
2.3C type backing plate, as shown in figure 21, it is constructed as follows:
(1) round thin steel 45 diameter is more than A3 type pile pipe external diameter；
(2) circular steel plate 42 is welded in round thin steel 45 central authorities；
(3) circular steel plate 42 diameter is more than circular irrigation pipe 2 internal diameter in A3 type pile pipe；
(4) round thin steel 45 respectively opens a circular hole 46 with both sides circle discharge pipe 10 para-position in A3 type pile pipe, and diameter is more than circular discharge pipe 10 internal diameter.
2.4D type backing plate, as shown in figure 22, it is constructed as follows:
(1) round thin steel 41 diameter is more than A4 or A6 type pile pipe external diameter；
(2) circular steel plate 42 diameter is more than circular irrigation pipe 2 internal diameter on A4 or A6 type pile pipe limit, circle steel plate 42 and circular irrigation pipe 2 center para-position, is welded on circular steel plate 41.
2.4E type backing plate, as shown in figure 23, it is constructed as follows:
(1) round thin steel 47 diameter is more than A5 type pile pipe external diameter；
(2) circular steel plate 42 diameter is more than circular irrigation pipe 2 internal diameter on A5 type pile pipe limit, circle steel plate 42 and circular irrigation pipe 2 center para-position, is welded in round thin steel 47；
(3) the circular discharge pipe 10 center para-position of the circular hole 46 on round thin steel 47 another side and A5 type pile pipe, circular hole 46 diameter is more than circular discharge pipe 10 internal diameter.
2.5F type backing plate, as shown in figure 24, it is constructed as follows:
(1) round thin steel 48 periphery welds with annular steel plate 49 inner rim；
(2) pipe 50 and annular steel plate 49 external diameter is equal and periphery welding；Pipe 50 internal diameter is more than B1 or C1 type pile pipe lower end annulus 28 external diameter.
Whole process construction method of driven cast-in-place piles provided by the invention, including pile testing method, does piling method and peg method, and the improved method-end inserting steel reinforcement cage after additionally providing shakes method, is described below respectively:
3. the end, shakes method
It mostly is first descending reinforcing cage, rear concrete perfusion when general bored concrete pile does.The drilled press-grouting pile mentioned in background technology is first concrete perfusion, inserts steel reinforcement cage afterwards, and step is: first inserts in steel reinforcement cage on ground by steel pipe, then lifts by crane；Shaking compressed steel pipe with the vibrator of steel pipe upper end, steel pipe lower end heads on bottom steel reinforcement cage, is inserted in concrete by steel reinforcement cage.The problem of this method is: the easy off normal of steel reinforcement cage, and operation neither be very convenient, and it is long limited to thereby result in stake, generally can only within 25 meters.
For solving this problem, the invention provides the end inserting steel reinforcement cage after being easy to shakes method.As its name suggests, for the vibrator method on steel pipe top, the shake vibrator of method of the end is bottom steel reinforcement cage, with reference to Figure 25, specifically comprises the following steps that
3.1 sling after the steel reinforcement cage being made up of vertical muscle 52, stirrup 53, enhancing steel ring 54, by steel wire rope 55, the water proof type vibrator 51 that profile epimere to be right circular cone, stage casing be cylinder, hypomere are reverse taper is hung bottom steel reinforcement cage, inserts certain depth in concrete by deadweight；
3.2 Vibration on Start-up devices 51, under drag steel reinforcement cage after desired depth, it is proposed to vibrator 51, terminate.
This method, because vibrator is bottom steel reinforcement cage, drags to walk under steel reinforcement cage, and steel reinforcement cage is off normal not easily, it is possible to resolve the guiding problem of steel reinforcement cage, it is to avoid steel pipe inserts the many operational trouble brought in steel reinforcement cage, thus can also strengthen the length of guncreting pile；Vibrator about 51 is designed to cone, it is simple to vibrator inserts steel reinforcement cage and hangs out steel reinforcement cage, does not scrape steel reinforcement cage.
4. pile testing method
4.1 pile testing methods using A class pile pipe, after putting in place for pile pipe hammering, use the method that pressure intrusion pipe draws end resistance down, specific as follows:
4.1.1 using the pile testing method of A1 type pile pipe, with reference to Fig. 1, Figure 19 or Figure 20, condition and step are as follows:
(1) putting A type or Type B backing plate on stake point, pile pipe para-position is pressed on backing plate；
(2) hammering pile pipe, pile pipe integral sinking, reach predetermined hammering pile penetration；
(3) outward winding nut 5, lower pressure circular irrigation pipe 2, draw the end resistance under circular irrigation pipe 2；
(4) if end resistance meets requirement, terminate；If end resistance backlog demand, then hammering, reach newly to determine hammering pile penetration, then peg end resistance, require until end resistance meets.
4.1.2 using the pile testing method of A2 type pile pipe, with reference to Fig. 2, Figure 19 or Figure 20, condition and step are as follows:
(1) putting A type or Type B backing plate on stake point, pile pipe para-position is pressed on backing plate；
(2) with interior hammer 7 hammering circle lower plate 3, pile pipe integral sinking, predetermined hammering pile penetration is reached；
(3) following steps are with the A1 type pile pipe of 4.1.1.
4.1.3 using the pile testing method of A3 type pile pipe, with reference to Fig. 3, Figure 21, condition and step are as follows:
After mud off draws hole, it is as follows that the use A3 type pile pipe that continues carries out test pile, condition and step:
(1) putting C type backing plate on stake point, pile pipe para-position is pressed on backing plate；
(2) with interior hammer 8 hammering circle lower plate 9, pile pipe integral sinking, predetermined hammering pile penetration is reached；Mud is discharged from circular discharge pipe 10 in advance, and later stage soil enters in circular discharge pipe 10 and fills in dead；
(3) following steps are with the A1 type pile pipe of 4.1.1.
4.1.4 using the pile testing method of A4 type pile pipe, with reference to Fig. 4, Figure 22, condition and step are as follows:
Except with except D type backing plate, other is with the A1 type pile pipe of 4.1.1.
4.1.5 using the pile testing method of A5 type pile pipe, with reference to Fig. 5, Figure 23, condition and step are as follows:
After mud off draws hole, it is as follows that the use A5 type pile pipe that continues carries out test pile, condition and step:
(1) putting E type backing plate on stake point, pile pipe para-position is pressed on backing plate；
(2) hammering pile pipe, pile pipe integral sinking, reach predetermined hammering pile penetration；Mud is discharged from circular discharge pipe 10 in advance, and later stage soil enters in circular discharge pipe 10 and fills in dead；
(3) following steps are with the A1 type pile pipe of 4.1.1.
4.1.6 using the pile testing method of A6 type pile pipe, with reference to Fig. 6, Figure 24, condition and step are as follows:
Except with except D type backing plate, other is with the A2 type pile pipe of 4.1.2.
From the foregoing, it will be observed that during test pile, the intrusion pipe of A class pile pipe uses as depression bar, and stabilizing member therein or snap ring can ensure stability during intrusion pipe pressurized.
4.2 pile testing methods using B class pile pipe, after putting in place for pile pipe hammering, the method drawing end resistance with point in pressure down, specific as follows:
4.2.1 using the pile testing method of B1 type pile pipe, with reference to Fig. 7, Figure 17 and Figure 24, condition and step are as follows:
(1) putting F type backing plate on stake point, pile pipe para-position set is pressed on backing plate；
(2) sling interior hammer 22, hammering retaining board, circular upper plate 31 hammering circle ring flat-plate 23 simultaneously, drive circular outer pipe 21, annulus 24, pile pipe integral sinking, reach predetermined hammering pile penetration；
(3) detect jack under in the hollow round hole of hammer body 34, catch on annulus 32, point 33 in lower pressure, draw the end resistance under interior sharp 33；
(4) if end resistance meets requirement, terminate；If end resistance backlog demand, then hammering, reach newly to determine hammering pile penetration, then peg end resistance, require until end resistance meets.
4.2.2 using the pile testing method of B2 type pile pipe, with reference to Fig. 8, Figure 17 and Figure 26, condition and step are as follows:
(1) putting circular short steel pipes 56 and dry concrete 57 on stake point, pile pipe is enclosed within circular short steel pipes 56, is pressed on dry concrete 57；
(2) sling interior hammer 22, hammering dry concrete 57, circular upper plate 31 hammering circle ring flat-plate 23 simultaneously, drive circular outer pipe 21, annulus 25 and circular short steel pipes 56, pile pipe integral sinking, reach predetermined hammering pile penetration；
(3) following steps are with the B1 type pile pipe of 4.2.1.
4.2.3 using the pile testing method of B3 type pile pipe, with reference to Fig. 9, Figure 17, condition and step are as follows:
(1) being allowed to dry rigid concrete on stake point, pile pipe is pressed on dry concrete；
(2) sling interior hammer 22, hammering dry concrete, circular upper plate 31 hammering necklace 26 simultaneously, drive circular ring flat-plate 23, circular outer pipe 21, annulus 24, pile pipe integral sinking, reach predetermined hammering pile penetration；
(3) take out necklace 26, then with interior hammer 22, dry concrete is hit in annulus 24；
(4) following steps are with the B1 type pile pipe of 4.2.1.
4.2.4 using the pile testing method of B4 type pile pipe, with reference to Figure 10, Figure 18, condition and step are as follows:
(1) straighten on stake point footpath more than pile pipe external diameter, play backing plate effect, round thin steel that thickness is within 5mm, pile pipe para-position is pressed in this round thin steel；
(2) sling interior hammer 27, simultaneously hammering round thin steel and annulus 28, drive circular outer pipe 21, pile pipe integral sinking, reach predetermined hammering pile penetration；
(3) following steps are with the B1 type pile pipe of 4.2.1.
4.2.5 using the pile testing method of B5 type pile pipe, with reference to Figure 11, Figure 18 and Figure 27, condition and step are as follows:
(1) putting circular short steel pipes 56 and dry concrete 57 on stake point, pile pipe is enclosed within circular short steel pipes 56, is pressed on dry concrete 57；
(2) sling interior hammer 27, simultaneously hammering dry concrete 57 and annulus 29, drive circular outer pipe 21 and circular short steel pipes 56, pile pipe integral sinking, reach predetermined hammering pile penetration；
(3) following steps are with the B1 type pile pipe of 4.2.1.
4.3 pile testing methods using C class pile pipe, after putting in place for pile pipe hammering, the method drawing end resistance with point in pressure down, specific as follows:
4.3.1 using the pile testing method of C1 type pile pipe, with reference to Figure 12, Figure 24, condition and step are as follows:
(1) putting F type backing plate on stake point, pile pipe set is pressed on backing plate；
(2) by interior hammer 36 hammering circle lower plate 30, drive circular upper plate 38 by circular inner pipe 37, simultaneously hammering circle ring flat-plate 23, drive circular outer pipe 21, annulus 24, pile pipe integral sinking, reach predetermined hammering pile penetration；
(3) down-pressed pole in the hollow round hole of interior hammer 36, point 33 in lower pressure, draw the end resistance under interior sharp 33；
(4) if end resistance meets requirement, terminate；If end resistance backlog demand, then hammering, reach newly to determine hammering pile penetration, then peg end resistance, require until end resistance meets.
4.3.2 using the pile testing method of C2 type pile pipe, with reference to Figure 13, Figure 26, condition and step are as follows:
(1) putting circular short steel pipes 56 and dry concrete 57 on stake point, pile pipe is enclosed within circular short steel pipes 56, is pressed on dry concrete 57；
(2) by interior hammer 36 hammering circle lower plate 30, drive circular upper plate 38 by circular inner pipe 37, simultaneously hammering circle ring flat-plate 23, drive circular outer pipe 21, annulus 25, pile pipe integral sinking, reach predetermined hammering pile penetration；
(3) following steps are with the C1 type pile pipe of 4.3.1.
4.3.3 using the pile testing method of C3 type pile pipe, with reference to Figure 14, condition and step are as follows:
(1) being allowed to dry rigid concrete on stake point, pile pipe is pressed on dry concrete；
(2) with interior hammer 36 hammering dry concrete, drive circular upper plate 38 by circular inner pipe 37, simultaneously hammering necklace 26, drive circular ring flat-plate 23, circular outer pipe 21, annulus 24, pile pipe integral sinking, reach predetermined hammering pile penetration；
(3) take out necklace 26, then with interior hammer 36, dry concrete is hit in annulus 24；
(4) following steps are with the C1 type pile pipe of 4.3.1.
4.3.4 using the pile testing method of C4 type pile pipe, with reference to Figure 15, condition and step are as follows:
(1) straighten on stake point footpath more than pile pipe external diameter, play backing plate effect, round thin steel that thickness is within 5mm, pile pipe is pressed in this round thin steel；
(2) with interior hammer 36 hammering round thin steel and annulus 28 simultaneously, drive circular outer pipe 26, pile pipe integral sinking, reach predetermined hammering pile penetration；
(3) following steps are with the C1 type pile pipe of 4.3.1.
4.3.5 using the pile testing method of C5 type pile pipe, with reference to Figure 16, Figure 27, condition and step are as follows:
(1) putting circular short steel pipes 56 and dry concrete 57 on stake point, pile pipe is enclosed within circular short steel pipes 56, is pressed on dry concrete 57；
(2) with interior hammer 36 hammering dry concrete 57 and annulus 29 simultaneously, drive circular outer pipe 21 and circular short steel pipes 56, pile pipe integral sinking, reach predetermined hammering pile penetration；
(3) following steps are with the C1 type pile pipe of 4.3.1.
After test pile terminates, draw hammering penetration control value, do the foundation of stake as lower step.
From the foregoing, it will be observed that the effect of F type backing plate: in hammering process, outer tube and interior hammer have the vertical changing of the relative positions in bottom surface, and ring flat-plate thickeies can ensure that backing plate is not bad, together with thin plate and short tube, play every soil and prevent water, soil from entering the effect of pile pipe.The effect of other backing plate: steel plate can block intrusion pipe end opening, it is prevented that water, soil enter；Sheet metal can every soil, to steel plate location.The structure of Type B backing plate so that its stress, by the mainly bending of A type backing plate, is optimized for and mainly stretches；When the internal diameter of intrusion pipe is bigger, material can be saved with Type B backing plate.
Without backing plate under part B, C class pile pipe, but with dry concrete, also it is play every soil and prevent water, soil from entering the effect of pile pipe.
5. do piling method
5.1 use A class pile pipes to do piling method, condition and step as follows:
5.1.1 by the condition of corresponding pile testing method and step, it is hammered onto the penetration control value that test pile is determined, stops hammering；
5.1.2 by circular irrigation pipe 2 pump concrete, pile pipe entirety lifts up simultaneously, after reaching predetermined altitude, removes pile pipe；
5.1.3 adopt the end to shake after steel reinforcement cage inserts concrete by method, terminate.
5.2 use B class pile pipes to do piling method, condition and step as follows:
5.2.1 by the condition of corresponding pile testing method and step, it is hammered onto the penetration control value that test pile is determined, stops hammering:
5.2.2 hanging out interior hammer 22 or interior hammer 27, descending reinforcing cage in circular outer pipe 21, concrete perfusion, extricating oneself from a predicament and brace oneself up to action circular outer pipe 21 in filling limit, limit, terminates.
5.3 use C class pile pipes to do piling method, condition and step as follows:
5.2.1 by the condition of corresponding pile testing method and step, it is hammered onto the penetration control value that test pile is determined, stops hammering；
5.2.2, after interior hammer 36 and circular inner pipe 37, circular upper plate 38 or circular upper plate 39, circular lower plate 30 or circular lower plate 35, interior sharp 33 entirety being hung out, descending reinforcing cage in circular outer pipe 21, concrete perfusion, extricating oneself from a predicament and brace oneself up to action circular outer pipe 21 in filling limit, limit, terminates.
Owing to annulus 28 or the annulus 29 of B4, B5, C4 or C5 type pile pipe lower end are inwardly projecting in outer tube 21, for avoiding scraping steel reinforcement cage, except the particular design of annulus itself, also the steel reinforcement cage bottom of conventional driven cast-in-place pile is adjusted accordingly.
The stake of above-mentioned backing plate, after doing stake, at the bottom of backing plate is stayed.
Can be seen that from the above-mentioned piling method that does, doing stake by A class pile pipe is first concrete perfusion, inserts steel reinforcement cage afterwards, and the stake made is pipe sinking pressure grouting stake；Doing stake by B class or C class pile pipe is first descending reinforcing cage, and rear concrete perfusion, for Normal practice.
The stake made by A3 or A5 type pile pipe is part Squeezing Soil Pile: bottom soil compaction, all the other major parts not soil compaction or on a small quantity soil compaction, can alleviate soil compaction impact.
The stake that other pile pipe is made is Squeezing Soil Pile.
When the circular irrigation pipe 2 of other A class pile pipe or discharge pipe 10 diameter are sufficiently large, the mode such as jetting or boring can be adopted wherein to fetch earth, it is possible to make part Squeezing Soil Pile.
6. peg method
Using the peg method of all types of pile pipe, condition and step are as follows:
The same pile testing method of detection method of 6.1 end resistances；
The detection method of 6.2 pile side resistances: use the method detection pile side resistance pulling out circular outer pipe 1 or circular outer pipe 21, specifically with the method for uplift pile loading test；
Other detection such as 6.3 pile qualities: detect by existing pertinent regulations.
Peg is mainly loading test, and loading test of the present invention detects before being changed into pile by detection after existing pile, and other detection is still detect after pile.
7. other immersed tube mode
For above-mentioned A1, A4 or A5 type pile pipe, except with except hammer mode immersed tube, it is also possible to adopt the alternate manner immersed tube such as vibration or static pressure.
Above-mentioned B, C class pile pipe and intrusion pipe are in middle A class pile pipe, it is also possible to application number be 200910066975.3 the pile top that provides of Chinese invention patent with the use of, carry out the overall process construction of driven cast-in-place pile.
Beneficial effect: Whole process construction method of driven cast-in-place piles provided by the invention and special purpose device thereof, supporting with existing stake machine or pile frame be easier to, control more convenient, in hgher efficiency, lower in cost.
Compared with long auger guncreting pile, doing stake by the present invention, bearing capacity of pile tip several times improve；The end method of shaking inserts after making that steel reinforcement cage is more convenient, better control.
Situation in following detailed description of the invention, diameter 800mm stake, by the correlation technique of the Chinese invention patent that application number is 200910066975.3 that background technology provides, each jacket-type pile top cost is more than 2000 yuan；When inside hitting, fall low from little efficiency, fall and be likely to, from big, pile top of breaking, it is also possible to cause pile top to depart from pile pipe, in pile pipe, enter soil, water inlet.
If doing stake by the A2 type pile pipe of the present invention, A type backing plate cost used, less than 200 yuan, also solves the problems such as efficiency when prior art is done, control and quality.
Long auger guncreting pile when given soil layer, stake end ultimate resistance is within 400t；And by the stake that the present invention makes, stake end ultimate resistance is more than 1300t, difference is more than three times.
In test pile, peg, the present invention is the same with the little area-method of the Chinese invention patent that application number is 200910066975.3, it not press full stake to draw end resistance, but the much smaller intrusion pipe in pressure ratio full stake cross section or interior point draw end resistance, piling tonnage is greatly reduced, and test pile, the cost of peg, duration can be greatly reduced.
In sum, the present invention has good technology, economic and social benefit.
Accompanying drawing explanation
Fig. 1～6 are that A1～A6 type pile pipe constitutes schematic diagram respectively, wherein: figure a is longitudinal profile schematic diagram.Figure b is the middle part drawing in side sectional elevation of figure a.
Fig. 7～11 are that B1～B5 type pile pipe constitutes longitudinal profile schematic diagram respectively.
Figure 12～16 are that C1～C5 type pile pipe constitutes longitudinal profile schematic diagram respectively.
Figure 17,18 it is that interior hammer 22, interior hammer 27 constitute longitudinal profile schematic diagram.
Figure 19～24 are that A～F type backing plate constitutes schematic diagram respectively, and wherein: figure a is floor map, figure b is generalized section.
Figure 25 inserts steel reinforcement cage schematic diagram after being, wherein: figure a is longitudinal profile schematic diagram, figure b is the vibrator position profile of figure a.
When Figure 26 is by B2, C2 type pile pipe, bottom way schematic diagram.
When Figure 27 is by B4, C4 type pile pipe, bottom way schematic diagram.
Detailed description of the invention
Embodiment 1 uses the embodiment of the Whole process construction method of driven cast-in-place piles of A2 type pile pipe as follows:
Certain building engi-neering site, top-down soil layer: 2m thickness miscellaneous fill, 8m thickness plastic state silty clay, 2m thickness completely decomposed mud stone, 2m thickness intense weathering munstone, is below middle weathered mudstone.
Design stake footpath 800mm, the long 15m of stake, bearing course at pile end is middle weathered mudstone, ultimate bearing capacity of single pile 1700t, wherein: stake end ultimate resistance 1300t, stake side ultimate resistance 400t.
Pile pipe master data: circular outer pipe 1 external diameter 800mm, wall thickness 30mm；Circular irrigation pipe 2 internal diameter 150mm, wall thickness 20mm, every limit, lower end thickeies 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 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 conditions and step are as follows:
(1) putting A type backing plate on stake point, pile pipe para-position is pressed on backing plate, starts hammering, falls from for 3m；
(2) when last 10 hammer mean penetrations are not more than 10mm, hit in stopping；
(3) outwarding winding nut 5, lower pressure circle fills circle note pipe 2, and the stake end ultimate resistance drawn under circular irrigation pipe 2 is 88t, and being scaled to total cross-section stake end ultimate resistance is 990t, backlog demand；
(4) hammering again, when last 10 hammer mean penetrations are not more than 5mm, hits in stopping；
(6) pressing down circular irrigation pipe 2 again, the stake end ultimate resistance drawn under circular irrigation pipe 2 is 120t, and being scaled to total cross-section stake end ultimate resistance is 1370t, meets requirement, and test pile terminates.
1.2 do a condition and step is as follows:
(1) by the step of pile testing method, predetermined hammering pile penetration is reached: last 10 hammer mean penetrations are not more than 5mm, stop hammering；
(2) by circular irrigation pipe 2 pumped concrete C60, pile pipe entirety lifts up to ground simultaneously, removes pile pipe；
(3) adopt the end to shake after steel reinforcement cage inserts concrete by method, terminate.
1.3 peg conditions and step are as follows:
(1) by the step of pile testing method, reach predetermined hammering pile penetration, hit in stopping；
(2) detection end resistance: pressure circular irrigation pipe 2 down, the stake end ultimate resistance drawn under circular irrigation pipe 2 is 118t, and being scaled to total cross-section stake end ultimate resistance is 1355t, meets requirement；
(3) by pulling out circular outer pipe 1 on uplift pile bearing capacity test method, detection stake side ultimate resistance is 410t, meets requirement.
Use the embodiment of A1, A4 or A6 type pile pipe and the similar of A2 type pile pipe.
Embodiment 2 uses the embodiment of the Whole process construction method of driven cast-in-place piles of A5 type pile pipe as follows:
Site condition, stake footpath, bearing capacity etc. are ibid.
Pile pipe master data: circular outer pipe 1 external diameter 800mm, wall thickness 30mm；Circular irrigation pipe 2 internal diameter 150mm, wall thickness 20mm, every limit, lower end thickeies 20mm；Circular discharge pipe 10 internal diameter 150mm, wall thickness 20mm；The high 50mm of snap ring 13, 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 piles: after mud off draws hole, continue use A5 pile pipe test pile, and condition and step are as follows:
(1) putting E type backing plate on stake point, pile pipe para-position is pressed on backing plate, starts hammering, falls from for 3m；Mud is discharged from circular discharge pipe 10 in advance, and later stage soil enters in circular discharge pipe 10 and fills in dead；
(2) when last 10 hammer mean penetrations are not more than 5mm, hammering is stopped；
(3) pressing down circular irrigation pipe 2, the stake end ultimate resistance drawn under circular irrigation pipe 2 is 120t, and being scaled to total cross-section stake end ultimate resistance is 1370t, meets requirement, and test pile terminates.
2.2 do a condition and step with embodiment 1.
2.3 peg conditions and step are as follows:
(1) by the step of pile testing method, reach predetermined hammering pile penetration, stop hammering；
(2) detection end resistance: pressure circular irrigation pipe 2 down, the stake end ultimate resistance drawn under circular irrigation pipe 2 is 116t, and being scaled to total cross-section stake end ultimate resistance is 1350t, meets requirement；
(3) by pulling out circular outer pipe 1 on uplift pile bearing capacity test method, detection stake side ultimate resistance is 405t, meets requirement.
Use the embodiment of A3 type pile pipe and the similar of A5 type pile pipe.
Embodiment 3 uses the embodiment of the Whole process construction method of driven cast-in-place piles of B1 type pile pipe as follows:
Site condition, stake footpath, bearing capacity etc. are ibid.
Pile pipe master data: circular outer pipe 21 external diameter 800mm, wall thickness 30mm；Annulus 24 external diameter 820mm；Interior hammer 22 weight 10t, wherein: hammer body 34 external diameter 700mm, internal diameter 600mm, wall thickness 50mm；Circular lower plate 30 diameter 720mm, high 200mm；Interior sharp 33 upper and lower sections of diameter 100mm, stage casing diameter 60mm, epimere height 50mm, stage casing height 150mm, hypomere height 100mm；Circular upper plate 31 internal diameter 600mm, external diameter 1m, thick 50mm；Annulus 32 internal diameter 500mm, high 100mm, bottom surface is from circular lower plate 30 end face 300mm；Circular ring flat-plate 23 internal diameter 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 conditions and step are as follows:
(1) putting F type backing plate on stake point, pile pipe set is pressed on backing plate, starts hammering, falls from for 3m；
(2) when last 10 hammer mean penetrations are not more than 5mm, hammering is stopped；
(3) detecting jack under in the hollow round hole of hammer body 34, catch on annulus 32, point 33 in pressure, the stake end ultimate resistance drawn under interior sharp 33 is 62t, and being scaled to total cross-section stake end ultimate resistance is 1360t, meets requirement, and test pile terminates.
3.2 do a condition and step is as follows:
(1) by the step of pile testing method, predetermined hammering pile penetration is reached: last 10 hammer mean penetrations are not more than 5mm, hit in stopping；
(2) interior hammer 22 is hung out, descending reinforcing cage in circular outer pipe 21, irrigate C60 concrete, extricating oneself from a predicament and brace oneself up to action outer tube 21 in filling limit, limit, terminates.
3.3 peg conditions and step are as follows:
(1) by the step of pile testing method, reach predetermined hammering pile penetration, stop hammering；
(2) detection end resistance: with point 33 in detection jack pressure, the stake end ultimate resistance drawn under interior sharp 33 is 60t, and being scaled to total cross-section stake end ultimate resistance is 1350t, meets requirement；
(3) by pulling out circular outer pipe 21 on uplift pile bearing capacity test method, detection stake side ultimate resistance is 408t, meets requirement.
Use the embodiment of B4, C1 or C4 type pile pipe and the similar of B1 type pile pipe.
Embodiment 4 uses the embodiment of the Whole process construction method of driven cast-in-place piles of B3 type pile pipe as follows:
Site condition, stake footpath, bearing capacity etc. are ibid.
Pile pipe master data: the inside and outside footpath of necklace 26 is with ring flat-plate 23, height 100mm；100mm in interior hammer 22 bottom surface indentation annulus 24；The B1 type pile pipe of the other the same as in Example 3.
4.1 test pile conditions and step are as follows:
(1) being allowed to dry rigid concrete on stake point, pile pipe set is pressed on dry concrete, starts hammering, falls from for 3m；
(2) when last 10 hammer mean penetrations are not more than 5mm, hammering is suspended；
(3) take out necklace 26, then dry concrete is hit in annulus 24, stop hammering；
(4) point 33 in detection jack pressure under in the hollow round hole of hammer body 34, the stake end ultimate resistance drawn under interior sharp 33 is 62t, and being scaled to total cross-section stake end ultimate resistance is 1360t, meets requirement, and test pile terminates.
4.2 do a condition and step is as follows:
(1) by the step of pile testing method, by dry concrete from after hitting in annulus 24, stopping hammering；
(2) interior hammer 22 is hung out, descending reinforcing cage in circular outer pipe 21, irrigate C60 concrete, extricating oneself from a predicament and brace oneself up to action circular outer pipe 21 in filling limit, limit, terminates.
4.3 peg conditions and step are as follows:
(1) by the step of pile testing method, by dry concrete from after hitting in circular outer pipe 21, stopping hammering；
(2) detection end resistance: down-pressed pole in the hollow of interior hammer 22, point 33 in lower pressure, the stake end ultimate resistance drawn under interior sharp 33 is 60t, and being scaled to total cross-section stake end ultimate resistance is 1350t, meets requirement；
(3) by pulling out circular outer pipe 21 on uplift pile bearing capacity test method, detection stake side ultimate resistance is 408t, meets requirement.
Use the embodiment of C3 type pile pipe and the similar of B3 type pile pipe.
Embodiment 5 uses the embodiment of the Whole process construction method of driven cast-in-place piles of C5 type pile pipe as follows:
Site condition, stake footpath, bearing capacity etc. are ibid.
Pile 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；Circular inner pipe 37 external diameter 700mm, wall thickness 20mm；Lower plate 35 epimere diameter 720mm, footpath 620mm on hypomere, lower footpath 580mm, 100mm in bottom surface indentation annulus 29；Interior sharp 33 with the B1 type pile pipe of embodiment 3；Interior hammer 36 is hydraulic hammer, impacts body weight 10t.
5.1 test pile conditions and step are as follows:
(1) putting circular short steel pipes 56 (external diameter 815mm, internal diameter 785mm) and dry concrete 57 on stake point, pile pipe set is pressed on circular short steel pipes 56 and dry concrete 57, beginning hammering, falls from for 3m；
(2) when last 10 hammer mean penetrations are not more than 5mm, hammering is stopped；
(3) down-pressed pole in the hollow of interior hammer 36, point 33 in lower pressure, the stake end ultimate resistance drawn under interior sharp 33 is 62t, and being scaled to total cross-section stake end ultimate resistance is 1360t, meets requirement, and test pile terminates.
5.2 do a condition and step is as follows:
(1) by the step of pile testing method, predetermined hammering pile penetration is reached: last 10 hammer mean penetrations are not more than 5mm, stop hammering；
(2) after interior hammer 36 and circular inner pipe 37, circular upper plate 39, lower plate 35, interior sharp 33 entirety being hung out, descending reinforcing cage in circular outer pipe 21, irrigate C60 concrete, extricating oneself from a predicament and brace oneself up to action circular outer pipe 21 in filling limit, limit, terminates.
5.3 peg conditions and step are as follows:
(1) by the step of pile testing method, reach predetermined hammering pile penetration, stop hammering；
(2) detection end resistance: down-pressed pole in the hollow of interior hammer 36, point 33 in lower pressure, the stake end ultimate resistance drawn under interior sharp 33 is 60t, and being scaled to total cross-section stake end ultimate resistance is 1350t, meets requirement；
(3) by pulling out circular outer pipe 21 on uplift pile bearing capacity test method, detection stake side ultimate resistance is 408t, meets requirement.
Use embodiment and C5 type pile pipe similar of B2, B3, B5 or C2, C3 type pile pipe.
Claims (10)
1. the special purpose device of Whole process construction method of driven cast-in-place piles, it is characterised in that include pile pipe and pad
Plate；
1) pile pipe described in include the A class pile pipe of 1.1, the B class pile pipe of 1.2 and 1.3 C class pile pipe；
1.1A class pile pipe, its composition includes:
(1) outer tube；
(2) the lower plate with holes welded with outer tube lower end peripheral；
(3) it is placed in the intrusion pipe that the hole passing lower plate in outer tube can be vertically slidable；
1.2B class pile pipe, its composition includes:
(1) circular outer pipe；
(2) it is welded in the annulus of circular outer pipe lower end；
(3) it is placed in the interior hammer in circular outer pipe；The composition of interior hammer:Hammer body is the cylinder of hollow round hole, and its lower end lower plate periphery with holes with circle welds；The inwall of the hollow round hole bottom of hammer body is welded with the annulus of convex；Interior point is contained in the central authorities of lower plate circular with holes；Interior point is the cylinder that upper-lower section diameter is big, stage casing diameter is little, and interior point epimere is connected with mid-section threads or welds；Interior point hypomere is put down with circular lower plate bottom surface, and interior point epimere bottom surface exceeds plate top surface under circle；Interior point can be vertically slidable in circular lower plate；
1.3C class pile pipe, its composition includes:
(1) circular outer tube；
(2) the annulus of circular outer pipe lower end welding；The circular upper plate that upper end welding is with holes；
(3) it is placed in the circular inner pipe in outer tube；It is welded in the external diameter circular lower plate with holes more than circular inner pipe of circular inner pipe lower end；
(4) circular lower plate is contained within interior point that can be vertically slidable；The B class pile pipe of the composition same 1.2 of interior point；
(5) in circular inner pipe with holes, there is hammer in the cylinder having hollow round hole of drive；
(6) described interior hammer upper end is bolted to below circular upper plate, and the hollow round hole of interior hammer is isometrical with circular upper plate central circular hole；
2) backing plate described in is by having circular hole or without the round thin steel of circular hole, circular steel plate, or also have pipe be welded, be placed in Whole process construction method of driven cast-in-place piles and be used in the assembly below pile pipe, described sheet metal thickness is within 5mm, and steel plate thickness is at more than 10mm.
2. the special purpose device of Whole process construction method of driven cast-in-place piles as claimed in claim 1, it is characterised in that the A class pile pipe of described 1.1 also has:The interior hammer of the hollow circular cylinder of the drive being placed in outer tube；The hollow round hole of the intrusion pipe interior hammer of traverse.
3. the special purpose device of Whole process construction method of driven cast-in-place piles as claimed in claim 2, it is characterised in that the A class pile pipe of described 1.1 also has: (5) discharge pipe.
4. the special purpose device of the Whole process construction method of driven cast-in-place piles as described in claim 1,2 or 3, it is characterised in that any one of the A6 type pile pipe of the A1 to 1.1.6 that A class pile pipe is 1.1.1 of 1.1；
1.1.1A1 type pile pipe, it is constructed as follows:
Circular outer pipe (1) upper end inwall is connected with circular upper plate (4) peripheral thread；Circular outer pipe (1) lower end is welded more than circular lower plate (3) periphery of circular outer pipe (1) with external diameter；
Circular upper plate (4), circular lower plate (3) central authorities are respectively arranged with a circular hole, and wherein the circular hole of circular lower plate (3) is the not isometrical hole that epimere diameter is little, hypomere diameter is big；
Circular irrigation pipe (2) lower end is mated with the circular hole of circular lower plate (3) and passes this circular hole；The circular hole of the circular upper plate (4) of circular irrigation pipe (2) upper end traverse, by one section of external screw thread on circular irrigation pipe (2) top, with nut (5) by circular irrigation pipe (2) and circular upper plate (4) fastening；Outward winding after nut (5), circular irrigation pipe (2) can circular upper plate (4), circular lower plate (3) circular hole in vertically slidable；Circular irrigation pipe (2) is put down with circular lower plate (3) bottom surface；
The uniform stabilizing member (6) being welded with quantity more than two of the outer wall of circular irrigation pipe (2)；
(5) circular outer pipe (1) and circular irrigation pipe (2) all extensibles；
1.1.2A2 type pile pipe, it is constructed as follows:
The cylinder that the interior hammer (7) of the drive being placed in circular outer pipe (1) is hollow round hole, upper end is bolted to circular upper plate (4) below, the diameter of hollow round hole is isometrical with the circular hole of circular upper plate (4), circular irrigation pipe (2) this hollow round hole of traverse；
Circular outer pipe (1), circular irrigation pipe (2), circular lower plate (3), circular upper plate (4), nut (5) composition all with the A1 type pile pipe of 1.1.1；
1.1.3A3 type pile pipe, it is constructed as follows:
Circular outer pipe (1) upper end inwall is connected with circular upper plate (11) peripheral thread；Circular outer pipe (1) lower end is welded more than circular lower plate (9) periphery of circular outer pipe (1) with external diameter；
Circular upper plate (11), the corresponding mesopore being respectively arranged with circle in one line in circular lower plate (9) central and outer pipe (1) inner side and two lateral opening, wherein, the mesopore of circular lower plate (9) is the not isometrical hole that epimere diameter is little, hypomere diameter is big；
The composition of circular irrigation pipe (2) and upper and lower annexation are with the A1 type pile pipe of 1.1.1；
(4) two circular discharge pipe (10) tops are welded with two lateral opening peripheries of circular upper plate (11)；Side is welded with circular outer pipe (1) inwall；Lower end is welded with two lateral opening peripheries of circular lower plate (9)；Circular discharge pipe (10) and circular lower plate (9) lateral opening uniform internal diameter；
(5) the interior hammer (8) of the drive being placed in circular outer pipe (1) is the both sides cylinders with recess, hollow round hole, hollow round hole and the circular same footpath of upper plate (11) mesopore；Circular irrigation 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 bolted on upper plate (11)；
(6) circular outer pipe (1) and circular irrigation pipe (2), circular discharge pipe (10) all extensibles；
1.1.4A4 type pile pipe, it is constructed as follows:
Circular outer pipe (1) lower end is welded with circular lower plate (12) periphery；
It is not isometrical lateral opening that circular lower plate (12) has in circular outer pipe (1) inner side that epimere diameter is little, hypomere diameter is big；
Plural snap ring (13) is uniform to be welded on circular outer pipe (1) inwall；Snap ring (13) has the circular hole of lateral opening center para-position with circular lower plate (12)；The upper surface of uppermost snap ring (13) is flat with the mouth of pipe of circular outer pipe (1)；
The composition of circular irrigation pipe (2) is with the A1 type pile pipe of 1.1.1；Circular irrigation pipe (2) lower end is mated and this lateral opening and snap ring (13) circular hole of traverse with the lateral opening of circular lower plate (12)；
(5) circular outer pipe (1) and circular irrigation pipe (2) all extensibles；
1.1.5A5 type pile pipe, it is constructed as follows:
Circular outer pipe (1), circular irrigation pipe (2), nut (5), snap ring (13) composition all with the A4 type pile pipe of 1.1.4；
Circular lower plate (14) have in circular outer pipe (1) inner side two lateral opening, it is not isometrical lateral opening that one of them is that epimere diameter is little, hypomere diameter is big, and another is isometrical lateral opening；
Circular discharge pipe (10) lower end is welded with the isometrical lateral opening periphery of circular lower plate (14)；Circular discharge pipe (10) side is welded with circular outer pipe (1) inwall；
1.1.6A6 type pile pipe, it is constructed as follows:
Circular outer pipe (1) upper end inwall is connected with circular upper plate (16) peripheral thread；Circular outer pipe (1) lower end is welded with circular lower plate (12) periphery；
Circular irrigation pipe (2), nut (5), circular lower plate (12), snap ring (13) composition all with the A4 type pile pipe of 1.1.4；
(3) circular upper plate (16) has lateral opening with circular lower plate (12) lateral opening corresponding circle；Circular irrigation pipe (2) is lateral opening through the circle on circular upper plate (16)；
(4) being placed in interior hammer (15) in circular outer pipe (1), drive for the both sides cylinder with recess, this recess can hold snap ring (13)；Interior hammer (15) upper end is bolted to circular upper plate (16) below.
5. the special purpose device of Whole process construction method of driven cast-in-place piles as claimed in claim 1, it is characterised in that any one of the B5 type pile pipe of the B1 to 1.2.5 that B class pile pipe is 1.2.1 of 1.2；
1.2.1B1 type pile pipe, it is constructed as follows:
Circular outer pipe (21) upper end is welded with circular ring flat-plate (23) periphery of uniform internal diameter, and lower end is welded with annulus (24) periphery of uniform internal diameter；Annulus (24) external diameter is more than circular outer pipe (21)；
(2) the composition of hammer (22) in:The cylinder that hammer body (34) is hollow round hole, its upper end is welded with annular upper plate (31) periphery of uniform internal diameter, and lower end is welded more than circular lower plate (30) periphery of hammer body (34) external diameter with diameter；The inwall of the hollow round hole bottom of hammer body (34) is welded with the annulus (32) of convex；Interior point (33) is contained in the central authorities of circular lower plate (30)；The cylinder that interior point (33) is big for upper-lower section diameter, stage casing diameter is little, interior point (33) epimere is connected with mid-section threads or welds；Interior point (33) hypomere is put down with circular lower plate (30) bottom surface, and interior point (33) epimere bottom surface exceeds circular lower plate (30) end face；Interior point (33) can be vertically slidable in circular lower plate (30)；
(3) in, hammer (22) is placed in circular outer pipe (21)；
Interior hammer (22) hangs in circular outer pipe (21) by annular upper plate (31), circular ring flat-plate (23), and interior hammer (22) is put down with annulus (24) bottom surface；
1.2.2B2 type pile pipe, it is constructed as follows:
(1) it is welded in annulus (25) and circular outer pipe (21) uniform internal diameter of circular outer pipe (21) lower end；Epimere external diameter is more than circular outer pipe (21), and hypomere external diameter is less than epimere；
(2) in bottom surface indentation annulus (25) of hammer (22)；
(3) other is with the B1 type pile pipe of 1.2.1；
1.2.3B3 type pile pipe, it is constructed as follows:
(1) being clipped between annular upper plate (31) and circular ring flat-plate (23) is combination type annulus (26), and its inside and outside footpath is with circular ring flat-plate (23)；Described annulus (26) detachably takes out；
(2) in hammer (22) bottom surface indentation annulus (24)；
(3) other is with the B1 type pile pipe of 1.2.1；
1.2.4B4 type pile pipe, it is constructed as follows:
Circular outer pipe (21) lower end is welded with annulus (28) periphery；
Annulus (28) external diameter is more than circular outer pipe (21) external diameter, and internal diameter is up big and down small, and upper internal diameter is less than circular outer pipe (21) internal diameter；
The composition of interior hammer (27):The cylinder that hammer body (34) is hollow round hole, its lower end is welded with lower plate (35) periphery；The epimere of 2. described lower plate (35) is the external diameter cylinder more than hammer body (34), and hypomere is inverted round stage, and the upper footpath of hypomere inverted round stage is less than the cylindrical diameter of epimere；The interior point (33) of the B1 type pile pipe of same 1.2.1 is contained in the central authorities of described lower plate (35)；The inwall of the hollow round hole bottom of hammer body (34) is 3. welded with the annulus (32) of convex；
(4) the lower plate (35) of the interior hammer (27) being placed in circular outer pipe (21) coordinates with annulus (28) and is placed in annulus (28)；Described lower plate (35) is put down with annulus (28) bottom surface；
(5) circular outer pipe (21) extensible；
1.2.5B5 type pile pipe, it is constructed as follows:
(1) the epimere external diameter of annulus (29) is more than circular outer pipe (21) external diameter, and hypomere external diameter is less than epimere external diameter；Annulus (29) internal diameter is big, middle little up and down；
(2) in lower plate (35) bottom surface indentation annulus (29)；
(3) other is with the B4 type pile pipe of 1.2.4.
6. the special purpose device of Whole process construction method of driven cast-in-place piles as claimed in claim 1, it is characterised in that any one of the C5 type pile pipe of the C1 to 1.3.5 that C class pile pipe is 1.3.1 of 1.3；
1.3.1C1 type pile pipe, it is constructed as follows:
Circular outer pipe (21), circular ring flat-plate (23), annulus (24), circular lower plate (30), interior point (33) composition all with the B1 type pile pipe of 1.2.1；
(2) circular inner pipe (37) upper periphery is welded in the external diameter circular upper plate (38) lower surface with circular ring flat-plate (23)；The lower end of circular inner pipe (37) is welded with circular lower plate (30) periphery；Circular inner pipe (37) external diameter is less than circular lower plate (30)；
(3) the cylinder that the interior hammer (36) of the drive being placed in circular inner pipe (37) is hollow round hole, upper end is bolted to circular upper plate (38) below；The hollow round hole of interior hammer (36) is isometrical with circular upper plate (38) central circular hole；
Circular inner pipe (37), circular lower plate (30), by circular upper plate (38), circular ring flat-plate (23), hanging in circular outer pipe (21), circular lower plate (30) is put down with annulus (24) bottom surface；
1.3.2C2 type pile pipe, it is constructed as follows:
Circular outer pipe (21), circular ring flat-plate (23), annulus (25) composition all with the B2 type pile pipe of 1.2.2；
(2) in circular lower plate (30) bottom surface indentation annulus (25)；
(3) other is with the C1 type pile pipe of 1.3.1；
1.3.3C3 type pile pipe, it is constructed as follows:
(1) being clipped between circular upper plate (38) and circular ring flat-plate (23) is combination type annulus (26), and this annulus detachably takes out；
(2) in circular lower plate (30) bottom surface indentation annulus (24)；
(3) other is with the C1 type pile pipe of 1.3.1；
1.3.4C4 type pile pipe, it is constructed as follows:
Circular outer pipe (21), annulus (28), interior point (33), lower plate (35) composition all with the B4 type pile pipe of 1.2.4；
(2) in, hammer (36) upper end is bolted to circular upper plate (39) below；
(3) circular inner pipe (37) upper end is welded with circular upper plate (39) neighboring；
(4) other is with the C1 type pile pipe of 1.3.1；
1.3.5C5 type pile pipe, it is constructed as follows:
Circular outer pipe (21), annulus (29), interior point (33), lower plate (35) composition all with the B5 type pile pipe of 1.2.5；
(2) in lower plate (35) bottom surface indentation annulus (29)；
(3) other is with the C4 type pile pipe of 1.3.4.
7. the special purpose device of Whole process construction method of driven cast-in-place piles as claimed in claim 1, it is characterised in that described backing plate includes any one of A to F type backing plate；
2.1A type backing plate, it is constructed as follows:
Round thin steel (41) diameter is more than A1 or the A2 type pile pipe external diameter described in claim 4；
Circular steel plate (42) is welded in round thin steel (41) central authorities；
Circular steel plate (42) diameter is more than circular irrigation pipe (2) internal diameter in A1 or the A2 type pile pipe described in claim 4；
2.2B type backing plate, it is constructed as follows:
Annular sheet metal (43) inner rim welds with the circular steel plate (44) of middle conve shaped；
Round thin steel (43) external diameter is more than A1 or the A2 type pile pipe external diameter described in claim 4；
Circular steel plate (44) external diameter is more than circular irrigation pipe (2) internal diameter of A1 or the A2 type pile pipe central authorities described in claim 4；
2.3C type backing plate, it is constructed as follows:
Round thin steel (45) diameter is more than the A3 type pile pipe external diameter described in claim 4；
Circular steel plate (42) is welded in round thin steel (45) central authorities；
Circular steel plate (42) diameter is more than circular irrigation pipe (2) internal diameter in the A3 type pile pipe described in claim 4；
Round thin steel (45) respectively opens a circular hole (46) with both sides circle discharge pipe (10) para-position in the A3 type pile pipe described in claim 4, and diameter is more than circular discharge pipe (10) internal diameter；
2.4D type backing plate, it is constructed as follows:
Round thin steel (41) diameter is more than A4 or the A6 type pile pipe external diameter described in claim 4；
Circular steel plate (42) diameter is more than circular irrigation pipe (2) internal diameter on A4 or the A6 type pile pipe limit described in claim 4, circular steel plate (42) and circular irrigation pipe (2) center para-position, be welded on circular steel plate (41)；
2.4E type backing plate, it is constructed as follows:
Round thin steel (47) diameter is more than the A5 type pile pipe external diameter described in claim 4；
Circular steel plate (42) diameter is more than circular irrigation pipe (2) internal diameter on the A5 type pile pipe limit described in claim 4, circular steel plate (42) and circular irrigation pipe (2) center para-position, be welded in round thin steel (47)；
Circular discharge pipe (10) the center para-position of the circular hole (46) on round thin steel (47) another side and the A5 type pile pipe described in claim 4, circular hole (46) diameter is more than circular discharge pipe (10) internal diameter；
2.5F type backing plate, it is constructed as follows:
Round thin steel (48) periphery welds with annular steel plate (49) inner rim；
Pipe (50) and annular steel plate (49) external diameter is equal and periphery welding；Pipe (50) internal diameter is more than B1 or C1 type pile pipe lower end annulus (28) external diameter.
8. Whole process construction method of driven cast-in-place piles, including pile testing method, does piling method and peg method, and the A class pile pipe used is any one of A1 to the A6 type pile pipe described in claim 4；The B class pile pipe used is any one of B1 to the B5 type pile pipe described in claim 5；The C class pile pipe used is any one of C1 to the C5 type pile pipe described in claim 6；The backing plate used, is any one of A to F type backing plate described in claim 7；It is characterized in that condition and step are as follows:
4) pile testing method
4.1 pile testing methods using A class pile pipe, after putting in place for pile pipe hammering, use the method that pressure intrusion pipe draws end resistance down, specific as follows:
4.1.1 using the pile testing method of A1 type pile pipe, condition and step are as follows:
Putting A type or Type B backing plate on stake point, pile pipe para-position is pressed on backing plate；
Hammering pile pipe, pile pipe integral sinking, reach predetermined hammering pile penetration；
Outward winding nut (5), lower pressure circular irrigation pipe (2), draw the end resistance under circular irrigation pipe (2)；
If end resistance meets requirement, terminate；If end resistance backlog demand, then hammering, reach newly to determine hammering pile penetration, then peg end resistance, require until end resistance meets；
4.1.2 using the pile testing method of A2 type pile pipe, condition and step are as follows:
Putting A type or Type B backing plate on stake point, pile pipe para-position is pressed on backing plate；
With interior hammer (7) hammering circle lower plate (3), pile pipe integral sinking, reach predetermined hammering pile penetration；
Following steps are with the A1 type pile pipe of 4.1.1；
4.1.3 using the pile testing method of A3 type pile pipe, condition and step are as follows:
After mud off draws hole, it is as follows that the use A3 type pile pipe that continues carries out test pile, condition and step:
Putting C type backing plate on stake point, pile pipe para-position is pressed on backing plate；
With interior hammer (8) hammering circle lower plate (9), pile pipe integral sinking, reach predetermined hammering pile penetration；Mud is discharged from circular discharge pipe (10) in advance, and later stage soil enters in circular discharge pipe (10) and fills in dead；
Following steps are with the A1 type pile pipe of 4.1.1；
4.1.4 using the pile testing method of A4 type pile pipe, condition and step are as follows:
Except with except D type backing plate, other is with the A1 type pile pipe of 4.1.1；
4.1.5 using the pile testing method of A5 type pile pipe, step is as follows:
After mud off draws hole, it is as follows that the use A5 type pile pipe that continues carries out test pile, condition and step:
Putting E type backing plate on stake point, pile pipe para-position is pressed on backing plate；
Hammering pile pipe, pile pipe integral sinking, reach predetermined hammering pile penetration；Mud is discharged from circular discharge pipe (10) in advance, and later stage soil enters in circular discharge pipe (10) and fills in dead；
Following steps are with the A1 type pile pipe of 4.1.1；
4.1.6 using the pile testing method of A6 type pile pipe, condition and step are as follows:
Except with except D type backing plate, other is with the A2 type pile pipe of 4.1.2；
4.2 pile testing methods using B class pile pipe, after putting in place for pile pipe hammering, the method drawing end resistance with point in pressure down, specific as follows:
4.2.1 using the pile testing method of B1 type pile pipe, condition and step are as follows:
Putting F type backing plate on stake point, pile pipe para-position set is pressed on backing plate；
Sling interior hammer (22), hammering retaining board, circular upper plate (31) hammering circle ring flat-plate simultaneously (23), drive circular outer pipe (21), annulus (24), pile pipe integral sinking, reaches predetermined hammering pile penetration；
Detect jack under in the hollow round hole of hammer body (34), catch on annulus (32), point (33) in lower pressure, draw the end resistance under interior point (33)；
If end resistance meets requirement, terminate；If end resistance backlog demand, then hammering, reach newly to determine hammering pile penetration, then peg end resistance, require until end resistance meets；
4.2.2 using the pile testing method of B2 type pile pipe, condition and step are as follows:
Putting circular short steel pipes (56) and dry concrete (57) on stake point, pile pipe is enclosed within circular short steel pipes (56), is pressed on dry concrete (57)；
Sling interior hammer (22), hammering dry concrete (57), circular upper plate (31) hammering circle ring flat-plate simultaneously (23), drive circular outer pipe (21), annulus (25) and circular short steel pipes (56), pile pipe integral sinking, reaches predetermined hammering pile penetration；
Following steps are with the B1 type pile pipe of 4.2.1；
4.2.3 using the pile testing method of B3 type pile pipe, condition and step are as follows:
Being allowed to dry rigid concrete on stake point, pile pipe is pressed on dry concrete；
Sling interior hammer (22), hammering dry concrete, circular upper plate (31) hammering annulus (26) simultaneously, drive circular ring flat-plate (23), circular outer pipe (21), annulus (24), pile pipe integral sinking, reaches predetermined hammering pile penetration；
Take out annulus (26), then with interior hammer (22), dry concrete is hit in annulus (24)；
Following steps are with the B1 type pile pipe of 4.2.1；
4.2.4 using the pile testing method of B4 type pile pipe, condition and step are as follows:
Stake point straightens footpath more than pile pipe external diameter, play backing plate effect, round thin steel that thickness is within 5mm, pile pipe para-position is pressed in this round thin steel；
Sling interior hammer (27), simultaneously hammering round thin steel and annulus (28), drive circular outer pipe (21), pile pipe integral sinking, reach predetermined hammering pile penetration；
Following steps are with the B1 type pile pipe of 4.2.1；
4.2.5 using the pile testing method of B5 type pile pipe, condition and step are as follows:
Putting circular short steel pipes (56) and dry concrete (57) on stake point, pile pipe is enclosed within circular short steel pipes (56), is pressed on dry concrete (57)；
Sling interior hammer (27), hammering dry concrete (57) and annulus (29) simultaneously, drive circular outer pipe (21) and circular short steel pipes (56), pile pipe integral sinking, reach predetermined hammering pile penetration；
Following steps are with the B1 type pile pipe of 4.2.1；
4.3 pile testing methods using C class pile pipe, after putting in place for pile pipe hammering, the method drawing end resistance with point in pressure down, specific as follows:
4.3.1 using the pile testing method of C1 type pile pipe, condition and step are as follows:
Putting F type backing plate on stake point, pile pipe set is pressed on backing plate；
With interior hammer (36) hammering circle lower plate (30), circular upper plate (38) is driven by circular inner pipe (37), hammering circle ring flat-plate simultaneously (23), drive circular outer pipe (21), annulus (24), pile pipe integral sinking, reaches predetermined hammering pile penetration；
Down-pressed pole in the hollow round hole of interior hammer (36), point (33) in lower pressure, draw the end resistance under interior point (33)；
If end resistance meets requirement, terminate；If end resistance backlog demand, then hammering, reach newly to determine hammering pile penetration, then peg end resistance, require until end resistance meets；
4.3.2 using the pile testing method of C2 type pile pipe, condition and step are as follows:
Putting circular short steel pipes (56) and dry concrete (57) on stake point, pile pipe is enclosed within circular short steel pipes (56), is pressed on dry concrete (57)；
With interior hammer (36) hammering circle lower plate (30), circular upper plate (38) is driven by circular inner pipe (37), hammering circle ring flat-plate simultaneously (23), drive circular outer pipe (21), annulus (25), pile pipe integral sinking, reaches predetermined hammering pile penetration；
(3) following steps are with the C1 type pile pipe of 4.3.1；
4.3.3 using the pile testing method of C3 type pile pipe, condition and step are as follows:
Being allowed to dry rigid concrete on stake point, pile pipe is pressed on dry concrete；
With interior hammer (36) hammering dry concrete, circular upper plate (38) is driven by circular inner pipe (37), hammering annulus (26) simultaneously, drive circular ring flat-plate (23), circular outer pipe (21), annulus (24), pile pipe integral sinking, reaches predetermined hammering pile penetration；
Take out annulus (26), then with interior hammer (36), dry concrete is hit in annulus (24)；
Following steps are with the C1 type pile pipe of 4.3.1；
4.3.4 using the pile testing method of C4 type pile pipe, condition and step are as follows:
Stake point straightens footpath more than pile pipe external diameter, play backing plate effect, round thin steel that thickness is within 5mm, pile pipe is pressed in this round thin steel；
With interior hammer (36) hammering round thin steel and annulus (28) simultaneously, drive circular outer pipe 26, pile pipe integral sinking, reach predetermined hammering pile penetration；
Following steps are with the C1 type pile pipe of 4.3.1；
4.3.5 using the pile testing method of C5 type pile pipe, condition and step are as follows:
Putting circular short steel pipes (56) and dry concrete (57) on stake point, pile pipe is enclosed within circular short steel pipes (56), is pressed on dry concrete (57)；
With interior hammer (36) hammering dry concrete (57) and annulus (29) simultaneously, drive circular outer pipe (21) and circular short steel pipes (56), pile pipe integral sinking, reach predetermined hammering pile penetration；
Following steps are with the C1 type pile pipe of 4.3.1；
5) piling method is done
5.1 use A class pile pipes to do piling method, condition and step as follows:
5.1.1 by the condition of corresponding pile testing method and step, it is hammered onto the penetration control value that test pile is determined, stops hammering；
5.1.2 by circular irrigation pipe (2) pump concrete, pile pipe entirety lifts up simultaneously, after reaching predetermined altitude, removes pile pipe；
5.1.3 adopt the end to shake after steel reinforcement cage inserts concrete by method, terminate；
5.2 use B class pile pipes to do piling method, condition and step as follows:
5.2.1 by the condition of corresponding pile testing method and step, it is hammered onto the penetration control value that test pile is determined, stops hammering；
5.2.2 hanging out in first hammer (27) in hammer (22) or second, to circular outer pipe (21) interior descending reinforcing cage, concrete perfusion, extricating oneself from a predicament and brace oneself up to action the second circular outer pipe (21) in filling limit, limit, terminates；
5.3 use C class pile pipes to do piling method, condition and step as follows:
5.3.1 by the condition of corresponding pile testing method and step, it is hammered onto the penetration control value that test pile is determined, stops hammering；
5.3.2 after interior hammer (36) and circular inner pipe (37), circular upper plate (38) or circular upper plate (39), circular lower plate (30) or circular lower plate (35), interior point (33) entirety being hung out, to circular outer pipe (21) interior descending reinforcing cage, concrete perfusion, extricating oneself from a predicament and brace oneself up to action circular outer pipe (21) in filling limit, limit, terminates；
6) peg method
Using the peg method of A class, B class or C class pile pipe, condition and step are as follows:
The same pile testing method of detection method of 6.1 end resistances；
The detection method of 6.2 pile side resistances: use the method detection pile side resistance pulling out the first circular outer pipe (1) or the second circular outer pipe (21), specifically with the method for uplift pile loading test；
6.3 pile quality detections: detect by existing pertinent regulations.
9. a Whole process construction method of driven cast-in-place piles as claimed in claim 8, it is characterised in that when doing by the A class pile pipe of 1.1, shake method, condition and step of the employing end is as follows:
3.1 sling after the steel reinforcement cage being made up of vertical muscle (52), stirrup (53), enhancing steel ring (54), by steel wire rope (55), the water proof type vibrator (51) that profile epimere to be right circular cone, stage casing be cylinder, hypomere are reverse taper is hung bottom steel reinforcement cage, inserts certain depth in concrete by deadweight；
3.2 Vibration on Start-up devices (51), under drag steel reinforcement cage after desired depth, it is proposed to vibrator (51), terminate.
10. the immersed tube method of A1, A4 or A5 type pile pipe as claimed in claim 8, it is characterised in that adopt the immersed tube method of vibration or static pressure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110172486.3A CN102286970B (en) | 2011-06-24 | 2011-06-24 | Whole process construction method of driven cast-in-place piles and special purpose device thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110172486.3A CN102286970B (en) | 2011-06-24 | 2011-06-24 | Whole process construction method of driven cast-in-place piles and special purpose device thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102286970A CN102286970A (en) | 2011-12-21 |
| CN102286970B true CN102286970B (en) | 2016-07-27 |
Family
ID=45333700
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201110172486.3A Active CN102286970B (en) | 2011-06-24 | 2011-06-24 | Whole process construction method of driven cast-in-place piles and special purpose device thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102286970B (en) |
Families Citing this family (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102704479A (en) * | 2012-06-12 | 2012-10-03 | 张永忠 | Hydraulic hammering type concrete cast-in-place pile equipment |
| CN104153355B (en) * | 2014-07-25 | 2016-06-29 | 王继忠 | The constructing device of concrete-pile and construction method thereof |
| 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 |
| CN110374089B (en) * | 2019-07-24 | 2021-01-05 | 安徽金江建筑规划设计有限公司 | Composite construction method of cast-in-place pile |
| CN112127364B (en) * | 2020-10-14 | 2022-12-20 | 广州市市政集团有限公司 | Pile head over-filling monitoring device for cast-in-place 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 |
| CN112323792B (en) * | 2020-11-03 | 2022-07-15 | 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 |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5423633A (en) * | 1993-12-23 | 1995-06-13 | Beheersmaatschappij Verstraeten B.V. | Piling apparatus adapted to be provided in a tube |
| CN2304690Y (en) * | 1997-06-18 | 1999-01-20 | 王志如 | Tool for bored concrete piles |
| CN2756706Y (en) * | 2004-11-05 | 2006-02-08 | 宁波市机电工业研究设计院 | Pile bottom pust filling prestress pipe pile |
| KR100716858B1 (en) * | 2005-06-27 | 2007-05-09 | (주) 신풍컨설턴트 | A under ground-process of rein force tube |
| JP2008297864A (en) * | 2007-06-04 | 2008-12-11 | Sekisui House Ltd | Construction method of cast-in-place pile |
| CN101560768A (en) * | 2009-05-20 | 2009-10-21 | 毕建东 | Overall process construction method for hammering pile, special device therefor and application thereof |
| CN101812843A (en) * | 2010-04-20 | 2010-08-25 | 黑龙江省东煤建筑基础工程有限公司 | Centre grouted poured post-grouting pile construction methods, and grouter and grout injector used thereby |
-
2011
- 2011-06-24 CN CN201110172486.3A patent/CN102286970B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5423633A (en) * | 1993-12-23 | 1995-06-13 | Beheersmaatschappij Verstraeten B.V. | Piling apparatus adapted to be provided in a tube |
| CN2304690Y (en) * | 1997-06-18 | 1999-01-20 | 王志如 | Tool for bored concrete piles |
| CN2756706Y (en) * | 2004-11-05 | 2006-02-08 | 宁波市机电工业研究设计院 | Pile bottom pust filling prestress pipe pile |
| KR100716858B1 (en) * | 2005-06-27 | 2007-05-09 | (주) 신풍컨설턴트 | A under ground-process of rein force tube |
| JP2008297864A (en) * | 2007-06-04 | 2008-12-11 | Sekisui House Ltd | Construction method of cast-in-place pile |
| CN101560768A (en) * | 2009-05-20 | 2009-10-21 | 毕建东 | Overall process construction method for hammering pile, special device therefor and application thereof |
| CN101812843A (en) * | 2010-04-20 | 2010-08-25 | 黑龙江省东煤建筑基础工程有限公司 | Centre grouted poured post-grouting pile construction methods, and grouter and grout injector used thereby |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102286970A (en) | 2011-12-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102286970B (en) | Whole process construction method of driven cast-in-place piles and special purpose device thereof | |
| CN2934352Y (en) | Root key type drilling perfusion stake construction device | |
| CN103161155A (en) | Pile machine special for immersed tube pressure filling pile, using method thereof and application thereof | |
| CN110258571A (en) | A kind of bored concrete pile pipe sinking pressure grouting construction method | |
| CN110080236B (en) | But device is transferred to cyclic utilization steel reinforcement cage who hangs muscle | |
| CN202247897U (en) | Post-grouting device for pipe pile foundation | |
| CN207944455U (en) | Remove mudcake device | |
| WO2023098672A1 (en) | Gas bag type bored hollow pile structure and construction method therefor | |
| CN207538040U (en) | Drilled pile reinforcing cage detachably recycles hangs muscle | |
| CN217174768U (en) | Prefabricated formula tubular pile device | |
| CN101684651B (en) | Ultralong and ultradeep prestressed high strength concrete centrifuge tube pile construction method | |
| CN103132510B (en) | Combined pile tube used for immersed tube pressing irrigation pile overall process construction and use method thereof | |
| CN112647495A (en) | Construction method of prefabricated end-bearing tubular pile | |
| CN207193959U (en) | A kind of filling pile cage of reinforcement carries fixing device | |
| CN106930274B (en) | A kind of a full set of cylinder rotatory boring castinplace pile construction method that reinforcing bar cage location is fixed | |
| CN211871179U (en) | Arch bridge cable crane pile beam type anchorage structure | |
| CN108005079B (en) | Implanted precast pile grouting device and implanted grouting process | |
| CN103866763B (en) | Method for making pile by performing pile pressure irrigation through immersed tube and special device and application | |
| CN108086309B (en) | Mini pile reinforcement cage installation method | |
| CN206970086U (en) | A kind of hanging apparatus | |
| CN206815321U (en) | A kind of anxious pilework of hydraulic engineering | |
| CN208105264U (en) | A kind of hammer blow tubular pile ultra-deep Pile feeder in pile follower depth bounds being sand | |
| CN220768098U (en) | Foundation pit conversion supporting structure | |
| CN214993849U (en) | Precast tubular pile stake core plugging device | |
| CN212506303U (en) | Partially recyclable secant pile supporting structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| AD01 | Patent right deemed abandoned | ||
| AD01 | Patent right deemed abandoned |
Effective date of abandoning: 20111221 Effective date of abandoning: 20111221 |
|
| RA01 | Restoration of patent right |
Former decision: deemed to have abandoned the patent right Former decision publication date: 20140312 |
|
| REIN | Reinstatement of patent application or patent right | ||
| REIN | Reinstatement of patent application or patent right | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| PP01 | Preservation of patent right |
Effective date of registration: 20200429 Granted publication date: 20160727 |
|
| PP01 | Preservation of patent right |