CN1110608C - Pressure pile with support block and its pouring process and special drill thereof - Google Patents
Pressure pile with support block and its pouring process and special drill thereof Download PDFInfo
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- CN1110608C CN1110608C CN 94111310 CN94111310A CN1110608C CN 1110608 C CN1110608 C CN 1110608C CN 94111310 CN94111310 CN 94111310 CN 94111310 A CN94111310 A CN 94111310A CN 1110608 C CN1110608 C CN 1110608C
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- hole
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Abstract
The present invention relates to a pressure pile with support blocks, and also relates to a pouring process and a construction special drill for the pressure pile. A pile body of the pressure pile is alternately provided with support blocks of which the lower planes are vertical to the shaft line of the pile body. In pouring, after pile holes are drilled, support block holes are drilled by the special drill. The special drill is composed of a fixed drill and a movable blade, wherein one end of the movable blade is movably connected with a drill drum fixed above the fixed drill, and meantime, the movable blade can also be movably connected with a sleeve tube which is freely sheathed on a drill rod to move up and down relatively to the drill rod. The utilization rate of strength of the pressure pile can reach more than 90 %, and the bearing capacity of the pressure pile is higher than that of a friction pile by 5 to 10 times. The pressure pile is suitable for foundation engineering, such as construction, water conservancy, traffic, port engineering, etc.
Description
The present invention relates to building trade pile foundation stake and pouring procedure and construction equipment, particularly have concrete pile and the pouring procedure and the drill bit of rest pad.
Existing pile foundation, the friction piles that adopt more, by friction pile load of buildings is sent in the friction pile side face soil layer and the friction pile point under go in the soil layer, the load that friction pile bore is most of to be supported by the frictional force of friction pile side face with soil, simultaneously, the soil layer under the stake point also plays certain supporting role.This friction pile is from the soil that becomes silted up, clay, lam, silt, coarse sand soil, it allows that friction factor changes between 0.7-5, for every kind of soil property, friction factor is a constant, therefore, want to increase bearing capacity, have only the sectional area of increase friction pile and the length of friction pile, and the rate of utilization of strength of friction pile itself has only 15-30%.The pouring procedure of friction pile is: after operation field installs rig, the drilling rod that drill bit is housed is mentioned, spud in downwards at assigned address, get out the stake hole of given depth and diameter, open water pump in the time of boring, water filling in the stake hole; After having bored the hole, handle with the wall of drawing together that slush pump send mud to carry out a hole hole wall in the stake hole, after hole wall is drawn together slurry, clear hole, to be placed on the fixed outside of conduit good with giving the reinforcing steel bar cage of rolling earlier, and the conduit of slinging is put into a hole, sink to the bottom, and the sealing movable balls is loaded onto in the upper end in conduit, and concrete is filled conduit, the conduit of hanging oneself, the lifting rope of sealing movable balls is cut off, under concrete action of gravity, concrete is gone out from conduit again, mud in the stake hole is routed up, finished pouring practice.
The disclosed Japan Patent of the clear 63-75218 of JP-(A) " manufacture method of location pile driver " has been introduced the form of structure of two kinds of stakes in (open day on April 5th, 1998), a kind of structure is: cross section is rectangle, longitudinal separation in stake is provided with joint, and joint is located on the narrow limit, and is symmetrical arranged; The structure of another kind of stake is: cross section is " ten " font, is provided with joint in the longitudinal separation of stake, and joint is located at respectively on four sides of " ten " font, is symmetrical arranged equally.Purpose all is in order to increase the stake and the contact area of soil layer, increase frictional force and rotational resistance.The stake hole is excavated by excavator control mining head action.Mining head is by the mining head body and be connected expandable two of its lower end and excavate pawls and forms, when digging certain depth under the mining head, excavates pawl and opens, and digs out knothole, repeats such operation, can process a hole that has a plurality of symmetrical knotholes.Mining head can only be controlled the excavation pawl and move up and down.After the stake hole is dug, reinforcing cage is put into, injected concrete and get final product.Because this patent is with the contact area of increase stake with soil layer, increasing frictional force is purpose, so, for the rectangle stake, joint is located on the narrow limit, for the stake of " ten " font, joint then is located at respectively on four sides of " ten " font, makes that the lower plane of the joint bear support reaction is minimum, its excavation process has determined that knothole might as well in the mining process in addition, the stake of " ten " font might as well, all be difficult to reach the forming requirements of design, cause the area of the support reaction that joint bears littler.Therefore, the support reaction that joint bore of these two kinds of pileworks can only play the effect that increases or improve frictional force.
The disclosed Japan Patent of the clear 61-186617 of JP-(A) " the excavation execution management method therefor of expansion location, end pile driver " is in (open day on August 20th, 1986), the fixing pawl that excavates is housed in the drilling rod lower end, also be with sleeve pipe moving up and down, the slip ring that can slide up and down is housed on the sleeve pipe, the sleeve pipe lower end is connected with the excavation pawl, the middle part of excavating pawl flexibly connects by connecting rod and slip ring, fix two hydraulic lifting tubes on the sleeve pipe, the push rod lower end of a hydraulic lifting tube links to each other with slip ring, push rod promotes slip ring and moves up and down, and makes to excavate that pawl is opened, folding; The push rod lower end of another hydraulic lifting tube is fixed on the drilling rod, and control sleeve pipe integral body moves up and down, and makes to excavate pawl work digging operation up and down.The excavation pawl of this patent can only excavate motion up and down, can not carry out the digging operation of side-to-side movement, and expands the difficult shaping in the hole of coming out.
The object of the present invention is to provide a kind ofly based on according to subgrade reaction, frictional force is auxilliary, and concrete pile that supporting capacity is high and pouring procedure thereof and drilling have the drill bit in the concrete pile hole in back-up block hole.
Solution of the present invention is: be interval with the back-up block that intersects with pile body on pile body, back-up block is an overall structure, and its cross section is circular, and back-up block lower plane and pile body axis are perpendicular.
A kind of pouring procedure that has the concrete pile of back-up block may further comprise the steps: after installing rig at the construction field (site), the drilling rod that drill bit is housed is mentioned; Fixed drill bit is spudded in downwards at assigned address, gets out the stake hole of given depth and diameter, opens water pump in the time of boring, water filling in the stake hole; After having bored the hole, handle with the wall of drawing together that slush pump send mud to carry out a hole hole wall in the stake hole, after hole wall was drawn together slurry, clear hole, limit were injected the clear water limit and fixed drill bit is from bottom to top rotated are carried in the stake hole, mud is gone out clearly; Drill bit processes the back-up block hole in the relevant position in stake hole, clear hole, back-up block hole cyclotomy taper hole and cylindrical hole two parts, suitable for reading and the stake hole of conical bore is with the footpath, the end opening of conical bore and cylindrical hole are with the footpath, and conical bore, cylindrical hole and stake hole are all coaxial, and the bottom surface of cylindrical hole is perpendicular with the axis in stake hole; After stake hole and back-up block hole process, be placed in the conduit and fix giving the reinforcing steel bar cage of rolling earlier, and in the conduit lower end water shutoff supporting plate is housed, the conduit of slinging is put into a hole, sink to the bottom, concrete is filled conduit, start vibrator, the conduit of then hanging oneself, the water shutoff supporting plate comes off under concrete action of gravity voluntarily, concrete is gone out from conduit, and the mud in the stake hole is routed up outside the hole, finishes pouring practice.
A kind of drilling has the drill bit in the concrete pile hole in back-up block hole, a fixed drill bit is fixed in the drilling rod lower end, and the sleeve pipe that the relative only drilling rod of overcoat one moves up and down on the drilling rod also contains movable blades, the middle part of movable blades and connecting rod one end flexibly connect, and the other end of connecting rod and sleeve pipe flexibly connect; Be fixed with on the drilling rod of fixed drill bit top and bore tube, an end of movable blades flexibly connects with the brill tube, bores tube and upward has groove in the flexible relevant position of movable blades.
Adopt after the present invention, the rate of utilization of strength of concrete pile itself can reach more than 90%, and supporting capacity is compared with friction pile and will be exceeded 5-10 doubly, and material-saving has reduced manufacturing cost, and it is good also to have anti-seismic performance simultaneously, advantages such as depression is little are a kind of fabulous stake types that replaces existing friction pile.
Describe embodiments of the invention in detail below in conjunction with accompanying drawing:
Embodiment: have the drill bit that three joint concrete piles of rest pads and pouring procedure thereof and drilling have the concrete pile hole in back-up block hole.
Fig. 1 is the product structure figure of the embodiment of the invention and the geologic information figure of place soil layer correspondence;
Fig. 2 is the structural representation of the construction of the embodiment of the invention with rig;
Fig. 3 has the drill bit structure schematic diagram in the concrete pile hole in back-up block hole for the drilling of the embodiment of the invention;
Fig. 4 has the A-A sectional drawing of drill bit in the concrete pile hole in back-up block hole for the drilling of the embodiment of the invention;
Fig. 5 has the movable blades mounting structure schematic diagram of drill bit in the concrete pile hole in back-up block hole for the drilling of the embodiment of the invention.
Fig. 6 is the rig working state schematic representation of the embodiment of the invention when placing conduit;
Fig. 7 is the water shutoff support board structure schematic diagram of the embodiment of the invention.
Pile body 1 is cylindrical, be interval with rest pad 2 at columniform pile body 1, the top of rest pad 2 is cone, the bottom is cylinder, suitable for reading and the pile body 1 of cone is with the footpath, the end opening of cone and cylinder are with the footpath, and cone, cylinder and pile body 1 are all coaxial, and the axis of cylindrical bottom surface and pile body is perpendicular; Interval between the rest pad 2 is corresponding with the place the thickness of the layer.
Hi+t, σ i, fi---the thickness of i layer soil property, allowable stress, coefficient of friction.
The length of L---stake
The diameter of d---stake
The bearing surface diameter of D---rest pad
The thickness of t---rest pad
In the Fi---stake corresponding to the lateral area of hi
The garden shape area sum that Ω---top two rest pads and a contacted annular area of soil layer and a following rest pad contact with soil layer.
Be subjected to the effect of three kinds of power:
1. external applied load (critical load)---Pa
2. side-friction force---∑ F
if
i
3. the bearing reaction of rest pad---∑ σ
iΩ
i
Above-mentioned three kinds of weighing apparatuses that maintain an equal level of trying hard to keep:
After having adopted the concrete pile of band rest pad, the axial compression intensity that stake itself is allowed becomes design considerations, can come to determine to adopt the number of rest pad in view of the above, and this just brings up to the utilization rate of its intensity more than 90% from designing.
1. in the formula, when making D=d, just become the design formulas of friction pile.
Now two kinds of stake shapes are compared and are calculated as follows:
1, the calculating of friction pile:
If: stake is long: L=11 rice
Stake section: A=a
2=0.4 * 0.4 (rice
2)
The single pile design formulas is:
Pa=∑Ffi+∑Aσ
20 tons of=0.4 * 4 * (2 * 1+7 * 0.8+2 * 1.5)+0.4 * 0.4 * 19 ≈
If upper load P=80 ton then needs to make a call to 4 friction piles.Promptly add up long 44 meters of friction pile.
The allowable stress of friction pile [σ]=1050 ton/meter
2
Then friction pile itself allows carrying:
A * [σ]=0.4 * 0.4 * 1050=168 (ton)
And the design result of pressing above-mentioned friction pile, 20 tons of single pile bearings.
So the rate of utilization of strength of friction pile is
2, with the concrete pile of three grades of rest pads
If: d=0.4 rice
T=0.6 rice
D=1.2 rice
L=17 rice first order rest pad is arranged on underground 9 meters,
Second level rest pad is arranged on underground 14 meters,
Third level rest pad is arranged on underground 17 meters,
(frictional force of pile body and rest pad connecting place is ignored) according to formula 1., arranged
∴ Pa=24.74+51.24+36.17=113.15 (ton)
It allows carrying:
P
a=113.15 (ton)<131.88 (ton)
Under permissive condition.
Event with the rate of utilization of strength of the concrete pile of three grades of rest pads is
Aforementioned calculation the results are shown in following table:
Friction pile with the concrete pile parameter table of comparisons of three grades of rest pads
Title | Stake long (rice) | Required concrete rice 3 | Carrying (ton) | Strength of materials utilization rate |
Friction pile | 11×4=44 | 7.04 | 80 | 11.9% |
The concrete pile of band rest pad | 17 | 3.335 | 113.15 | 85.79% |
As seen from the above table, the concrete pile that has three grades of rest pads is higher than in supporting capacity under the situation of friction pile, saves material more than 50%, and this has due to the making full use of of compressive strength of three grades the concrete piles that hold piece itself just.
Pouring procedure with the concrete pile of three grades of rest pads is as follows:
Adopt highwall-drilling machine, this machine can once be holed about 25 meters.Rig is made up of the drive system of chassis 10, portal frame 6, hoist engine 9, drilling rod 7 and drilling rod 7, the drive system of drilling rod 7 is made up of vertical machine 3 and gearbox 4, it moves up and down by the guide rail 5 that is arranged on the portal frame 6, fulfils assignment thereby drive drilling rod 7.Ground, location door 8 is housed on the chassis 10, and its guide rail 5 on portal frame 6 is that drilling rod 7 accurately bores down the location.Drill bit 11 is equipped with in drilling rod 7 lower ends, drill bit 11 is made up of fixed drill bit 27 and movable blades 25, fixed drill bit 27 is fixed on the lower end of drilling rod 7, be fixed with on the drilling rod 7 of fixed drill bit 27 tops and bore tube 26, the sleeve pipe 36 that the relative only drilling rod 7 of overcoat one moves up and down on the drilling rod 7 of brill tube 26 tops, be fixed with bearing 23 on the sleeve pipe 36, bearing 23 is hinged with two connecting rods 24 respectively, two connecting rods 24 are hinged with the middle part of two movable blades 25 respectively again, one end of two movable blades 25 is hinged with brill tube 26 respectively, bore tube 26 sides and have groove 28 at the correspondence position of movable blades 25, when carrying on the sleeve pipe 36, effect by connecting rod 24, to carry on the movable blades 25, movable blades 25 incomes are bored in the tube 26, when sleeve pipe 36 moves down,, movable blades is pushed away for 25 times by the effect of connecting rod 24, groove 28 through boring on the tube 26 stretches out, set level, when decontroling, drilling rod 7 is also rotating, after movable blades 25 is set level with movable blades 25, driving it by drilling rod 7 moves down while rotating, get out the upper end for conical bore, the lower end is the rest pad hole of cylindrical hole, accomplish fluently the rest pad hole after, move on the sleeve pipe 36, movable blades 25 is taken in again bored in the tube 26.Fixedly connected with bearing inner-core 20 in sleeve pipe 36 upper ends, bearing outer ring 21 places in the overcoat 22, overcoat 22 both sides link to each other with pull bar 19, pull bar 19 upper ends and lift block 37 are affixed, pull bar 19 also flexibly connects with guiding overcoat 18, guiding overcoat 18 is fixed on the platform 15, in the guiding overcoat 18 bearing shell 17 is housed, and bearing inner-core 16 is fixed on the drilling rod 7.The pulley of assigning to by being installed on lift block 37 and the platform 15 13,14 that moves up and down of pull bar 19 draws, and moving up and down by bearing inner-core 20 drive sleeve pipes 36 of pull bar 19 moves up and down, thereby realizes that control movable blades 25 is upheld, contractive action.Install rig at the construction field (site),, the height of portal frame 6 is once adjusted to the right place, the drilling rod 7 that movable blades 25 and fixed drill bit 27 are housed is mentioned according to the length of concrete pile; Spud in downwards at assigned address earlier, get out the stake hole of given depth and diameter, open water pump in the time of boring, water filling in the stake hole by fixed drill bit 27; After having bored the hole, handle with the wall of drawing together that slush pump send mud to enter a hole hole wall in the stake hole, after hole wall was drawn together slurry, clear hole, limit were injected the clear water limit and fixed drill bit is from bottom to top rotated are carried in the stake hole, mud is gone out clearly; Open hoist engine 9, effect by pulley 13,14, drive sleeve 36 moves down, after opening movable blades 25, move down drilling rod 7, get rest pad hole, rest pad hole cyclotomy taper hole and cylindrical hole two parts, suitable for reading and the stake hole of conical bore is with the footpath, the end opening of conical bore and cylindrical hole are with the footpath, and conical bore, cylindrical hole and stake hole are all coaxial, and the bottom surface of cylindrical hole is perpendicular with the perpendicular stake of the axis hole in stake hole; And then the effect by pulley 12,13, carry on the drag spring thimble 36, movable blades 25 incomes are bored in the tube 26, on carry drilling rod 7 to a last rest pad hole site, repeat said process, get second rest pad hole, equally, according to said method get the 3rd rest pad hole, drilling rod 7 is taken out from the stake hole, and the reinforcing steel bar cage 30 that will tie in advance again is placed in the conduit 31 and fixes, and loads onto water shutoff supporting plate 32 in conduit 31 lower ends, the structure of water shutoff supporting plate 32 is that sealing malthoid 35 usefulness iron wires 33 are banded in conduit 31 bottoms at concrete chock 34 outer wrapping sealing malthoids 35.The conduit 31 of slinging is put into a hole, sinks to the bottom, and concrete is filled conduit 31, starts vibrator 29, the conduit 31 of then hanging oneself, at this moment, water shutoff supporting plate 32 comes off under concrete action of gravity voluntarily, concrete is gone out from conduit 31, and the mud in the stake hole is routed up outside the hole, finishes pouring practice.
Claims (3)
1, a kind of concrete pile that has back-up block is characterized in that being interval with the back-up block that intersects with pile body on the pile body, and back-up block is an overall structure, and its cross section is circular, and back-up block lower plane and pile body axis are perpendicular.
2, a kind of pouring procedure that has the concrete pile of back-up block may further comprise the steps: after installing rig at the construction field (site), the drilling rod that drill bit is housed is mentioned; Fixed drill bit is spudded in downwards at assigned address, gets out the stake hole of given depth and diameter, opens water pump in the time of boring, water filling in the stake hole; After having bored the hole, handle with the wall of drawing together that slush pump send mud to carry out a hole hole wall in the stake hole, after hole wall was drawn together slurry, clear hole, limit were injected the clear water limit and fixed drill bit is from bottom to top rotated are carried in the stake hole, mud is gone out clearly; It is characterized in that drill bit processes the back-up block hole in the relevant position in stake hole, clear hole, back-up block hole cyclotomy taper hole and cylindrical hole two parts, suitable for reading and the stake hole of conical bore is with the footpath, the end opening of conical bore and cylindrical hole are with the footpath, conical bore, cylindrical hole and stake hole are all coaxial, and the bottom surface of cylindrical hole is perpendicular with the axis in stake hole; After stake hole and back-up block hole process, be placed in the conduit and fix giving the reinforcing steel bar cage of rolling earlier, and in the conduit lower end water shutoff supporting plate is housed, the conduit of slinging is put into a hole, sink to the bottom, concrete is filled conduit, start vibrator, the conduit of then hanging oneself, the water shutoff supporting plate comes off under concrete action of gravity voluntarily, concrete is gone out from conduit, and the mud in the stake hole is routed up outside the hole, finishes pouring practice.
3, a kind of drill bit that is used for the described method of claim 2, a fixed drill bit is fixed in the drilling rod lower end, the sleeve pipe that the relative only drilling rod of overcoat one moves up and down on the drilling rod, also contain movable blades, the middle part of movable blades and connecting rod one end flexibly connect, and the other end of connecting rod flexibly connects with sleeve pipe, it is characterized in that being fixed with on the drilling rod of fixed drill bit top boring tin, one end of movable blades flexibly connects with boring tube, and the brill tube is gone up the flexible relevant position of movable blades and had groove.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN 94111310 CN1110608C (en) | 1994-05-03 | 1994-05-03 | Pressure pile with support block and its pouring process and special drill thereof |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN 94111310 CN1110608C (en) | 1994-05-03 | 1994-05-03 | Pressure pile with support block and its pouring process and special drill thereof |
Publications (2)
Publication Number | Publication Date |
---|---|
CN1111307A CN1111307A (en) | 1995-11-08 |
CN1110608C true CN1110608C (en) | 2003-06-04 |
Family
ID=5035196
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
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CN 94111310 Expired - Fee Related CN1110608C (en) | 1994-05-03 | 1994-05-03 | Pressure pile with support block and its pouring process and special drill thereof |
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CN (1) | CN1110608C (en) |
Families Citing this family (1)
Publication number | Priority date | Publication date | Assignee | Title |
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CN113152440A (en) * | 2021-04-22 | 2021-07-23 | 李金良 | Digging, spraying and pressure-irrigation pile and construction method and special drilling machine thereof |
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1994
- 1994-05-03 CN CN 94111310 patent/CN1110608C/en not_active Expired - Fee Related
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Publication number | Publication date |
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CN1111307A (en) | 1995-11-08 |
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Granted publication date: 20030604 Termination date: 20120503 |