CN103088832A - Annular type impact method for digging rock at bottom of drilled pile shaft - Google Patents
Annular type impact method for digging rock at bottom of drilled pile shaft Download PDFInfo
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- CN103088832A CN103088832A CN2013100554277A CN201310055427A CN103088832A CN 103088832 A CN103088832 A CN 103088832A CN 2013100554277 A CN2013100554277 A CN 2013100554277A CN 201310055427 A CN201310055427 A CN 201310055427A CN 103088832 A CN103088832 A CN 103088832A
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Abstract
The invention relates to an annular type impact method for digging rock at the bottom of a drilled pile shaft. At the bottom of the shaft, an outline of a whole rock digging portion is a cylinder, the thickness of the digging portion equals to 2.0 to 2.5 times of the diameter of the shaft and the diameter of the digging portion equals to the diameter of the shaft. A plane rotary percussion drill is erected on an operation platform of the rock digging portion, a drill bit of the percussion drill is tangent to a set rock shaft side wall, and the percussion drill drills independent impact holes and through impact holes sequentially with equal distance along the annular direction. The practical rack shaft side wall is formed firstly, and only an island-shaped remaining body is left in the rock digging portion. Restriction around the periphery of the remaining body is removed and side pressure at the periphery is eliminated so that the remaining body can be broken in a mechanical mode. The machine used in the method is simple, installation and operation are easy and digging forming can be achieved by once. The formed rock shaft side wall is regular, and rock on the shaft wall is complete without being damaged. Compared with the method of blasting excavation, construction speed is improved by once and construction cost is reduced by half.
Description
Technical field
The present invention relates to a kind of ring type ballistic method at drilled pile wellbore bottom excavation rock.
Background technology
In the mountain area or shallow mountain area, at first the drilled pile pit shaft of road bridge is passed down through soil layer, then just enters the rock position.Passing the soil layer position, pit shaft is used the hand excavation, and successively is equipped with the steel concrete retaining wall from top to bottom, so that surrounding soil is carried out supporting.At the rock position, the cutting depth of pit shaft is 2.0-2.5 times of its diameter, obtains enough embedding rock length to guarantee drilled pile.The pit shaft at rock position was all to excavate downwards with the blasting procedure layering in the past, although formed pit shaft sidewall has been covered with big and small crack of blasting, need not be equipped with concrete guard wall.
Adopt the blasting procedure layering to excavate pit shaft downwards, need to carry out a plurality of construction sequences.Each construction sequence comprises a plurality of techniques such as boring, explosion and clear side.Each construction sequence needs the time of one day at least, but it is dark to excavate 300-400mm downwards.Drill the big gun hole in wellbore bottom with air drill, the difficulty of operation is large, and dust is many.All can produce vibration and slungshot during every separate explosion, the protective equipment that needs is many, and easily causes colony's event.The needed explosive of explosion and detonator are all to be transported specially by Yuan Zhen security company, and each construction sequence of each pit shaft will be paid explosive more than 300 yuan and the shipping expense of detonator.
As setting up a Plane Rotation Churn drill, adopt the ring type ballistic method to excavate in the bottom of drilled pile pit shaft, higher, the better quality of its work efficiency, convenient operation and safer.In when construction, the drill bit of Plane Rotation Churn drill drills vertical impact opening in turn along setting rock pit shaft sidewall, at first forms actual rock pit shaft sidewall, and the rock excavation position that the makes the shaft bottom remaining body of surplus next isolated island formula only.Because the constraint around remaining body is disengaged, lateral pressure on every side is undone, therefore be not difficult with mechanical system its fragmentation.The rock that is broken is in time cleared out pit shaft.
The present invention is exactly according to above-mentioned thinking, by a kind of ring type ballistic method at drilled pile wellbore bottom excavation rock of the meticulous development of the inventor.
Summary of the invention
It is both many and concentrated that problem to be solved by this invention just is to provide a kind of quantity when the drilled pile pit shaft, in the situation that rock on a large scale appears in each drilled pile wellbore bottom, and the ring type ballistic method of excavation rock pit shaft.
The objective of the invention is to be achieved through the following technical solutions:
A kind of ring type ballistic method at drilled pile wellbore bottom excavation rock in bridge engineering, is used to excavate the rock position of drilled pile wellbore bottom; In the mountain area or shallow mountain area, large surface layer is generally the thick soil layer of 7-30m, is large-scale rock texture under soil layer; Its diameter of described pit shaft mostly is greatly 1.2m, 1.5m and 1.8m, and at first it pass soil layer downwards, then enters in rock texture; Passing the soil layer position, be provided with concrete guard wall; In rock texture, form actual rock pit shaft sidewall; This actual rock pit shaft sidewall impacts with the Plane Rotation Churn drill and forms; For at shaft bottom mounting plane rotary percussion drill by driving and satisfy its action need, in the high scope of distance rock texture surface 3m, its bore of described concrete guard wall is greater than the diameter 240mm of pit shaft; In wellbore bottom, whole rock excavation position is a cylinder, the 2.0-2.5 that its thickness equals mineshaft diameter doubly, its diameter equals the diameter of pit shaft, its side matches with setting rock pit shaft sidewall, its bottom surface with set rock pit shaft bottom surface and match; Described rock excavation position can once be excavated and be completed; The invention is characterized in:
Passing the soil layer position, described pit shaft is used the hand excavation; Every 1000mm of excavation downwards is dark, all makes one deck concrete guard wall, and the bore of its bottom three layer concrete retaining walls is all greater than the diameter 240mm of pit shaft; In wellbore bottom, with electronic cutting blade, horizontal resection is carried out on the top layer of rock texture, form an operating platform at the position, center on its surface; On this operating platform, a Plane Rotation Churn drill is installed; This Plane Rotation Churn drill can be made the Plane Rotations of 360 degree around the central principal axis of himself, its drill bit and described setting rock pit shaft sidewall are tangent, and with the equal circumferential distance of 185-190mm, drills at first in turn vertical independent impact opening downwards; Then the position, center between two often adjacent independent impact openings, all drill a vertical perforation impact opening; The vestibule of a whole independent impact opening of circle and perforation impact opening connects along circumference, forms ring-type rock spacing one; The bore of described independent impact opening and perforation impact opening is all 130mm, all is in same absolute altitude at the bottom of their hole, and all lower than described setting rock pit shaft bottom surface 100-400mm; Outside described ring-type rock spacing, it is actual rock pit shaft sidewall; Within described ring-type rock spacing, it is the remaining body at rock excavation position; At top and the middle part of this remaining body, directly with pneumatic pick, rock is carried out fragmentation; In the bottom of this remaining body, first drill the spalling hole in rock, then perfusion soundless cracking agent slurries carry out spalling to rock in these spallings holes, carry out fragmentation with pneumatic pick at last; At the root of this remaining body, remaining residual rock still is fixed on the original place; At the opening part of described pit shaft, a hoist engine is installed, utilize the well-bucket lifting, in time fragmented rock is transported pit shaft; The reinforcing cage of drilled pile is put into pit shaft, fill with the C25 concrete in this pit shaft, residual rock has consisted of the root of drilled pile.
Described concrete guard wall is the thick reinforced concrete shell structure of 100mm, and laminated pouring forms from top to bottom; The end face of its top layer concrete guard wall maintains an equal level mutually with the opening of pit shaft, and the bottom surface of its bottom concrete retaining wall is connected mutually with the surface of rock texture; Soil layer in whole concrete guard wall supporting, makes it and can't cave in; The height of each layer concrete retaining wall is all 1050mm, and the bottom 50mm that the last layer concrete guard wall is all upwards inserted on its top is dark; The end face of each layer concrete retaining wall and bottom surface are respectively the anchor ring of a level, and its medial surface and lateral surface are respectively a Rotary-table side; The bore on its medial surface of each layer concrete retaining wall top is the bore of this layer concrete retaining wall.
In described pit shaft, from the surface of rock texture upwards: first floor to the three layer concrete retaining walls are for enlarging the bore retaining wall, and the diameter that its bore all equals pit shaft adds 240mm; Layer 5 to top layer concrete guard wall is standard bore retaining wall, and its bore all equals the diameter of pit shaft; The 4th layer concrete retaining wall is for changing the bore retaining wall, and the bore on its medial surface top equals the diameter of pit shaft, and its bottom and the 3rd layer concrete retaining wall be suitable connecing mutually; It highly is no more than 2500mm described Plane Rotation Churn drill, and it is in the scope of the three layers of expansion bore retaining wall in bottom fully.
Described Plane Rotation Churn drill is that 0.7MPa, air demand are the air compressor machine drive of 12 cubic metres by an air pressure; On the operating platform of wellbore bottom, its fixed pedestal fixes by four threaded anchor rods and the rock of squeezing into vertically downward; Its gyrator is to the distance of the maximum of the pit shaft vertical axis radius 61.5mm greater than pit shaft, but than 1/2nd little 58.5mm of bore that enlarge the bore retaining wall; Its drilling rod stands vertically, with the distance of the vertical axis of the pit shaft radius 63.5mm less than pit shaft; The diameter of its drill bit is 127mm; Its diameter of described threaded anchor rod is 20mm, and its length of squeezing into rock is 600mm.
Described ring-type rock spacing, its degree of depth equal independent impact opening and connect the degree of depth of impact opening, and its widest part is 130mm, and its narrowest place is not less than 70mm; The height of described actual rock pit shaft sidewall and remaining body all equals the degree of depth of ring-type rock spacing; The side of this actual rock pit shaft sidewall and remaining body is all to be connected by a plurality of vertical circular arc cambers to form, and its each circular arc camber is an independent impact opening hole wall or a part that connects the impact opening hole wall.
Described remaining body is an isolated island shape, and its root still is connected with rock texture; Described ring-type rock spacing has been removed the constraint around remaining body, has cancelled its lateral pressure on every side, and has created a distensible space for it; Inner at remaining body, original crackle and crack obviously enlarge, and the degree of its expansion progressively increases from bottom to top; At top and the middle part of remaining body, utilize the crackle and the crack that have wherein enlarged, utilize the free face that newly forms around it, just can be with the catalase at this position with pneumatic pick.
In the bottom of described remaining body, drill the spalling hole take 250-350mm as spacing by square formation downwards from its end face; This spalling hole drills with air drill, and its bore is 36-38mm, at the bottom of its hole all lower than the root 100mm of described remaining body; All fill with the soundless cracking agent slurries in these spallings holes, these soundless cracking agent slurries produce expansion force in process of setting, original crackle and crack in rock are enlarged, and form new crackle and crack in rock; With pneumatic pick, the rock at this position is carried out fragmentation at last.
Described residual rock is high in the middle of being, low situation on every side, and it is distributed in the place, place of described setting rock pit shaft bottom surface, and its end face is higher than the bottom surface 0-300mm of described ring-type rock spacing; This residual rock is harder, and wherein crackle and crack are fewer, and the thickness at its each position is just larger; In the inside of residual rock, residual section of each spalling hole of distributing; At residual section of these spallings holes, to remove the soundless cracking agent slurries and solidify rear formed particle, and fill with cement mortar, the compressive strength of this cement mortar is not less than the concrete compressive strength of C30.
Described independent impact opening and connect impact opening its hole at the bottom of all will be lower than setting rock pit shaft bottom surface 100-400mm, described rock texture is harder, and is just larger lower than the numerical value of setting rock pit shaft bottom surface at the bottom of its hole; Its bottom surface of described ring-type rock spacing consists of at the bottom of the hole by each independent impact opening and perforation impact opening; Along with the reduction of its bottom surface of ring-type rock spacing, the also corresponding reduction of described its end face of residual rock; In described pit shaft, the reinforcing cage of drilled pile its bottom is higher than the absolute altitude of setting rock pit shaft bottom surface, and directly contacts with the surface of residual rock.
Advantage of the present invention is: the simple structure of Plane Rotation Churn drill, be convenient to installation and removal, and easy operating, mobility strong, power is large, and the speed of construction is fast, and whole rock excavation position can once be excavated.It can be worked continuously, and not disturbed by extraneous various factors.Formed rock pit shaft sidewall rule, and rock of borehole is excellent.Compare with blasting digging method, its speed of application can double, and its operating expenses can reduce half.
Description of drawings
Fig. 1 is that pit shaft is along the sectional drawing of its vertical axis.
Fig. 2 is that wellbore bottom is along the sectional drawing of its vertical axis.
Fig. 3 is along the sectional drawing of the vertical axis of pit shaft after top layer, rock excavation position forms operating platform.
Fig. 4 is Plane Rotation Churn drill sectional drawing along its plane of symmetry when drilling right side, rock excavation position independence impact opening.
Fig. 5 is Plane Rotation Churn drill sectional drawing along its plane of symmetry when drilling the independent impact opening in left side, rock excavation position.
Fig. 6 is the vertical cross section figure of rock excavation position its widest part of ring-type rock spacing.
Fig. 7 is its vertical cross section figure at narrow place of rock excavation position ring-type rock spacing.
Fig. 8 is along the sectional drawing of the vertical axis of pit shaft after remaining body bottom, rock excavation position is equipped with the spalling hole.
Fig. 9 is along the sectional drawing of the vertical axis of pit shaft fill with the soundless cracking agent slurries in the spalling hole of remaining body bottom after.
Figure 10 is that the residual rock in rock excavation position is along the sectional drawing of the vertical axis of pit shaft.
Figure 11 is the side view of reinforcing cage.
Figure 12 is reinforcing cage rear sectional drawing along its vertical axis in place in pit shaft.
Figure 13 is that drilled pile is along the sectional drawing of its vertical axis.
Figure 14 is the horizontal slice figure that sets rock pit shaft sidewall.
Figure 15 sets the horizontal slice figure that in rock pit shaft sidewall, independent impact opening distributes.
Figure 16 sets independent impact opening and the horizontal slice figure that connects the impact opening distribution in rock pit shaft sidewall.
Figure 17 is the horizontal slice figure of rock excavation position ring-type rock spacing.
Figure 18 is the horizontal slice figure that reinforcing cage is positioned at the rock excavation position after in place in pit shaft.
Figure 19 is the horizontal slice figure that drilled pile is positioned at the rock excavation position.
Figure 20 is that the Plane Rotation Churn drill is along the sectional drawing of its plane of symmetry.
Describe in detail according to the ring type ballistic method at drilled pile wellbore bottom excavation rock proposed by the invention below in conjunction with Fig. 1 to Figure 20.
Reference numeral
1 pit shaft, 2 concrete guard walls, 3 rock textures, 4 set rock pit shaft sidewall, 5 set rock pit shaft bottom surface, 6 actual rock pit shaft sidewalls, 7 rock excavation positions, 8 Plane Rotation Churn drills, 9 threaded anchor rods, 10 independent impact openings, 11 connect impact opening, 12 spalling holes, 13 soundless cracking agent slurries, 14 reinforcing cages, 15 C25 concrete, 2-1 standard bore retaining wall, 2-2 changes the bore retaining wall, 2-3 enlarges the bore retaining wall, the 7-1 operating platform, the remaining body of 7-2, the residual rock of 7-3, 7-4 ring-type rock spacing, the 8-1 fixed pedestal, the 8-2 drilling rod, the 8-3 drill bit, the 8-4 gyrator.
The specific embodiment
In the mountain area or shallow mountain area, the top layer of the earth is generally the thick soil layer of 7-30m, is large-scale rock texture 3 under soil layer.Pit shaft 1 its diameter of drilled pile mostly is greatly 1.2m, 1.5m and 1.8m, and at first it pass soil layer downwards, then enters in rock texture 3.Passing the soil layer position, be provided with concrete guard wall 2.In rock texture 3, form actual rock pit shaft sidewall 6.In pit shaft 1 bottom, whole rock excavation position 7 is a cylinder, its thickness equals 2.0-2.5 times of pit shaft 1 diameter, its diameter equals the diameter of pit shaft 1, its side matches with setting rock pit shaft sidewall 4, its bottom surface matches with setting rock pit shaft bottom surface 5, and whole rock excavation position 7 can once be excavated and be completed.
Passing the soil layer position, pit shaft 1 is used the hand excavation.Every 1000mm of excavation downwards is dark, all makes one deck concrete guard wall 2.Concrete guard wall 2 is the thick reinforced concrete shell structure of 100mm, and laminated pouring forms from top to bottom.The end face of its top layer concrete guard wall 2 maintains an equal level mutually with the opening of pit shaft 1, and the bottom surface of its bottom concrete retaining wall 2 is connected mutually with the surface of rock texture 3.Soil layer in whole concrete guard wall 2 supportings, makes it and can't cave in.The height of each layer concrete retaining wall 2 is all 1050mm, and the bottom 50mm that last layer concrete guard wall 2 is all upwards inserted on its top is dark.The end face of each layer concrete retaining wall 2 and bottom surface are respectively the anchor ring of a level, and its medial surface and lateral surface are respectively a Rotary-table side.The bore on its medial surface of each layer concrete retaining wall 2 top is the bore of this layer concrete retaining wall 2.
In pit shaft 1, with electronic cutting blade, horizontal resection is carried out on the top layer of rock texture 3, form an operating platform 7-1 at the position, center on its surface.
Actual rock pit shaft sidewall 6 use Plane Rotation Churn drills 8 impact and form, and it is that 0.7MPa, air demand are the air compressor machine drive of 12 cubic metres by an air pressure.On operating platform 7-1, its fixed pedestal 8-1 fixes with rock by four threaded anchor rods 9 of squeezing into vertically downward; It highly is no more than 2500mm; Its gyrator 8-4 is to the distance of the maximum of the pit shaft 1 vertical axis radius 61.5mm greater than pit shaft 1; Its drilling rod 8-2 stands vertically, with the distance of the vertical axis of the pit shaft 1 radius 63.5mm less than pit shaft 1; The diameter of its drill bit 8-3 is 127mm.Threaded anchor rod 9 its diameters of squeezing into vertically downward rock are 20mm, and its length of squeezing into rock is 600mm.
For at wellbore bottom mounting plane rotary percussion drill by driving 8 and satisfy its action need, from the surface of rock texture 3 upwards: first floor to the three layer concrete retaining walls 2 are for enlarging bore retaining wall 2-3, and the diameter that its bore all equals pit shaft 1 adds 240mm; Layer 5 to top layer concrete guard wall 2 is standard bore retaining wall 2-1, and its bore all equals the diameter of pit shaft 1; The 4th layer concrete retaining wall 2 is for changing bore retaining wall 2-2, and the bore on its medial surface top equals the diameter of pit shaft 1, and its bottom and the 3rd layer concrete retaining wall 2 be suitable connecing mutually.The Plane Rotation Churn drill 8 of installation in position, its gyrator 8-4 to the distance of the maximum of pit shaft 1 vertical axis than 1/2nd little 58.5mm of bore that enlarge bore retaining wall 2.
Plane Rotation Churn drill 8 can be made around the central principal axis of himself Plane Rotation of 360 degree, and its drill bit 8-3 is tangent with setting rock pit shaft sidewall 4.At first with the equal circumferential distance of 185-190mm, drill in turn vertical independent impact opening 10 downwards.Then the position, center between two often adjacent independent impact openings 10, all drill a vertical perforation impact opening 11.The vestibule of a whole independent impact opening 10 of circle and perforation impact opening 11 connects along circumference, forms ring-type rock spacing 7-4 one.
The bore of independent impact opening 10 and perforation impact opening 11 is all 130mm, all is in same absolute altitude at the bottom of their hole, and all than setting rock pit shaft bottom surface 5 low 100-400mm.The degree of depth of ring-type rock spacing 7-4 equals independent impact opening 10 and connects the degree of depth of impact opening 11, and its widest part is 130mm, and its narrowest place is not less than 70mm.
Outside ring-type rock spacing 7-4, it is actual rock pit shaft sidewall 6; Within ring-type rock spacing 7-4, be the remaining body 7-2 at rock excavation position 7.The height of actual rock pit shaft sidewall 6 and remaining body 7-2 all equals the degree of depth of ring-type rock spacing 7-4.The side of actual rock pit shaft sidewall 6 and remaining body 7-2 is all to be connected by a plurality of vertical circular arc cambers to form, and its each circular arc camber is independent impact opening 10 hole walls or a part that connects impact opening 11 hole walls.
Remaining body 7-2 is an isolated island shape, and its root still is connected with rock texture 3.Ring-type rock spacing 7-4 has removed the constraint around remaining body 7-2, has cancelled its lateral pressure on every side, and has created a distensible space for it.In the inside of remaining body 7-2, original crackle and crack obviously enlarge, and the degree of its expansion progressively increases from bottom to top.At top and the middle part of remaining body 7-2, utilize the crackle and the crack that have wherein enlarged, utilize the free face that newly forms around it, just can be with the catalase at this position with pneumatic pick.
In the bottom of remaining body 7-2, drill spalling hole 12 take 250-350mm as spacing by square formation downwards from its end face.This spalling hole 12 use air drills drill, and its bore is 36-38mm, at the bottom of its hole all lower than the root 100mm of remaining body 7-2.All fill with soundless cracking agent slurries 13 in these spallings hole 12, these soundless cracking agent slurries 13 produce expansion force in process of setting, original crackle and crack in rock are enlarged, and form new crackle and crack in rock.With pneumatic pick, the rock at this position is carried out fragmentation at last.
At the opening part of pit shaft 1, a hoist engine is installed, utilize the well-bucket lifting, in time fragmented rock is transported pit shaft 1.
Root at remaining body 7-2 also can remain some residual rock 7-3.This residual rock 7-3 is high in the middle of being, low situation on every side, and it is distributed in the place, place that sets rock pit shaft bottom surface 5, and its end face is higher than the bottom surface 0-350mm of ring-type rock spacing 7-4.This residual rock 7-3 is harder, and wherein crack and crackle are fewer, and the thickness at its each position is just larger.Inner at residual rock 7-3, residual section of each spalling hole 12 that distributing.In these spallings holes residual section of 12, to remove soundless cracking agent slurries 13 and solidify rear formed particle, and fill with cement mortar, the compressive strength of this cement mortar is not less than the concrete compressive strength of C30.
The independent impact opening 10 that drills and connect impact opening 11 its holes at the bottom of all than setting rock pit shaft bottom surface 5 low 100-400mm, rock texture 3 is harder, and is just larger lower than the numerical value of setting rock pit shaft bottom surface 5 at the bottom of its hole.The bottom surface of ring-type rock spacing 7-4 consists of at the bottom of the hole by each independent impact opening 10 and perforation impact opening 11.Along with the reduction of its bottom surface of ring-type rock spacing 7-4, the also corresponding reduction of residual its end face of rock 7-3.In pit shaft 1, reinforcing cage 14 its bottoms of drilled pile are higher than the absolute altitude of setting rock pit shaft bottom surface 5, and directly contact with the surface of residual rock 7-3, and after filling with C25 concrete 15 in pit shaft, this residual rock 7-3 has consisted of the root of drilled pile.
Claims (9)
1. the ring type ballistic method at drilled pile wellbore bottom excavation rock, in bridge engineering, be used to excavate the rock position of drilled pile pit shaft (1) bottom; In the mountain area or shallow mountain area, large surface layer is generally the thick soil layer of 7-30m, is large-scale rock texture (3) under soil layer; Its diameter of described pit shaft (1) mostly is greatly 1.2m, 1.5m and 1.8m, and at first it pass soil layer downwards, then enters in rock texture (3); Passing the soil layer position, be provided with concrete guard wall (2); In rock texture (3), form actual rock pit shaft sidewall (6); This actual rock pit shaft sidewall (6) impacts with Plane Rotation Churn drill (8) and forms; For mounting plane rotary percussion drill by driving (8) bottom pit shaft (1), and satisfy its action need, in the high scope of the surperficial 3m of distance rock texture (3), its bore of described concrete guard wall (2) is greater than the diameter 240mm of pit shaft (1); In pit shaft (1) bottom, whole rock excavation position (7) is a cylinder, its thickness equals 2.0-2.5 times of pit shaft (1) diameter, its diameter equals the diameter of pit shaft (1), its side matches with setting rock pit shaft sidewall (4), and its bottom surface matches with setting rock pit shaft bottom surface (5); Described rock excavation position (7) can once be excavated and be completed; The invention is characterized in:
Passing the soil layer position, described pit shaft (1) is used the hand excavation; Every 1000mm of excavation downwards is dark, all makes one deck concrete guard wall (2), and the bore of its bottom three layer concrete retaining walls (2) is all greater than the diameter 240mm of pit shaft (1); In pit shaft (1) bottom, with electronic cutting blade, horizontal resection is carried out on the top layer of rock texture (3), form an operating platform (7-1) at the position, center on its surface; On this operating platform (7-1), a Plane Rotation Churn drill (8) is installed; This Plane Rotation Churn drill (8) can be made around the central principal axis of himself Plane Rotation of 360 degree, its drill bit (8-3) is tangent with described setting rock pit shaft sidewall (4), and with the equal circumferential distance of 185-190mm, drill at first in turn vertical independent impact opening (10) downwards; Then the position, center between often adjacent two independent impact openings (10), all drill a vertical perforation impact opening (11); The vestibule of a whole circle independent impact opening (10) and perforation impact opening (11) connects along circumference, forms one ring-type rock spacing (7-4); The bore of described independent impact opening (10) and perforation impact opening (11) is all 130mm, all is in same absolute altitude at the bottom of their hole, and all lower than described setting rock pit shaft bottom surface (5) 100-400mm; Outside described ring-type rock spacing (7-4), it is actual rock pit shaft sidewall (6); Within described ring-type rock spacing (7-4), it is the remaining body (7-2) at rock excavation position (7); At top and the middle part of this remaining body (7-2), directly with pneumatic pick, rock is carried out fragmentation; In the bottom of this remaining body (7-2), first drill spalling hole (12) in rock, then in to these spalling holes (12), perfusion soundless cracking agent slurries (13) carry out spalling to rock, carry out fragmentation with pneumatic pick at last; At the root of this remaining body (7-2), remaining residual rock (7-3) still is fixed on the original place; Opening part in described pit shaft (1) is installed a hoist engine, utilizes the well-bucket lifting, in time fragmented rock is transported pit shaft (1); The reinforcing cage (14) of drilled pile is put into pit shaft (1), fill with C25 concrete (15) in this pit shaft (1), residual rock (7-3) has consisted of the root of drilled pile.
2. the ring type ballistic method at drilled pile wellbore bottom excavation rock according to claim 1, it is characterized in that: described concrete guard wall (2) is the thick reinforced concrete shell structure of 100mm, and laminated pouring forms from top to bottom; The end face of its top layer concrete guard wall (2) maintains an equal level mutually with the opening of pit shaft (1), and the bottom surface of its bottom concrete retaining wall (2) is connected mutually with the surface of rock texture (3); Soil layer in whole concrete guard wall (2) supporting, makes it and can't cave in; The height of each layer concrete retaining wall (2) is all 1050mm, and the bottom 50mm that last layer concrete guard wall (2) is all upwards inserted on its top is dark; The end face of each layer concrete retaining wall (2) and bottom surface are respectively the anchor ring of a level, and its medial surface and lateral surface are respectively a Rotary-table side; The bore on its medial surface of each layer concrete retaining wall (2) top is the bore of this layer concrete retaining wall (2).
3. the ring type ballistic method at drilled pile wellbore bottom excavation rock according to claim 1, it is characterized in that: in described pit shaft (1), make progress from the surface of rock texture (3): first floor to the three layer concrete retaining walls (2) are for enlarging bore retaining wall (2-3), and the diameter that its bore all equals pit shaft (1) adds 240mm; Layer 5 is standard bore retaining wall (2-1) to top layer concrete guard wall (2), and its bore all equals the diameter of pit shaft (1); The 4th layer concrete retaining wall (2) is for changing bore retaining wall (2-2), and the bore on its medial surface top equals the diameter of pit shaft (1), and its bottom and the 3rd layer concrete retaining wall (2) be suitable connecing mutually; It highly is no more than 2500mm described Plane Rotation Churn drill (8), and it is in the scope of the three layers of expansion bore retaining wall in bottom (2-3) fully.
4. the ring type ballistic method at drilled pile wellbore bottom excavation rock according to claim 1 is characterized in that: described Plane Rotation Churn drill (8) is that 0.7MPa, air demand are that the air compressor machine of 12 cubic metres drives by an air pressure; On the operating platform (7-1) of pit shaft (1) bottom, its fixed pedestal (8-1) fixes with rock by four threaded anchor rods (9) of squeezing into vertically downward; Its gyrator (8-4) is to distance of the maximum of pit shaft (1) the vertical axis radius 61.5mm greater than pit shaft (1), but than 1/2nd little 58.5mm of bore of expansion bore retaining wall (2-3); Its drilling rod (8-2) stands vertically, with the distance of the vertical axis of pit shaft (1) the radius 63.5mm less than pit shaft (1); The diameter of its drill bit (8-3) is 127mm; Its diameter of described threaded anchor rod (9) is 20mm, and its length of squeezing into rock is 600mm.
5. the ring type ballistic method at drilled pile wellbore bottom excavation rock according to claim 1, it is characterized in that: described ring-type rock spacing (7-4), its degree of depth equals independent impact opening (10) and connects the degree of depth of impact opening (11), its the widest part is 130mm, and its narrowest place is not less than 70mm; The height of described actual rock pit shaft sidewall (6) and remaining body (7-2) all equals the degree of depth of ring-type rock spacing (7-4); The side of this actual rock pit shaft sidewall (6) and remaining body (7-2) is all to be connected by a plurality of vertical circular arc cambers to form, and its each circular arc camber is independent impact opening (a 10) hole wall or a part that connects impact opening (11) hole wall.
6. the ring type ballistic method at drilled pile wellbore bottom excavation rock according to claim 1, it is characterized in that: described remaining body (7-2) is an isolated island shape, and its root still is connected with rock texture (3); Described ring-type rock spacing (7-4) has been removed remaining body (7-2) constraint on every side, has cancelled its lateral pressure on every side, and has created a distensible space for it; In remaining body (7-2) inside, original crackle and crack obviously enlarge, and the degree of its expansion progressively increases from bottom to top; At top and the middle part of remaining body (7-2), utilize the crackle and the crack that have wherein enlarged, utilize the free face that newly forms around it, just can be with the catalase at this position with pneumatic pick.
7. the ring type ballistic method at drilled pile wellbore bottom excavation rock according to claim 1, is characterized in that: in the bottom of described remaining body (7-2), drill spalling hole (12) take 250-350mm as spacing by square formation downwards from its end face; This spalling hole (12) drills with air drill, and its bore is 36-38mm, at the bottom of its hole all lower than the root 100mm of described remaining body (7-2); All fill with soundless cracking agent slurries (13) in these spalling holes (12), these soundless cracking agent slurries (13) produce expansion force in process of setting, original crackle and crack in rock are enlarged, and form new crackle and crack in rock; With pneumatic pick, the rock at this position is carried out fragmentation at last.
8. the ring type ballistic method at drilled pile wellbore bottom excavation rock according to claim 1, it is characterized in that: described residual rock (7-3) is high in the middle of being, low situation on every side, it is distributed in the place, place of described setting rock pit shaft bottom surface (5), and its end face is higher than the bottom surface 0-300mm of described ring-type rock spacing (7-4); This residual rock (7-3) is harder, and wherein crackle and crack are fewer, and the thickness at its each position is just larger; In the inside of residual rock (7-3), residual section of each spalling hole (12) that distributing; At residual section of these spalling holes (12), to remove soundless cracking agent slurries (13) and solidify rear formed particle, and fill with cement mortar, the compressive strength of this cement mortar is not less than the concrete compressive strength of C30.
9. the ring type ballistic method at drilled pile wellbore bottom excavation rock according to claim 1, it is characterized in that: described independent impact opening (10) and connect impact opening (11) its hole at the bottom of all will be lower than setting rock pit shaft bottom surface (5) 100-400mm, described rock texture (3) is harder, and is just larger lower than the numerical value of setting rock pit shaft bottom surface (5) at the bottom of its hole; Its bottom surface of described ring-type rock spacing (7-4) consists of at the bottom of the hole by each independent impact opening (10) and perforation impact opening (11); Along with the reduction of its bottom surface of ring-type rock spacing (7-4), the also corresponding reduction of its end face of described residual rock (7-3); In described pit shaft (1), the reinforcing cage of drilled pile (14) its bottom is higher than the absolute altitude of setting rock pit shaft bottom surface (5), and directly contacts with the surface of residual rock (7-3).
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| CN201310055427.7A CN103088832B (en) | 2013-02-21 | 2013-02-21 | Annular type impact method for digging rock at bottom of drilled pile shaft |
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| CN103628487A (en) * | 2013-11-28 | 2014-03-12 | 中冶天工集团有限公司 | Circular deep foundation pit retaining wall reverse construction method |
| CN104990467A (en) * | 2015-05-22 | 2015-10-21 | 深圳市工勘岩土集团有限公司 | Digging pile hard rock section combined construction method |
| CN106930289A (en) * | 2017-03-10 | 2017-07-07 | 东南大学 | A kind of noiseless broken pile device and broken pile method |
| CN108316932A (en) * | 2018-04-23 | 2018-07-24 | 山西坤谷矿山装备科技有限公司 | The quick slotting device of stone drifting large pore keyhole |
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| CN106930289A (en) * | 2017-03-10 | 2017-07-07 | 东南大学 | A kind of noiseless broken pile device and broken pile method |
| CN106930289B (en) * | 2017-03-10 | 2019-03-12 | 东南大学 | A kind of noiseless broken pile device and broken pile method |
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|---|---|
| CN103088832B (en) | 2014-12-03 |
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