CN104234055A - Precast pile post-grouting device and precast pile post-grouting process - Google Patents
Precast pile post-grouting device and precast pile post-grouting process Download PDFInfo
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- CN104234055A CN104234055A CN201410490010.8A CN201410490010A CN104234055A CN 104234055 A CN104234055 A CN 104234055A CN 201410490010 A CN201410490010 A CN 201410490010A CN 104234055 A CN104234055 A CN 104234055A
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Abstract
The invention relates to the technical field of foundation stabilization, in particular to a precast pile post-grouting device and a precast pile post-grouting process. The technical scheme adopted by the invention is that the precast pile post-grouting device comprises a precast pile, a stirrer, a slurry tank, a grouting pump and a grouting hose; a pile body of the precast pile is provided with a prestressed reinforcement, a spiral bar, an upper end plate and a lower end plate. The precast pile post-grouting device is characterized in that grouting holes are also formed in the precast pile, and the precast pile is also provided with grouting pipes, an upper transition pipe and a lower transition plate. Compared with the prior art, the precast pile post-grouting device and the precast pile post-grouting process have the beneficial effects that a construction process of pile tip and pile tip peripheral grouting and the arrangement form of the grouting pipes can be realized on piles with various pile diameters (large diameters and small diameters), various pile types (square piles, round piles, hollow piles and solid piles) and various pile lengths (short piles and long piles), and the problems of a post-grouting construction method of all precast pile types are solved.
Description
Technical field
Invention relates to foundation consolidating technology field, particularly relates to a kind of preformed pile post-grouting device and technique thereof.
Background technology
Preformed pile is the building lot component made in factory or job site, it is made up of various material and various forms, as timber, concrete square pile, prestressed concrete pipe pile, pre-stressed concrete hollow square stake piling bar etc., during stake is squeezed into, is pressed into or shaken and buries by employing sinking apparatus usually.In civil engineering, adopt more preformed pile mainly concrete precast pile and the large class of piling bar two.Concrete precast pile can bear larger load, firm durable, speed of application is fast, it is one of pile-type of extensive use, but its construction is comparatively large to surrounding environment influence, conventional have concrete solid square pile and prestressed concrete pipe pile, pre-stressed concrete hollow square stake.Piling bar is steel pipe pile and H profile steel stake two kinds mainly.Because preformed pile is in practice of construction process, can often there is many problems, such as: according to the stake of original geological mapping Data Design, far do not reach the bearing capacity of designing requirement, or the stake of design is long cannot be sink to design elevation, the problem of this wherein existing geology inequality, also has construction technology problem.
In prior art, three kinds of methods are usually adopted to solve the problems referred to above.The first is " pile sinking method of Synchronization grouting static pressure precast pile ", the advantage of the method to reduce certain penetrating resistance, improve the settleability of preformed pile, part improves the bearing capacity of preformed pile, but shortcoming is the use needs that can not meet all piles, the improvement value of preformed pile pile side resistance is very limited, and add the complexity of pile driving process, extend the pile sinking cycle, pile sinking terminates, slip casting can not solve the stake end voiding problem that soil compaction causes completely, an especially clump of piles, and pile-sinking method is only limitted to static pressed pile.The second is " pile bottom post-grouting pile for prestressed pipe ", and the method is a kind of Novel tubular pile with grouting device, but its inapplicable all preformed pile, and the reinforcing that can not solve the following Soft Soil Layer of bearing stratum, do not reach the object of overall control settlement, this kind of stake is difficult to make, and not easily promotes.The third is " prestressed concrete pipe pile enlarged footing post grouting device ", and it is a kind of grouting device for pile tube enlarged footing, and weak point is the pile tube of enlarged footing, will affect the performance of pile body frictional resistance, and increases pile sinking difficulty.
Summary of the invention
In order to overcome the deficiencies in the prior art, the invention provides a kind of preformed pile post-grouting device and technique thereof.
The technical solution adopted in the present invention is: a kind of preformed pile post-grouting device, comprises preformed pile, agitator, slurry tank, grouting pump, slip casting flexible pipe; The pile body of described preformed pile is provided with prestressed reinforcement, spiral bar, upper head plate, bottom plate, it is characterized in that: described preformed pile is also provided with injected hole, Grouting Pipe, upper transition conduit, lower transition conduit; Described injected hole runs through preformed pile pile body, through hole between upper head plate and bottom plate, the quantity of described Grouting Pipe is at least one, described Grouting Pipe is placed in injected hole, the two ends of described Grouting Pipe are threaded with upper transition conduit, lower transition conduit respectively, and described upper transition conduit, lower transition conduit are embedded in the injected hole on upper head plate, bottom plate respectively; Described Grouting Pipe is provided with slurry casting machine, one way valve, tube connector; Described slurry casting machine is threaded with lower transition conduit and is exposed to bottom plate outside, and described tube connector is threaded with upper transition conduit and is exposed to upper head plate outside; Described agitator is connected with slurry tank by pipe, and described slurry tank is connected with grouting pump by pipe, and described grouting pump is connected with tube connector by slip casting flexible pipe; The quantity of described preformed pile is at least 1 joint, and described preformed pile utilizes tube connector mutually to superpose connection.
Described tube connector is processed into by two ends the entirety that the seamless steel pipe of taper and a chime rings be spliced into, the internal diameter of described taper seamless steel pipe is identical respectively with maximum outside diameter, and described chime rings splicing is at the maximum outside diameter place of taper seamless steel pipe.
The quantity of described injected hole is at least one, described injected hole all at same circumference, same apertures, and being arranged symmetrically with.
Described injected hole is the bolt hole on bottom plate; described slurry casting machine is also provided with protective device; described protective device is provided with through hole on the side plate of both sides, and described protective device to be wrapped in outside slurry casting machine and to be fixed on slurry casting machine end, and described protective device is fixed on bottom plate.
Described injected hole is in the centre of bolt hole; described slurry casting machine is also provided with protective device; described protective device is provided with through hole on the side plate of both sides, and described protective device to be wrapped in outside slurry casting machine and to be fixed on slurry casting machine end, and described protective device is fixed on bottom plate.
Described preformed pile is hollow structure; described Grouting Pipe be arranged in preformed pile hollow in; the lower end of described Grouting Pipe is fixedly connected with bottom plate; described slurry casting machine is also provided with protective device; described protective device is provided with through hole on the side plate of both sides; described protective device is wrapped in outside slurry casting machine and fixing slurry casting machine end, and described protective device is fixed on bottom plate.
Described preformed pile post-grouting device, also comprises shoe, and described shoe is fixed on bottom plate place, and described protective device is fixed in shoe.
Described Grouting Pipe is arranged on the center of preformed pile, described slurry casting machine is provided with stopple, described stopple is straw hat shape, described stopple projection is embedded in the slurry outlet of slurry casting machine, the bottom of described slurry casting machine is also provided with conical guide end, described guide end is gyroscope-like, and described guide end shank is embedded in slurry casting machine end recesses.
Described preformed pile is concrete square pile, described concrete square pile is also provided with fixed sleeving, steel plate hoop, described slurry casting machine is arranged along pile top, described Grouting Pipe is passed fixed sleeving and is utilized steel plate hoop to be bundled on the pile body of preformed pile, and described slurry casting machine utilizes steel plate hoop to be bundled in the pile top of preformed pile.
A kind of preformed pile post grouting process, it is characterized in that: described preformed pile post grouting process comprises the steps: that (1) is according to different preformed pile types, Grouting Pipe is buried underground in preformed pile, it is unimpeded that preformed pile makes rear inspection Grouting Pipe, connecting thread cleans, and is closed by injected hole with sealing nut; (2) before pile sinking, unload sealing nut, install slurry casting machine, in injected hole or at pile body, install Grouting Pipe, slurry casting machine, one way valve outward, the end face of stake top injected hole sealing nut must not exceed end plate plane, and lower than replacing the length of beating inner core; (3) carry out pile sinking, when the preformed pile needed for pile sinking be two joints above time, by tube connector pile extension; (4) grouting amount is calculated; 1. the design of single stake pile end grouting amount should be determined according to factors such as stake footpath, pile-end soil layer character, bearing capacity of single pile amplification, estimates: G by following formula
c=α
pd, in formula: α
pfor pile end grouting amount empirical coefficient, get α p=0.75 ~ 0.9; D is Pile integrity diameter (m); G
cfor grouting amount, with slurry water shale gauge (t).A clump of piles of 6d is less than to pilespacing, the foundation pile grouting amount of basic surrounding should be multiplied by by above formula estimated value 0.8 ~ 0.9 coefficient, its king-pile footpath is little, larger the getting the small value of pilespacing, and stake footpath is comparatively large, less the taking large values of pilespacing.For the slip casting of reinforcing pile end auger ground, should according to being reinforced the thickness of Soft Soil Layer, stake density, reinforce soil layer property and carry out calculating by design and determine; 2. all grouting amounts of pile driving process king-pile should according to stake footpath, the calculation of the length of bored pile: G
c=α
lin dl formula: α
lfor pile end grouting amount empirical coefficient, get α
l=0.095 ~ 0.12m
3/ m
2; 0.095 m is got in garden stake
3/ m
2, square pile gets 0.12 m
3/ m
2; D is Pile integrity diameter (garden stake) or the length of side (square pile) (m); L is the stake long (m) needing slip casting, and general Soft Soil Layer penetrating resistance is little, and the consolidation effect of shallow soil is poor, and the stake week of stake top portion does not need slip casting, and concrete slip casting length can be determined according to geologic information; (5) carry out slip casting, grouting with plunger can select in pile driving process+after pile sinking terminates, or pile sinking terminate to be excavated to a top mark height after carry out.In pile driving process, slip casting can play the effect that lubrication is convenient to pile sinking, but still wants slip casting after pile sinking terminates; According in pile driving process+pile sinking terminates post-grouting method, suspends slip casting at the end of pile sinking, and with bentonite slurry or clean water grouting pipe, keep anhydrous mud in Grouting Pipe and slurry casting machine, prevent blockage, ensure that pile sinking still can continue slip casting after terminating.If pile driving process is not difficult, then not slip casting in pile driving process, pile sinking terminates grouting behind shaft or drift lining; (6) during slip casting, unload stake top injected hole sealing nut, connect slip casting flexible pipe to grouting pump, according to designing requirement or regulation and stipulation configuration slurries, slurries are prepared ready, carry out slip casting; (7) slip casting is complete.
Compared with prior art, the invention has the beneficial effects as follows: make various stake footpath (large, minor diameter), various pile-type (square pile, garden stake, hollow pile, solid pile), long (the stub of various stake, long stake) all can realize the construction technology of slip casting and the arrangement of Grouting Pipe around stake end and stake end, solve the grouting behind shaft or drift lining construction method of all preformed pile pile-type, improve stake week, the density of the foundation soil of pile top, improve the intensity of foundation soil, reduce the impact that geology inequality is brought, improve pile bearing capacity, decrease settling amount, improve the degree of safety of building, when needing to reach same bearing capacity, can suitably shorten stake long, cost-saving, improve the force-bearing situation of preformed pile during pile sinking, improve the pile sinking efficiency of preformed pile, save time, save the duration, improve pile sinking quality.
Accompanying drawing explanation
Fig. 1 is present invention process schematic diagram;
Fig. 2 is preformed pile structural representation of the present invention;
Fig. 3 is transition conduit structural representation of the present invention;
Fig. 4 is slurry casting machine structural representation of the present invention;
Fig. 5 is connecting pipe structure schematic diagram of the present invention;
Fig. 6 is embodiment 1 injected hole position view;
Fig. 7 is embodiment 1 preformed pile structural representation;
Fig. 8 is embodiment 1 protective device scheme of installation 1 in shoe;
Fig. 9 is embodiment 1 protective device scheme of installation 2 in shoe;
Figure 10 is embodiment 2 injected hole position view;
Figure 11 is embodiment 2 Grouting Pipe position view;
Figure 12 is embodiment 3 preformed pile structural representation;
Figure 13 is embodiment 3 protective device scheme of installation 1 in shoe;
Figure 14 is embodiment 3 protective device scheme of installation 2 in shoe;
Figure 15 is embodiment 4 preformed pile structural representation;
Figure 16 is hole plug structure schematic diagram;
Figure 17 is guide end structural representation;
Figure 18 is guide end mounting structure schematic diagram;
Figure 19 is embodiment 5 preformed pile structural representation.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is described in detail.
As shown in Figure 1 and Figure 2, a kind of preformed pile post-grouting device, comprises preformed pile 1, agitator 2, slurry tank 3, grouting pump 4, slip casting flexible pipe 5; The pile body of described preformed pile 1 is provided with prestressed reinforcement 11, spiral bar 12, upper head plate 131, bottom plate 132.Described preformed pile 1 is also provided with injected hole 14, Grouting Pipe 15, upper transition conduit 161, lower transition conduit 162; Described injected hole 14 runs through preformed pile pile body, through hole between upper head plate 131 and bottom plate 132, described Grouting Pipe 15 is placed in injected hole 14, as shown in Figure 3, the two ends of described Grouting Pipe 15 are threaded with upper transition conduit 161, lower transition conduit 162 respectively, and described upper transition conduit 161, lower transition conduit 162 are embedded in the injected hole 14 on upper head plate 131, bottom plate 132 respectively; Described Grouting Pipe 15 is provided with slurry casting machine 151, one way valve 152, tube connector 153; Slurry casting machine 151 structure as shown in Figure 4, described slurry casting machine 151 is threaded with lower transition conduit 162 and is exposed to bottom plate 132 outside, and described tube connector 153 is threaded with upper transition conduit 161 and is exposed to upper head plate 131 outside; Described agitator 2 is connected with slurry tank 3 by pipe, and described slurry tank 3 is connected with grouting pump 4 by pipe, and described grouting pump 4 is connected with tube connector 153 by slip casting flexible pipe 5.
As shown in Figure 5, tube connector 163 is processed into by two ends the entirety that the seamless steel pipe of taper and a chime rings be spliced into, the minimum diameter of described taper seamless steel pipe is identical respectively with maximum outside diameter, chime rings splicing is at the maximum outside diameter place of taper seamless steel pipe, make tube connector upper and lower end slightly tapering, be convenient to install.
According to five kinds of different Grouting Pipe method for arranging, be described with its most preferred embodiment respectively.
Embodiment 1: the preformed pile of employing is pile tube, as shown in Figure 6, be injected hole 14 with the bolt hole 1321 on bottom plate 132 and bolt hole 1322, make injected hole 14 all at same circumference, same apertures, and be arranged symmetrically with, ensure that pile tube 1 makes in centrifugal process and keep balance, eccentric vibrating does not occur.As shown in Figure 7; two Grouting Pipe 15 are set; the galvanized pipe of Grouting Pipe 15 to be internal diameters be Ф 15mm; described slurry casting machine 151 is also provided with protective device 1511; protective device 1511 is provided with through hole on the side plate of both sides, facilitates the outflow of slurries, and described protective device 1511 to be wrapped in outside slurry casting machine 151 and to be welded on slurry casting machine 151 end; protective device 1511 is weldingly fixed on bottom plate 132 simultaneously, prevents slurry casting machine 151 from being destroyed in pile driving process.When preformed pile has shoe 6, the present embodiment is only for cross shoe, and the shoe of all the other types implements, and shoe 6 is fixed on bottom plate 132 place, and as shown in Figure 8, Figure 9, protective device 1511 is directly welded in shoe 6, protects slurry casting machine 151.
Embodiment 2: the preformed pile of employing is pile tube, as shown in Figure 10, in the centre of bolt hole 1321 and 1323, the centre of bolt hole 1322 and 1324, be symmetrical arranged two injected holes 14, and according to these two injected holes 14, as shown in figure 11, two Grouting Pipe 15 are set, the galvanized pipe of Grouting Pipe 15 to be internal diameters be Ф 15mm.Slurry casting machine 151 is also provided with protective device 1511, and protective device 1511 is provided with through hole on the side plate of both sides, facilitates the outflow of slurries, and set-up mode is identical with embodiment 1.
Embodiment 3: the preformed pile 1 of employing is hollow shell pill; as shown in figure 12; two Grouting Pipe 15 be arranged in preformed pile 1 hollow in; lower end and the bottom plate 132 of Grouting Pipe 15 are welded to connect; in order to bear end soil body resistance, connecting portion is strengthened, protective device 1511 is set; protective device 1511 is provided with through hole on the side plate of both sides, facilitates the outflow of slurries.Described Grouting Pipe 15, bottom plate 132, protective device 1511 are welded to each other.Grouting Pipe caliber often adopts the coating steel pipe of internal diameter Ф 25mm as Grouting Pipe.When preformed pile has shoe 6, the present embodiment is only for opening shoe, and the shoe of all the other types implements, and shoe 6 is fixed on bottom plate 132 place, and as shown in Figure 13, Figure 14, protective device 1511 is directly welded in shoe 6, protects slurry casting machine 151.Embodiment 3, be a kind of simple, the arrangement form of easy construction, suggestion is preferentially promoted the use of.
Embodiment 4: the stake of the preformed pile 1 of employing is long shorter, the soil property of pile sinking is also softer, as shown in figure 15, is directly pressed at the center of preformed pile 1 or squeezes into Grouting Pipe 15, carrying out slip casting.Slurry casting machine 151 is provided with stopple 1512, hole plug structure is see Figure 16, stopple projection is embedded in the slurry outlet of slurry casting machine 151, a conical guide end 154 also must be installed in slurry casting machine 151 bottom, the structure of guide end 154 as shown in figure 17, as shown in figure 18, described guide end shank is embedded in slurry casting machine end recesses.Blocked by pile tube wall or pipe pile joint when avoiding Grouting Pipe to be pressed into.The Grouting Pipe that embodiment 4 is arranged can be reused, after grouting amount and component pressure thereof reach designing requirement, can suitably promote, the slurry casting machine position of Grouting Pipe is promoted to more than stake end 1 ~ 2m, appropriate slip casting again, pressure is increased to the pressure before lifting, then promotes a joint Grouting Pipe, repeat slip casting to above-mentioned pressure, like this until Grouting Pipe extracted.Grouting Pipe should first be rinsed well with clear water after extracting, then continues the slip casting of next pile.
Embodiment 5: the preformed pile 1 of employing is concrete square pile, as Figure 19, described concrete square pile is also provided with fixed sleeving 17, steel plate hoop 18, described slurry casting machine 151 is arranged along pile top, by Grouting Pipe 15 through fixed sleeving 17, utilizes steel plate hoop 18 to be directly bundled on the pile body of preformed pile 1, slurry casting machine 151 utilizes steel plate hoop 18 to be bundled in the pile top of preformed pile 1, thus reach, ground is sunk in stake, and Grouting Pipe brings the effect of ground into simultaneously.Port lid on slurry casting machine 151 uses steel material, avoids port lid to damage blocking injected hole.
Specific implementation method of the present invention:
(1) according to different preformed pile types, in preformed pile, bury Grouting Pipe underground, buried rear inspection Grouting Pipe underground unimpeded, connecting thread cleans, and is closed by injected hole with sealing nut.
(2) before pile sinking, unload sealing nut, slurry casting machine is installed, in injected hole or at pile body, Grouting Pipe, slurry casting machine, one way valve are installed outward, the end face of stake top injected hole sealing nut must not exceed end plate plane, and lower than replacing the length of beating inner core, otherwise, sealing nut or Grouting Pipe will be broken according to hammer piling.
(3) pile sinking is carried out, if the preformed pile needed for pile sinking when to be two joints above, connects preformed pile by tube connector.
(4) grouting amount is calculated
1. the design of single stake pile end grouting amount should be determined according to factors such as stake footpath, pile-end soil layer character, bearing capacity of single pile amplification, estimates: G by following formula
c=α
pd, in formula: α
pfor pile end grouting amount empirical coefficient, get α p=0.75 ~ 0.9; D is Pile integrity diameter (m); G
cfor grouting amount, with slurry water shale gauge (t).A clump of piles of 6d is less than to pilespacing, the foundation pile grouting amount of basic surrounding should be multiplied by by above formula estimated value 0.8 ~ 0.9 coefficient, its king-pile footpath is little, larger the getting the small value of pilespacing, and stake footpath is comparatively large, less the taking large values of pilespacing.For the slip casting of reinforcing pile end auger ground, should according to being reinforced the thickness of Soft Soil Layer, stake density, reinforce soil layer property and carry out calculating by design and determine.2. all grouting amounts of pile driving process king-pile should according to stake footpath, the calculation of the length of bored pile: G
c=α
lin dl formula: α
lfor pile end grouting amount empirical coefficient, get α
l=0.095 ~ 0.12m
3/ m
2; 0.095 m is got in garden stake
3/ m
2, square pile gets 0.12 m
3/ m
2; D is Pile integrity diameter (garden stake) or the length of side (square pile) (m); L is the stake long (m) needing slip casting, and general Soft Soil Layer penetrating resistance is little, and the consolidation effect of shallow soil is poor, and the stake week of stake top portion does not need slip casting, and concrete slip casting length can be determined according to geologic information.G
cfor grouting amount, to configure the stereometer (m of slurries
3).
(5) carry out slip casting, grouting with plunger can select in pile driving process+after pile sinking terminates, or pile sinking terminate to be excavated to a top mark height after carry out.In pile driving process, slip casting can play the effect that lubrication is convenient to pile sinking, but still wants slip casting after pile sinking terminates.According in pile driving process+pile sinking terminates post-grouting method, suspends slip casting at the end of pile sinking, and with bentonite slurry or clean water grouting pipe, keep anhydrous mud in Grouting Pipe and slurry casting machine, prevent blockage, ensure that pile sinking still can continue slip casting after terminating.If pile driving process is not difficult, then not slip casting in pile driving process, pile sinking terminates grouting behind shaft or drift lining, can reduce by one grouting with plunger like this.
(6) during slip casting, unload stake top injected hole sealing nut, connect slip casting flexible pipe to grouting pump, according to designing requirement or regulation and stipulation configuration slurries, slurries are prepared ready, carry out slip casting by the grouting amount calculated.
(7) slip casting is complete.
Claims (10)
1. a preformed pile post-grouting device, comprise preformed pile (1), agitator (2), slurry tank (3), grouting pump (4), slip casting flexible pipe (5), the pile body of described preformed pile (1) is provided with prestressed reinforcement (11), spiral bar (12), upper head plate (131), bottom plate (132), it is characterized in that: described preformed pile (1) is also provided with injected hole (14), Grouting Pipe (15), upper transition conduit (161), lower transition conduit (162); Described injected hole (14) runs through preformed pile pile body, through hole between upper head plate (131) and bottom plate (132), the quantity of described Grouting Pipe (15) is at least one, described Grouting Pipe (15) is placed in injected hole (14), the two ends of described Grouting Pipe (15) are threaded with upper transition conduit (161), lower transition conduit (162) respectively, and described upper transition conduit (161), lower transition conduit (162) are embedded in the injected hole (14) on upper head plate (131), bottom plate (132) respectively; Described Grouting Pipe (15) is provided with slurry casting machine (151), one way valve (152), tube connector (153); Described slurry casting machine (151) is threaded with lower transition conduit (162) and is exposed to bottom plate (132) outside, and described tube connector (153) is threaded with upper transition conduit (161) and is exposed to upper head plate (131) outside; Described agitator (2) is connected with slurry tank (3) by pipe, and described slurry tank (3) is connected with grouting pump (4) by pipe, and described grouting pump (4) is connected with tube connector (153) by slip casting flexible pipe (5); The quantity of described preformed pile (1) is at least 1 joint, and described preformed pile (1) utilizes tube connector (163) mutually to superpose connection.
2. preformed pile post-grouting device according to claim 1, it is characterized in that: described tube connector (153) is processed into by two ends the entirety that the seamless steel pipe of taper and a chime rings be spliced into, the internal diameter of described taper seamless steel pipe is identical respectively with maximum outside diameter, and described chime rings splicing is at the maximum outside diameter place of taper seamless steel pipe.
3. preformed pile post-grouting device according to claim 1, is characterized in that: the quantity of described injected hole is at least one, described injected hole (14) all at same circumference, same apertures, and being arranged symmetrically with.
4. preformed pile post-grouting device according to claim 1; it is characterized in that: described injected hole (14) is the bolt hole (1321) on bottom plate (132); described slurry casting machine (151) is also provided with protective device (1511); described protective device is provided with through hole on the side plate of both sides; described protective device (1511) is wrapped in slurry casting machine (151) outside and is fixed on slurry casting machine (151) end, and described protective device (1511) is fixed on bottom plate (132).
5. preformed pile post-grouting device according to claim 1; it is characterized in that: described injected hole (14) is in the centre of bolt hole (1321) and (1323); described slurry casting machine (151) is also provided with protective device (1511); described protective device is provided with through hole on the side plate of both sides; described protective device (1511) is wrapped in slurry casting machine (151) outside and is fixed on slurry casting machine (151) end, and described protective device (1511) is fixed on bottom plate (132).
6. preformed pile post-grouting device according to claim 1, it is characterized in that: described preformed pile (1) is hollow structure, described Grouting Pipe (15) be arranged in preformed pile (1) hollow in, the lower end of described Grouting Pipe (15) is fixedly connected with bottom plate (132), described slurry casting machine (151) is also provided with protective device (1511), described protective device is provided with through hole on the side plate of both sides, described protective device (1511) is wrapped in slurry casting machine (151) outside and fixing slurry casting machine (151) end, described protective device (1511) is fixed on bottom plate (132).
7. the preformed pile post-grouting device according to claim 1 or 2 or 3 or 4 or 5 or 6; it is characterized in that: described preformed pile post-grouting device; also comprise shoe 6, described shoe 6 is fixed on bottom plate (132) place, and described protective device (1511) is fixed in shoe 6.
8. preformed pile post-grouting device according to claim 1, it is characterized in that: described Grouting Pipe (15) is arranged on the center of preformed pile (1), described slurry casting machine (151) is provided with stopple (1512), described stopple (1512) is straw hat shape, described stopple projection is embedded in the slurry outlet of slurry casting machine (151), the bottom of described slurry casting machine (151) is also provided with conical guide end (154), described guide end (154) is gyroscope-like, and described guide end shank is embedded in slurry casting machine end recesses.
9. preformed pile post-grouting device according to claim 1, it is characterized in that: described preformed pile (1) is concrete square pile, described concrete square pile is also provided with fixed sleeving (17), steel plate hoop (18), described slurry casting machine (151) is arranged along pile top, described Grouting Pipe (15) is through fixed sleeving (17) and utilize steel plate hoop (18) to be bundled on the pile body of preformed pile (1), and described slurry casting machine (151) utilizes steel plate hoop (18) to be bundled in the pile top of preformed pile (1).
10. a preformed pile post grouting process, described preformed pile post grouting process adopts claim 1 or 2 or 3 or 4 or 5 or 6 or the preformed pile post-grouting device described in 8 or 9, it is characterized in that: described preformed pile post grouting process comprises the steps: that (1) is according to different preformed pile types, Grouting Pipe is buried underground in preformed pile, it is unimpeded that preformed pile makes rear inspection Grouting Pipe, connecting thread cleans, and is closed by injected hole with sealing nut; (2) before pile sinking, unload sealing nut, install slurry casting machine, in injected hole or at pile body, install Grouting Pipe, slurry casting machine, one way valve outward, the end face of stake top injected hole sealing nut must not exceed end plate plane, and lower than replacing the length of beating inner core; (3) carry out pile sinking, when the preformed pile needed for pile sinking be two joints above time, by tube connector pile extension; (4) grouting amount is calculated; 1. the design of single stake pile end grouting amount should be determined according to factors such as stake footpath, pile-end soil layer character, bearing capacity of single pile amplification, estimates: G by following formula
c=α
pd, in formula: α
pfor pile end grouting amount empirical coefficient, get α p=0.75 ~ 0.9; D is Pile integrity diameter (m); G
cfor grouting amount, with slurry water shale gauge (t); A clump of piles of 6d is less than to pilespacing, the foundation pile grouting amount of basic surrounding should be multiplied by by above formula estimated value 0.8 ~ 0.9 coefficient, its king-pile footpath is little, larger the getting the small value of pilespacing, and stake footpath is comparatively large, less the taking large values of pilespacing; For the slip casting of reinforcing pile end auger ground, should according to being reinforced the thickness of Soft Soil Layer, stake density, reinforce soil layer property and carry out calculating by design and determine; 2. all grouting amounts of pile driving process king-pile should according to stake footpath, the calculation of the length of bored pile: G
c=α
lin dl formula: α
lfor pile end grouting amount empirical coefficient, get α
l=0.095 ~ 0.12m
3/ m
2; 0.095 m is got in garden stake
3/ m
2, square pile gets 0.12 m
3/ m
2; D is Pile integrity diameter (garden stake) or the length of side (square pile) (m); L is the stake long (m) needing slip casting, and general Soft Soil Layer penetrating resistance is little, and the consolidation effect of shallow soil is poor, and the stake week of stake top portion does not need slip casting, and concrete slip casting length can be determined according to geologic information; (5) carry out slip casting, grouting with plunger can select in pile driving process+after pile sinking terminates, or pile sinking terminate to be excavated to a top mark height after carry out; In pile driving process, slip casting can play the effect that lubrication is convenient to pile sinking, but still wants slip casting after pile sinking terminates; According in pile driving process+pile sinking terminates post-grouting method, suspends slip casting at the end of pile sinking, and with bentonite slurry or clean water grouting pipe, keep anhydrous mud in Grouting Pipe and slurry casting machine, prevent blockage, ensure that pile sinking still can continue slip casting after terminating; If pile driving process is not difficult, then not slip casting in pile driving process, pile sinking terminates grouting behind shaft or drift lining; (6) during slip casting, unload stake top injected hole sealing nut, connect slip casting flexible pipe to grouting pump, according to designing requirement or regulation and stipulation configuration slurries, slurries are prepared ready, carry out slip casting; (7) slip casting is complete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410490010.8A CN104234055B (en) | 2014-09-24 | 2014-09-24 | A kind of prefabricated pile post-grouting device and technique thereof |
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| CN201410490010.8A CN104234055B (en) | 2014-09-24 | 2014-09-24 | A kind of prefabricated pile post-grouting device and technique thereof |
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104747209A (en) * | 2015-03-18 | 2015-07-01 | 韦现超 | Composite tooth grouting head re-regulator and re-regulation method thereof |
| CN104831732A (en) * | 2015-04-07 | 2015-08-12 | 中铁建设集团有限公司 | Pile tip grouting valve tube and manufacturing method thereof |
| CN106120714A (en) * | 2016-08-22 | 2016-11-16 | 上海岩土工程勘察设计研究院有限公司 | A kind of device improving hollow pile bearing capacity and using method thereof |
| CN106522230A (en) * | 2016-10-09 | 2017-03-22 | 上海市政工程设计研究总院（集团）有限公司 | Mounting and grouting construction method of pre-buried grouting pipe assembly |
| CN106836213A (en) * | 2017-04-05 | 2017-06-13 | 江苏中大建设集团有限公司 | Grouting behind shaft or drift lining pre-stress hollow square pile and its construction technology |
| CN106988308A (en) * | 2017-03-29 | 2017-07-28 | 江苏中大建设集团有限公司 | Grouting behind shaft or drift lining pile for prestressed pipe and its construction technology |
| CN107190742A (en) * | 2017-07-18 | 2017-09-22 | 上海岩土工程勘察设计研究院有限公司 | For grouting method outside slip casting structure outside the stake of steel-pipe pile and stake |
| CN108643169A (en) * | 2018-06-11 | 2018-10-12 | 北京市地质工程公司 | One kind can slip casting prefabricated pile and its piling construction and grouting method |
| CN112695742A (en) * | 2020-11-09 | 2021-04-23 | 垣宝建设工程集团有限公司 | Precast pile and grouting method |
| CN113832956A (en) * | 2021-11-02 | 2021-12-24 | 上海斐晟企业管理有限公司 | Pile end grouting device and using method thereof |
| CN114703842A (en) * | 2022-03-30 | 2022-07-05 | 中国人民解放军91053部队 | Coral sand foundation drilling type prefabricated hollow pipe pile and construction method |
| CN114855786A (en) * | 2022-05-24 | 2022-08-05 | 同圆设计集团股份有限公司 | Post-grouting prestressed pipe pile with reusable grouting pipes and construction method |
| CN117127615A (en) * | 2023-10-26 | 2023-11-28 | 天津建城基业管桩有限公司 | Precast pile grouting equipment and method for building |
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Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104747209A (en) * | 2015-03-18 | 2015-07-01 | 韦现超 | Composite tooth grouting head re-regulator and re-regulation method thereof |
| CN104831732A (en) * | 2015-04-07 | 2015-08-12 | 中铁建设集团有限公司 | Pile tip grouting valve tube and manufacturing method thereof |
| CN106120714A (en) * | 2016-08-22 | 2016-11-16 | 上海岩土工程勘察设计研究院有限公司 | A kind of device improving hollow pile bearing capacity and using method thereof |
| CN106522230A (en) * | 2016-10-09 | 2017-03-22 | 上海市政工程设计研究总院（集团）有限公司 | Mounting and grouting construction method of pre-buried grouting pipe assembly |
| CN106988308A (en) * | 2017-03-29 | 2017-07-28 | 江苏中大建设集团有限公司 | Grouting behind shaft or drift lining pile for prestressed pipe and its construction technology |
| CN106836213A (en) * | 2017-04-05 | 2017-06-13 | 江苏中大建设集团有限公司 | Grouting behind shaft or drift lining pre-stress hollow square pile and its construction technology |
| CN107190742A (en) * | 2017-07-18 | 2017-09-22 | 上海岩土工程勘察设计研究院有限公司 | For grouting method outside slip casting structure outside the stake of steel-pipe pile and stake |
| CN108643169A (en) * | 2018-06-11 | 2018-10-12 | 北京市地质工程公司 | One kind can slip casting prefabricated pile and its piling construction and grouting method |
| CN112695742A (en) * | 2020-11-09 | 2021-04-23 | 垣宝建设工程集团有限公司 | Precast pile and grouting method |
| CN113832956A (en) * | 2021-11-02 | 2021-12-24 | 上海斐晟企业管理有限公司 | Pile end grouting device and using method thereof |
| CN114703842A (en) * | 2022-03-30 | 2022-07-05 | 中国人民解放军91053部队 | Coral sand foundation drilling type prefabricated hollow pipe pile and construction method |
| CN114855786A (en) * | 2022-05-24 | 2022-08-05 | 同圆设计集团股份有限公司 | Post-grouting prestressed pipe pile with reusable grouting pipes and construction method |
| CN117127615A (en) * | 2023-10-26 | 2023-11-28 | 天津建城基业管桩有限公司 | Precast pile grouting equipment and method for building |
| CN117127615B (en) * | 2023-10-26 | 2024-01-23 | 天津建城基业管桩有限公司 | Precast pile grouting equipment and method for building |
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