CN115874613B - Advanced inclined thread enlarged composite pile, construction equipment and construction process thereof - Google Patents
Advanced inclined thread enlarged composite pile, construction equipment and construction process thereof Download PDFInfo
- Publication number
- CN115874613B CN115874613B CN202211544747.4A CN202211544747A CN115874613B CN 115874613 B CN115874613 B CN 115874613B CN 202211544747 A CN202211544747 A CN 202211544747A CN 115874613 B CN115874613 B CN 115874613B
- Authority
- CN
- China
- Prior art keywords
- pile
- steel pipe
- pipe
- grouting
- drilling
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The application provides an advanced oblique thread enlarged body composite pile, which comprises: the stirring pile and the plurality of steel pipe piles or precast piles inserted into the stirring pile are connected through joints, and the bottom end part of the lowest steel pipe pile or precast pile is provided with an expansion head which is positioned in the expansion body; the application also provides construction equipment of the advanced oblique thread enlarged composite pile, which comprises: the device comprises a screwing device, wherein a rotary hydraulic power head and a plurality of steel pipe piles which are driven by the rotary hydraulic power head and are coaxially and serially arranged are arranged at the tail end of a suspension arm of the screwing device; the application also provides a construction process of construction equipment of the advanced inclined thread enlarged composite pile. Through the mode, the problems of inconvenient construction, long construction period and insufficient bearing capacity of conventional construction equipment in a foundation pit are solved.
Description
Technical Field
The application relates to the field of foundation pit construction, in particular to an advanced inclined thread enlarged composite pile, construction equipment and construction technology thereof.
Background
Foundation pit engineering is the foundation of underground space development, and deep foundation pit engineering in cities shows the trend that the larger foundation pit is dug, the deeper foundation pit is dug, and meanwhile, the land tension also causes the distance between land parcels to be closer and the environmental requirement to be tighter. At present, the oblique construction equipment needs to be arranged at the outer side of a foundation pit to be protected and positioned at the outer side of a guard pile by about 2m, if a red line is close to a guard border, the equipment cannot be arranged, so that a plurality of anchor rods, soil nailing walls and other measures used in foundation pit engineering construction cannot be used. The foundation pit engineering needs to be developed inwards, and various inclined strut forms such as inclined piles, inclined throwing struts and self-stabilizing foundation pit supports are adopted.
The inclined pile structure arrangement is suitable for the condition of 5-9 meters of foundation pit, the main form is mainly inclined and straight alternating, and a form of straight inclined or straight inclined is adopted, so that high stability and high bearing are provided, and the one-step forming is facilitated, so that earth excavation is facilitated.
The inclined throwing support structure is relatively flexible to arrange, can be locally applied to a foundation pit support system, is convenient for earth excavation relative to the whole internal support structure, reduces the manufacturing cost, and has obvious economic benefit.
The self-stabilizing front support steel pipe foundation pit support can be used for carrying out earthwork excavation without partition when the earthwork is excavated due to the fact that the front support steel pipe foundation pit support is provided with the inclined support in advance. Therefore, the construction period is greatly shortened, the construction efficiency is improved, and good economic benefits are brought to engineering. Particularly, the advantages are shown in the foundation pit with the depth of not deep in the large-area foundation pit.
However, the supporting mode adopted by the conventional method for foundation pit engineering mainly has the following problems:
1. disadvantages of the inclined piles: the prestressed rectangular pile is adopted, so that 2 defects exist, firstly, the prestressed rectangular pile cannot be recycled, the manufacturing cost is high, secondly, the prestressed rectangular pile can be constructed only by adopting specially processed static pile machine equipment, and the application range of the prestressed rectangular pile is limited to a certain extent;
2. disadvantages of diagonal slinging: the inclined throwing support bottom plate is in the form of a bracket base, so that a plurality of problems are generated in the construction process of the inclined throwing support, such as the bottom plate needs to be divided, the bottom plate is constructed in stages, the bottom plate at the bottom of the foundation pit is prolonged in sealing time, and the inclined throwing support is unsafe; meanwhile, soil is required to be reserved for construction, secondary excavation is required for earthwork, secondary pouring is required for a bottom plate of a soil reserved part, and the construction period is relatively occupied, so that the construction period is prolonged, and under the current economic situation, the construction period is prolonged, which means that the manufacturing cost is increased and the financial cost is increased, so that the application of the construction period is more and more limited;
3. the self-stabilizing front support steel pipe foundation pit support has the following defects:
1. the installation and construction of the steel pipe require vibration equipment for vibration construction, and the application range is gradually reduced under the severe requirement of the current environment-friendly form;
2. under the condition that the soil layer is a harder soil layer or the length of the steel pipe is longer, the anchor rod drilling machine is required to conduct hole guiding construction in advance, a procedure is added, meanwhile, as slurry is required to be matched for anchor rod drilling machine construction, the problem of slurry is environment-friendly, and the use of the anchor rod drilling machine is limited;
3. at present, the diameter of a steel pipe is between 20cm and 40cm at the end part limited by vibration and the construction capability of an anchor rod drilling machine, and the bearing capacity of the steel pipe pile is limited to exert and can not provide larger bearing counterforce although guniting exists at the later stage;
4. because the front-end guniting steel pipe has limited bearing capacity under the condition of no guniting, the bearing capacity is improved after guniting, and the cement setting time is longer, so that the construction period is longer, and the effect of the front-end guniting steel pipe cannot be immediately exerted;
4. the conventional cement mixing pile has fewer oblique constructions, and the main problem is that the problem of slurry spraying while rotating and obliquely drilling can not be solved in the oblique construction process.
Disclosure of Invention
In order to solve the problems, the application provides an advanced inclined thread enlarged composite pile, construction equipment and a construction process thereof, and solves the problems of inconvenient construction, long construction period and insufficient bearing capacity of conventional construction equipment in a foundation pit.
The main content of the application comprises: an advanced oblique threaded enlarged body composite pile comprising: the stirring pile and the plurality of steel pipe piles or precast piles inserted into the stirring pile are connected through joints, and the bottom end part of the lowest steel pipe pile or precast pile is provided with an expansion head which is positioned in the expansion body;
the joint is provided with a plurality of openings, two adjacent steel pipe piles or precast pile joint parts are all positioned in the joint, the adjacent precast piles are fixed in the joint through steel strands, and the steel strands extend out from the openings and are tightened through a stretching mechanism.
The application also discloses construction equipment of the advanced inclined thread enlarged composite pile, which comprises the following components: the device comprises a screwing device, wherein a rotary hydraulic power head and a plurality of steel pipe piles which are coaxially and serially arranged and driven by the rotary hydraulic power head are arranged at the tail end of a suspension arm of the screwing device, the rotary hydraulic power head is connected with the steel pipe piles through a multiple pipe gyrator, each of the multiple pipe gyrator and the steel pipe piles and each of two adjacent steel pipe piles are connected with each other through a joint assembly, a grouting hose and a flange, a screw expansion head is arranged at the tail end of the lowest steel pipe pile, the multiple pipe gyrator is respectively connected with an air compressor and a slurry pressurizing device through high-pressure rubber pipes, grouting pipes which are mutually communicated are respectively arranged in the multiple steel pipe piles, the multiple pipe gyrator and the joint assemblies, and high-pressure slurry produced by mixing of the air compressor and the slurry pressurizing device is delivered to a slurry outlet at the tail end of the screw expansion head through the grouting pipes.
In the application, the screwing equipment adopts a screwing machine refitted by an excavator, the screwing equipment is crawler-type, and a rotary hydraulic power head is arranged at the front end of a suspension arm.
Preferably, the multiple tube gyrator includes: the grouting device comprises an outer pipe and an inner pipe which are coaxially arranged, wherein a grouting pipe A is arranged in the middle of the inner pipe, flanges are fixed at two ends of the outer pipe, bearings are fixed at two ends of the inner pipe, the length of the inner pipe is longer than that of the outer pipe, the inner pipe penetrates through the bearings at two ends of the outer pipe, the two bearings are arranged between the two flanges, when the outer pipe rotates, the inner pipe can be kept motionless, an air inlet and a grouting opening are respectively arranged at the side wall of the outer pipe, and the air inlet and the grouting opening are respectively communicated with the grouting pipe A inside the inner pipe through pipelines.
Preferably, the end of the lowest section of steel pipe pile is provided with a drill bit, two hydraulic pushing devices are symmetrically arranged between the drill bit and the steel pipe pile and used for adjusting the angle of the drill bit, a section of spiral expansion head is arranged at the outer wall of the steel pipe pile close to the drill bit, the diameter of the spiral expansion head is gradually reduced from the middle part to two sides, a plurality of blades are uniformly arranged at the outer wall of the steel pipe pile at one end of the spiral expansion head far away from the drill bit, and an inward bending elbow is arranged at the outer end of each blade.
Preferably, a plurality of alloy ribs are uniformly arranged at the outer side wall of the drill bit.
Preferably, all pass through joint component, slip casting hose and flange joint between multiple pipe gyrator and the steel-pipe pile, between two adjacent sections steel-pipe piles, joint component sets up in the both ends of slip casting hose, and the joint component at slip casting hose both ends is connected through between screw thread and the flange respectively.
Preferably, the joint assembly comprises: hollow male and female heads which can be inserted and arranged;
the male head comprises an insertion part at one end and a first limiting part at the other end, the grouting hose is connected to the first limiting part, the outer diameter of the first limiting part is larger than that of the insertion part, and an inwards concave limiting groove is formed between the insertion part and the first limiting part;
the female head comprises: the first external thread part, the second spacing portion of the other end, the second external thread portion that one end and flange female threaded connection set up between first external thread part and second spacing portion, the external diameter of second external thread part is less than first external thread part and second spacing portion, second external thread part is close to second spacing portion department and evenly sets up a plurality of through-holes, is provided with spacing ball in the through-hole the outside cover of second external thread part is equipped with the screw locking cover, screw locking cover can be in second external thread part outside screw movement the inside of female head is provided with one and is used for placing the holding chamber of spring, the one end that holds the chamber and be close to the flange is provided with the spring, the one end that the spring is close to the male head outward is provided with the movable sleeve, the male head insert the end can insert in the movable sleeve, the inner wall of movable sleeve and the outer wall of insert the end set up to the toper of mutual matching, the one end that holds the chamber and is close to the flange is provided with the first spacing step that is used for restricting the spring removal, the one end that holds the chamber and is close to the male head is provided with the second spacing step that is used for restricting the movable sleeve removal.
Preferably, a second sealing gasket is arranged in the movable sleeve at the contact position with the male head insertion part, and a first sealing gasket is arranged in the flange at the contact position with the first external thread part.
Preferably, a plurality of bolt holes are uniformly formed in the outer portion of the flange, and two adjacent flanges are connected through bolts.
The application also discloses a construction process of construction equipment of the advanced inclined thread enlarged composite pile, which comprises the following steps:
s1, preparing a first section of steel pipe pile for drilling:
s11, conveying cement into slurry pressurizing equipment to form high-pressure cement slurry for standby, and arranging an air compressor at the background to obtain high-pressure air for standby;
s12, lifting and conveying the steel pipe pile to a position 1m in the horizontal direction of screwing equipment;
s13, connecting one end of the special multi-pipe gyrator with the rotary hydraulic power head through a flange in a bolt manner;
s14, connecting the other end of the special multi-pipe rotator with the flange at the top end of the steel pipe pile through a bolt, and simultaneously connecting a grouting outlet of a grouting pipe A of the multi-pipe rotator with a grouting pipe B at the inner side of the steel pipe pile through a joint assembly;
s15, connecting a slurry outlet of slurry pressurizing equipment with a slurry inlet of a multiple-pipe rotator through a high-pressure rubber pipe B, conveying high-pressure slurry when construction begins, connecting an air compressor with an air inlet of the multiple-pipe rotator through a high-pressure rubber pipe A, and conveying high-pressure gas when construction begins;
s16, hoisting the steel pipe pile to an insertion point by screwing equipment, and positioning by a measurement engineer in a matching way;
s17, the screwing equipment starts to incline the steel pipe pile to a design angle by utilizing the hydraulic suspension arm, and meanwhile, a measurement engineer utilizes the theodolite to carry out inclination angle fine adjustment and confirmation;
s18, an operator starts a rotary drilling mode according to geological parameters input in advance, low-speed light-pressure drilling is started, high-pressure mud injection is started, a pressure sensor at a drill bit is opened, and the pressure of sprayed mud and the stratum condition are concerned by a computer at the moment;
s2, drilling a first section of steel pipe pile:
s21, normally drilling by using a rotary hydraulic power head, automatically adjusting parameters by using screwing equipment according to different stratum parameters, simultaneously adjusting the drilling speed and the drilling pressure in time by using an operator according to the actual drilling condition and the stratum condition transmitted by a pressure sensor, adjusting the cement slurry injection pressure and the air pressure by using a pressure sensor at the background, and timely correcting the drilling angle and the inclination condition by using a measurement engineer to coordinate with the crossed fixed perpendicularity and the inclination angle;
s22, drilling the first section of steel pipe pile in place, sending a temporary termination instruction by a measurement engineer according to the designed elevation and the inclination angle, pulling out a bolt between a flange at the bottom of the multiple pipe gyrator and a flange at the top of the first section of steel pipe pile, connecting a bolt between the second section of steel pipe pile and the multiple pipe gyrator, connecting the bottom of the second section of steel pipe pile and the flange at the top of the first section of steel pipe pile through the bolt, and connecting grouting pipes at two joints with a grouting hose through a joint assembly;
s23, repeating the drilling, spraying slurry at high pressure and observing the condition of the soil layer below through a pressure sensor;
s3, drilling of the second section of steel pipe pile is completed, and grouting is continued:
s31, drilling the second section of steel pipe pile in place, and sending a termination instruction by a measurement engineer according to the design elevation and the inclination angle;
s32, conducting continuous grouting on the pile end to form an enlarged body by utilizing high-pressure slurry provided by a background according to the designed grouting requirement through a grouting pipe in the steel pipe pile, wherein the diameter of the enlarged body is 2-2.5 m, and the grouting pressure is 40-50 MPA;
s4, drilling preparation of a first precast pile:
s41, after the steel pipe pile is pulled out, pulling out a bolt between the multiple pipe gyrator and a steel pipe pile flange, connecting a first precast pile with a processed end part with a rotary hydraulic power head through the flange bolt, connecting the middle part of the first precast pile with the rotary hydraulic power head through a steel strand, connecting the bottom end of the first precast pile with a prefabricated equal-diameter steel expansion head through the flange, and preparing to be inserted into the first precast pile;
s5, drilling a first precast pile and a second precast pile:
s51, connecting two sections of precast piles through a special joint A after drilling of the first precast pile is completed, and continuing drilling after connection is completed;
s52, inserting two sections of precast piles into soil according to a designed specified angle, drilling to a designed elevation through a pressure sensor and a level gauge, and considering that pile construction is in place, and completing construction of one pile after peripheral cement soil is solidified;
s6, drilling of the two sections of precast piles is completed, and next construction is prepared:
and S61, pulling out a bolt between the multiple pipe gyrator and the precast pile, cutting off a steel strand, removing a matched flange bolt joint fitting, installing the matched flange bolt joint fitting on a flange joint of a subsequent steel pipe pile, and preparing for starting the construction of the next steel pipe pile.
In the application, the steel pipe pile can be directly left in the stirring pile without adopting a precast pile, but the cost of the steel pipe pile is higher, and the precast pile can be used for acting as a diagonal brace after the steel pipe pile is pulled out.
The application has the beneficial effects that:
1. according to the application, the spiral expansion head is arranged at the bottom of the steel pipe pile, after the steel pipe pile is drilled to reach a designed position, the pile end is continuously subjected to high-pressure guniting to form an expansion body with the diameter of 2-2.5 m, the steel pipe pile is reversely rotated to be taken out, the special steel spiral expansion head on the steel pipe pile is taken down, the rotary hydraulic power head is connected with the precast pile through the flange, the expansion head is arranged at the bottom of the first precast pile, and the rotary drilling is carried out, so that the expansion head is left in soil body, the effect of increasing the bearing force of the pile end of the composite pile is achieved, and the expansion head and the expansion body are left in soil at the same time, so that the bearing force is further increased;
2. the construction equipment of screwing equipment is adopted, and the rotary hydraulic power head is arranged at the front end of the suspension arm, so that the inclined pile body is drilled towards the inner side of the foundation pit under the condition that the equipment is positioned at the inner side of the foundation pit, and the space outside the foundation pit is not occupied;
3. the characteristic multiple pipe gyrator is arranged, so that the steel pipe pile is drilled obliquely while high-pressure guniting is performed in the oblique construction process, and the soil layer on the pile side is improved while the soil body on the periphery is cut by the high-pressure guniting, so that a double composite cement pile body is formed;
drawings
FIG. 1 is a schematic perspective view of a composite pile with advanced and oblique screw threads according to a preferred embodiment;
FIG. 2 is a large sample view of precast pile splicing;
FIG. 3 is a schematic view of a joint structure;
FIG. 4 is a schematic structural view of a construction device for a composite pile with an advanced and oblique screw thread enlarged body;
FIG. 5 is a schematic view of a multiple tube gyrator;
fig. 6 is a schematic structural view of a steel pipe pile;
FIG. 7 is a schematic view of a drill bit;
FIG. 8 is a schematic view of the connection between flanges;
FIG. 9 is a schematic diagram of a male;
FIG. 10 is a schematic diagram of a female;
FIG. 11 is a schematic diagram of a male and female assembly;
FIG. 12 is a schematic construction diagram of the preparation stage S1;
fig. 13 is a schematic diagram of drilling construction of the S2 first section steel pipe pile;
fig. 14 is a schematic diagram of drilling construction of the second section of the steel pipe pile in S3;
FIG. 15 is a schematic view of drilling preparation construction of a first precast pile S4;
FIG. 16 is a schematic view of S5 drilling construction of a first precast pile and a second precast pile;
FIG. 17 is a schematic view of the construction of two precast piles at the completion of drilling;
reference numerals: 11-first precast pile, 12-second precast pile, 13-connector A, 14-enlarged head, 13 '-connector B, 15-steel strand, 131-opening A,131' -opening B, 21-stirring pile, 22-enlarged body, 3-screwing device, 31-boom, 32-rotary hydraulic head, 4-multiple pipe gyrator, 5-steel pipe pile, 6-air compressor, 7-slurry pressurizing device, 8-high pressure hose A, 9-high pressure hose B, 41-first flange, 42-second flange, 43-outer pipe, 44-inner pipe, 45-grouting pipe A, 46-pipe, 47-inlet, 48-inlet, 49-bearing, 410-sealing ring, -51-grouting pipe B, 52-third flange, 53-blade, 54-elbow, 55-screw enlarged head, 56-drill head, 57-sensor, 58-hydraulic pushing device, 100-flange, 101-plug hole, 102-internal screw thread, 103-first gasket, 110-120-grouting pipe, 130-1321-1326-step, 1321-1321, 1322-step, 1321, 1322-step, 1321-step, 1321, 1322, step, 1321-step, 1321, step, 1321, 1329-check ball, 1330-second gasket.
Detailed Description
The technical scheme protected by the application is specifically described below with reference to the accompanying drawings.
As shown in fig. 1-3, a lead oblique screw enlarged body composite pile comprises: the cement-soil mixing pile 21 and a plurality of precast piles inserted in the mixing pile, wherein a cement-soil expansion body 22 formed by high-pressure rotary spraying is arranged at the bottom end of the cement-soil mixing pile 21, as shown in fig. 2 and 3, the cement-soil mixing pile is of a square and round precast pile structure, when the square precast pile is adopted, the joints of the two precast piles are connected by adopting a square joint A13, when the round precast pile is adopted, the joints of the two precast piles are connected by adopting a round joint B13', and the bottom end part of the bottommost precast pile is provided with a rigid expansion head 14, the expansion head 14 is in a structural form of adopting a spiral blade to be arranged outside the pile body, and the expansion head 14 is positioned in the expansion body 22 in a double expansion head form, so that the bearing capacity can be improved;
as shown in fig. 2 and 3, the joint is provided with a plurality of openings (131 and 131'), two adjacent precast pile joint parts are all positioned in the joint, the adjacent precast piles are fixed on the joint through steel strands 15, and the steel strands 15 extend out from the openings and are tightened through a stretching mechanism. The top precast pile is connected with the rotary hydraulic power head 32 through the flange and the bolt, so that the rotary hydraulic power head 32 can rapidly drive the precast pile to rotate.
As shown in fig. 4, a construction apparatus for a lead oblique screw enlarged composite pile includes: the screwing device 3, the end of the suspension arm 31 of the screwing device 3 is provided with a rotary hydraulic power head 32 and a plurality of steel pipe piles 5 which are coaxially and serially arranged and driven by the rotary hydraulic power head 32, the rotary hydraulic power head 32 is connected with the steel pipe piles 5 through a multi-pipe rotator 4, the end of the lowest section of steel pipe pile 5 is provided with a spiral expansion head 55, the multi-pipe rotator 4 is respectively connected with an air compressor 6 and a slurry pressurizing device 7 through a high-pressure rubber pipe A8 and a high-pressure rubber pipe B9, the slurry pressurizing device 7 is also connected to a slurry background, grouting pipes which are mutually communicated are respectively arranged in the plurality of steel pipe piles, the multi-pipe rotator and a joint assembly, and high-pressure slurry generated by mixing the air compressor 6 and the slurry pressurizing device 7 is delivered to a slurry outlet at the end of the spiral expansion head 55 through the grouting pipes. As shown in fig. 8, the multiple pipe gyrator 4 and the steel pipe piles 5 and the adjacent two sections of steel pipe piles 5 are connected by a joint assembly 130, a grouting hose 140 and a flange 100.
The use of the air compressor 6 and the slurry pressurizing device 7 can achieve the effect of high-pressure slurry injection of about 40-50 MPa, while the injection pressure of the common cement slurry is about 1-2 MPa.
As shown in fig. 5, the multiple tube gyrator 4 includes: the grouting device comprises an outer pipe 43 and an inner pipe 44 which are coaxially arranged, a grouting pipe A45 is arranged in the middle of the inner pipe 44, flanges 100 are fixed at two ends of the outer pipe, bearings 49 are fixed at two ends of the inner pipe 44, the length of the inner pipe 44 is longer than that of the outer pipe 43, the inner pipe 44 penetrates through the bearings 49 at two ends of the outer pipe, the two bearings 49 are arranged between the two flanges 100, when the outer pipe 43 rotates, the inner pipe 44 can be kept still, an air inlet 48 and a grouting port 47 are respectively arranged at the side wall of the outer pipe 43, and the air inlet 48 and the grouting port 47 are respectively communicated with the grouting pipe A45 inside the inner pipe 44 through pipelines.
Further, the multiple-tube rotator 4 may not be provided with a grouting tube, but may use a hollow portion of an inner tube as a grouting tube, in which case the air inlet 48 and the slurry inlet 47 are connected to the hollow portion of the inner tube through holes in the inner tube 44, and sealing rings 410 are provided on the upper and lower sides of the through holes, respectively.
As shown in fig. 6 and 7, a drill bit 56 is arranged at the tail end of the lowest section of steel pipe pile 5, two hydraulic pushing devices 58 are symmetrically arranged between the drill bit 56 and the steel pipe pile 5 and used for adjusting the angle of the drill bit 56, when the drill bit 56 is required to deviate to one side, the hydraulic pushing devices on the side are shortened, or the hydraulic pushing devices on the other side are lengthened, so that the drill bit 56 deviates to the side, a section of spiral expansion head 55 is arranged at the outer wall of the steel pipe pile close to the drill bit 56, the diameter of the spiral expansion head 55 gradually decreases from the middle part to the two sides, a plurality of blades 53 are uniformly arranged at the outer wall of the steel pipe pile at one end of the spiral expansion head 55 far away from the drill bit 56, and an inward bending elbow 54 is arranged at the outer ends of the blades 53. And, a plurality of alloy ribs are uniformly provided at the outer side wall of the drill bit 56. The application lengthens the pile tip length and improves the blades, and the end parts of the blades are provided with the elbows 54, so that the steel pipe pile 5 is not easy to sink while the drill bit drills.
Compared with the traditional equal-diameter steel pipe pile expansion head, the spiral expansion head 55 and the drill bit 56 with the alloy ribs are arranged, and the blades 53 are arranged on the upper part of the expansion head, so that on one hand, the drilling efficiency is higher, and on the other hand, the use of the spiral expansion head 55 expands the contact area between the end part of the steel pipe pile and a soil layer, and the bearing capacity and the pulling resistance are improved.
As shown in fig. 7, a sensor 57 is further disposed at the pile tip, the background can observe the drilling condition in time, the drilling depth and the drilling angle of the pile tip can be observed by being connected with the pile tip sensor 57, and the effect of adjusting the angle of the drill bit 56 is achieved by matching with a hydraulic pushing device 58 disposed at the drill bit at the pile tip, so that the drilling angle is ensured not to deviate.
As shown in fig. 8, the multiple pipe gyrator 4 and the steel pipe piles 5 and the two adjacent sections of the steel pipe piles 5 are connected through the joint assemblies 130, the grouting hoses 140 and the flanges 100, the joint assemblies 130 are arranged at two ends of the grouting hoses 140, the joint assemblies 130 at two ends of the grouting hoses 140 are respectively connected with the flanges 100 through threads, the contact ends of the multiple pipe gyrator 4 and the steel pipe piles 5 are respectively provided with the flanges 100 and are mutually connected and fixed through bolts, and the joint assemblies 130 and the grouting hoses 140 are arranged so that grouting pipes among the steel pipe piles can be connected into a passage for grouting cement paste conveniently.
Wherein the joint assembly 130 comprises: a hollow male head 131 and a hollow female head 132 which are arranged in a pluggable manner; as shown in fig. 9, the male head 131 includes an insertion portion 1310 at one end and a first limiting portion 1312 at the other end, the grouting hose 140 is connected to the first limiting portion 1312, the outer diameter of the first limiting portion 1412 is larger than that of the insertion portion 1310, and an inward concave limiting groove 1311 is provided between the insertion portion 1310 and the first limiting portion 1312;
as shown in fig. 10, the female head 132 includes: the inner wall of the movable sleeve 1326 is provided with a limit ball 1329, the outer side of the second outer thread part 1322 is sleeved with a thread locking sleeve 1328, the thread locking sleeve 1328 can move outside the second outer thread part 1322 in a spiral manner, a containing cavity 1323 for containing a spring 1327 is formed in the female head 132, one end, close to the first outer thread part 1321, of the containing cavity 1323 is provided with a spring 1327, one end, close to the second limit part 1320, of the spring 1327 is provided with a movable sleeve 1326, the inserted end 1310 of the male head 131 can be inserted into the movable sleeve 1326, the inner wall of the movable sleeve 1326 and the outer wall of the inserted part are provided with a limit step 1324, which is convenient to move, of the containing cavity 1323, close to the first limit part 1324, of the movable sleeve 1326, and the inner wall of the movable sleeve 1326 is provided with a conical limit cavity 1323, which is used for containing the spring 1327, and the inner wall of the movable sleeve is provided with a limit step 1326, and the movable sleeve 1324 is arranged near to the second limit part, and the movable sleeve 1326 is used for limiting the movement of the containing cavity 1323.
As shown in fig. 11, when the male head 131 is inserted into the female head 132, at this time, the insertion portion 131 is inserted into the movable sleeve 1326, the movable sleeve 1326 is pushed to move to the side of the spring 1327, the spring 1327 is compressed, when the limit groove 1311 reaches the limit ball 1329, the limit ball 1329 pops into the limit groove 1311 and is clamped into the limit groove 1311, at this time, the threaded locking sleeve 1328 is rotated, so that the side wall of the threaded locking sleeve 1328 can block the limit ball 1329, the limit ball 1329 is prevented from being popped out, at this time, the male head 131 is clamped with the female head 132, one end of the accommodating cavity 1323 is connected with the grouting hose 140, the other end of the accommodating cavity 1323 is connected with the grouting pipe a45 in the multi-pipe rotator, or the other end of the accommodating cavity 1323 is connected with the grouting pipe B51 in the steel pipe pile, so that the whole grouting pipe is communicated, and cement slurry in the multi-pipe rotator 4 can be delivered to the grout outlet at the drill bit 56.
Further, in order to ensure the tightness of the entire grouting pipe, a second gasket 1330 is disposed in the movable sleeve 1326 at the contact position with the male plug 1311, and a first gasket 103 is disposed in the flange 100 at the contact position with the first external thread 1321.
As shown in fig. 12 to 17, is a construction process diagram of construction equipment of the advanced oblique screw thread enlarged body composite pile,
the method comprises the following steps:
s1, preparing stage, namely preparing drilling of the first section of steel pipe pile (as shown in fig. 12):
s11, conveying cement into slurry pressurizing equipment to form high-pressure cement slurry for standby, and arranging an air compressor at the background to obtain high-pressure air for standby;
s12, lifting and conveying the steel pipe pile to a position 1m in the horizontal direction of screwing equipment;
s13, connecting one end of the special multi-pipe gyrator with the rotary hydraulic power head through a flange in a bolt manner;
s14, connecting the other end of the special multi-pipe rotator with the flange at the top end of the steel pipe pile through a bolt, and simultaneously connecting a grouting outlet of a grouting pipe A of the multi-pipe rotator with a grouting pipe B at the inner side of the steel pipe pile through a joint assembly;
s15, connecting a slurry outlet of slurry pressurizing equipment with a slurry inlet of a multiple-pipe rotator through a high-pressure rubber pipe B, conveying high-pressure slurry when construction begins, connecting an air compressor with an air inlet of the multiple-pipe rotator through a high-pressure rubber pipe A, and conveying high-pressure gas when construction begins;
s16, hoisting the steel pipe pile to an insertion point by screwing equipment, and positioning by a measurement engineer in a matching way;
s17, the screwing equipment starts to incline the steel pipe pile to a design angle by utilizing the hydraulic suspension arm, and meanwhile, a measurement engineer utilizes the theodolite to carry out inclination angle fine adjustment and confirmation;
s18, an operator starts a rotary drilling mode according to geological parameters input in advance, low-speed light-pressure drilling is started, high-pressure mud injection is started, a pressure sensor at a drill bit is opened, and the pressure of sprayed mud and the stratum condition are concerned by a computer at the moment;
s2, drilling a first section of steel pipe pile (as shown in fig. 13):
s21, normally drilling by using a rotary hydraulic power head, automatically adjusting parameters by using screwing equipment according to different stratum parameters, simultaneously adjusting the drilling speed and the drilling pressure in time by using an operator according to the actual drilling condition and the stratum condition transmitted by a pressure sensor, adjusting the cement slurry injection pressure and the air pressure by using a pressure sensor at the background, and timely correcting the drilling angle and the inclination condition by using a measurement engineer to coordinate with the crossed fixed perpendicularity and the inclination angle;
s22, drilling the first section of steel pipe pile in place, sending a temporary termination instruction by a measurement engineer according to the designed elevation and the inclination angle, pulling out a bolt between a flange at the bottom of the multiple pipe gyrator and a flange at the top of the first section of steel pipe pile, connecting a bolt between the second section of steel pipe pile and the multiple pipe gyrator, connecting the bottom of the second section of steel pipe pile and the flange at the top of the first section of steel pipe pile through the bolt, and connecting grouting pipes at two joints with a grouting hose through a joint assembly;
s23, repeating the drilling, spraying slurry at high pressure and observing the condition of the soil layer below through a pressure sensor;
s3, finishing drilling of the second section of steel pipe pile, and continuously grouting (as shown in fig. 14):
s31, drilling the second section of steel pipe pile in place, and sending a termination instruction by a measurement engineer according to the design elevation and the inclination angle;
s32, conducting continuous grouting on the pile end to form an enlarged body by utilizing high-pressure slurry provided by a background according to the designed grouting requirement through a grouting pipe in the steel pipe pile, wherein the diameter of the enlarged body is 2-2.5 m, and the grouting pressure is 40-50 MPA;
s4, drilling preparation of the first precast pile (as shown in fig. 15):
s41, after the steel pipe pile is pulled out, pulling out a bolt between the multiple pipe gyrator and a steel pipe pile flange, connecting a first precast pile with a processed end part with a rotary hydraulic power head through the flange bolt, connecting the middle part of the first precast pile with the rotary hydraulic power head through a steel strand, connecting the bottom end of the first precast pile with a prefabricated equal-diameter steel expansion head through the flange, and preparing to be inserted into the first precast pile;
s5, drilling the first precast pile and the second precast pile (as shown in fig. 16):
s51, connecting two sections of precast piles through a special joint A after drilling of the first precast pile is completed, and continuing drilling after connection is completed;
s52, inserting two sections of precast piles into soil according to a designed specified angle, drilling to a designed elevation through a pressure sensor and a level gauge, and considering that pile construction is in place, and completing construction of one pile after peripheral cement soil is solidified;
s6, drilling of the two sections of precast piles is completed, and the next construction (shown in figure 17) is prepared:
and S61, pulling out a bolt between the multiple pipe gyrator and the precast pile, cutting off a steel strand, removing a matched flange bolt joint fitting, installing the matched flange bolt joint fitting on a flange joint of a subsequent steel pipe pile, and preparing for starting the construction of the next steel pipe pile.
The foregoing description is only illustrative of the present application and is not intended to limit the scope of the application, and all equivalent structures or equivalent processes or direct or indirect application in other related technical fields are included in the scope of the present application.
Claims (8)
1. The construction process of the construction equipment of the advanced inclined thread enlarged composite pile is characterized by comprising the following steps of:
s1, preparing a first section of steel pipe pile for drilling:
s11, conveying cement into slurry pressurizing equipment to form high-pressure cement slurry for standby, and arranging an air compressor at the background to obtain high-pressure air for standby;
s12, lifting and conveying the steel pipe pile to a position 1m in the horizontal direction of screwing equipment;
s13, connecting one end of the special multi-pipe gyrator with the rotary hydraulic power head through a flange in a bolt manner;
s14, connecting the other end of the special multi-pipe rotator with the flange at the top end of the steel pipe pile through a bolt, and simultaneously connecting a grouting outlet of a grouting pipe A of the multi-pipe rotator with a grouting pipe B at the inner side of the steel pipe pile through a joint assembly;
s15, connecting a slurry outlet of slurry pressurizing equipment with a slurry inlet of a multiple-pipe rotator through a high-pressure rubber pipe B, conveying high-pressure slurry when construction begins, connecting an air compressor with an air inlet of the multiple-pipe rotator through a high-pressure rubber pipe A, and conveying high-pressure gas when construction begins;
s16, hoisting the steel pipe pile to an insertion point by screwing equipment, and positioning by a measurement engineer in a matching way;
s17, the screwing equipment starts to incline the steel pipe pile to a design angle by utilizing the hydraulic suspension arm, and meanwhile, a measurement engineer utilizes the theodolite to carry out inclination angle fine adjustment and confirmation;
s18, an operator starts a rotary drilling mode according to geological parameters input in advance, low-speed light-pressure drilling is started, high-pressure mud injection is started, a pressure sensor at a drill bit is opened, and the pressure of sprayed mud and the stratum condition are concerned by a computer at the moment;
s2, drilling a first section of steel pipe pile:
s21, normally drilling by using a rotary hydraulic power head, automatically adjusting parameters by using screwing equipment according to different stratum parameters, simultaneously adjusting the drilling speed and the drilling pressure in time by using an operator according to the actual drilling condition and the stratum condition transmitted by a pressure sensor, adjusting the cement slurry injection pressure and the air pressure by using a pressure sensor at the background, and timely correcting the drilling angle and the inclination condition by using a measurement engineer to coordinate with the crossed fixed perpendicularity and the inclination angle;
s22, drilling the first section of steel pipe pile in place, sending a temporary termination instruction by a measurement engineer according to the designed elevation and the inclination angle, pulling out a bolt between a flange at the bottom of the multiple pipe gyrator and a flange at the top of the first section of steel pipe pile, connecting a bolt between the second section of steel pipe pile and the multiple pipe gyrator, connecting the bottom of the second section of steel pipe pile and the flange at the top of the first section of steel pipe pile through the bolt, and connecting grouting pipes at two joints with a grouting hose through a joint assembly;
s23, repeating the drilling, spraying slurry at high pressure and observing the condition of the soil layer below through a pressure sensor;
s3, drilling of the second section of steel pipe pile is completed, and grouting is continued:
s31, drilling the second section of steel pipe pile in place, and sending a termination instruction by a measurement engineer according to the design elevation and the inclination angle;
s32, conducting continuous grouting on the pile end to form an enlarged body by utilizing high-pressure slurry provided by a background according to the design grouting requirement through a grouting pipe in the steel pipe pile, wherein the diameter of the enlarged body is 2-2.5 m, and the grouting pressure is 40-50 MPA;
s4, drilling preparation of a first precast pile:
s41, after the steel pipe pile is pulled out, pulling out a bolt between the multiple pipe gyrator and a steel pipe pile flange, connecting a first precast pile with a processed end part with a rotary hydraulic power head through the flange bolt, connecting the middle part of the first precast pile with the rotary hydraulic power head through a steel strand, connecting the bottom end of the first precast pile with a prefabricated equal-diameter steel expansion head through the flange, and preparing to be inserted into the first precast pile;
s5, drilling a first precast pile and a second precast pile:
s51, connecting two sections of precast piles through a special joint A after drilling of the first precast pile is completed, and continuing drilling after connection is completed;
s52, inserting two sections of precast piles into soil according to a designed specified angle, drilling to a designed elevation through a pressure sensor and a level gauge, and considering that pile construction is in place, and completing construction of one pile after peripheral cement soil is solidified;
s6, drilling of the two sections of precast piles is completed, and next construction is prepared:
s61, pulling out a bolt between the multiple pipe gyrator and the precast pile, cutting off a steel strand, removing a matched flange bolt joint fitting, installing the matched flange bolt joint fitting on a flange joint of a subsequent steel pipe pile, and preparing for starting the construction of the next steel pipe pile;
wherein, an advance slant screw thread enlarges compound stake includes: the stirring pile and the plurality of steel pipe piles or precast piles inserted into the stirring pile are connected through joints, and the bottom end part of the lowest steel pipe pile or precast pile is provided with an expansion head which is positioned in the expansion body;
the joint is provided with a plurality of openings, the joint parts of two adjacent steel pipe piles or precast piles are all positioned in the joint, the adjacent steel pipe piles or precast piles are fixed on the joint through steel strands, and the steel strands extend out from the openings and are tightened through a stretching mechanism;
the automatic grouting device is characterized in that a rotary hydraulic power head and a plurality of steel pipe piles which are coaxially and serially arranged and driven by the rotary hydraulic power head are arranged at the tail end of a suspension arm of the screwing device, the rotary hydraulic power head is connected with the steel pipe piles through a multiple pipe rotator, the multiple pipe rotator is connected with the steel pipe piles and two adjacent sections of steel pipe piles through joint assemblies, grouting hoses and flanges, screw expansion heads are arranged at the tail end of the lowest section of steel pipe pile, the multiple pipe rotator is respectively connected with an air compressor and slurry pressurizing equipment through high-pressure rubber pipes, grouting pipes which are mutually communicated are respectively arranged in the multiple steel pipe piles, the multiple pipe rotator and the joint assemblies, and high-pressure slurry produced by mixing the air compressor and the slurry pressurizing equipment is delivered to slurry outlets at the tail ends of the screw expansion heads through the grouting pipes.
2. The construction process of construction equipment for advanced and inclined screw-expanded composite piles according to claim 1, wherein the multiple pipe gyrator comprises: the grouting device comprises an outer pipe and an inner pipe which are coaxially arranged, wherein a grouting pipe A is arranged in the middle of the inner pipe, bearings are fixed at two ends of the outer pipe, flanges are fixed at two ends of the inner pipe, the length of the inner pipe is longer than that of the outer pipe, and two bearings are arranged between the two flanges, so that when the outer pipe rotates, the inner pipe can be kept still, an air inlet and a grouting opening are respectively arranged at the side wall of the outer pipe, and the air inlet and the grouting opening are respectively communicated with the grouting pipe A inside the inner pipe through pipelines.
3. The construction process of construction equipment of the advanced oblique thread expansion body composite pile according to claim 1, wherein a drill bit is arranged at the tail end of a section of steel pipe pile at the lowest end, two hydraulic pushing devices are symmetrically arranged between the drill bit and the steel pipe pile and used for adjusting the angle of the drill bit, a section of spiral expansion head is arranged at the outer wall of the steel pipe pile close to the drill bit, the diameter of the spiral expansion head is gradually reduced from the middle part to two sides, a plurality of blades are uniformly arranged at the outer wall of the steel pipe pile at one end of the spiral expansion head far away from the drill bit, and an inward bending elbow is arranged at the outer ends of the blades.
4. The construction process of construction equipment for the advanced and inclined thread enlarged composite pile according to claim 3, wherein a plurality of alloy ribs are uniformly arranged at the outer side wall of the drill bit.
5. The construction process of the construction equipment for the advanced oblique thread enlarged composite pile according to claim 1, wherein the multiple pipe gyrators are connected with the steel pipe piles and the adjacent two sections of the steel pipe piles through joint assemblies, grouting hoses and flanges, the joint assemblies are arranged at two ends of the grouting hoses, and the joint assemblies at two ends of the grouting hoses are connected with the flanges through threads respectively.
6. The construction process of construction equipment for a lead diagonal threaded enlarged composite pile according to claim 5, wherein the joint assembly comprises: hollow male and female heads which can be inserted and arranged;
the male head comprises an insertion part at one end and a first limiting part at the other end, the grouting hose is connected to the first limiting part, the outer diameter of the first limiting part is larger than that of the insertion part, and an inwards concave limiting groove is formed between the insertion part and the first limiting part;
the female head comprises: the first external thread part, the second spacing portion of the other end, the second external thread portion that one end and flange female threaded connection set up between first external thread part and second spacing portion, the external diameter of second external thread part is less than first external thread part and second spacing portion, second external thread part is close to second spacing portion department and evenly sets up a plurality of through-holes, is provided with spacing ball in the through-hole the outside cover of second external thread part is equipped with the screw locking cover, screw locking cover can be in second external thread part outside screw movement the inside of female head is provided with one and is used for placing the holding chamber of spring, the one end that holds the chamber and be close to the flange is provided with the spring, the one end that the spring is close to the male head outward is provided with the movable sleeve, the male head insert the end can insert in the movable sleeve, the inner wall of movable sleeve and the outer wall of insert the end set up to the toper of mutual matching, the one end that holds the chamber and is close to the flange is provided with the first spacing step that is used for restricting the spring removal, the one end that holds the chamber and is close to the male head is provided with the second spacing step that is used for restricting the movable sleeve removal.
7. The construction process of construction equipment of the advanced oblique thread enlarged composite pile according to claim 6, wherein a second sealing gasket is arranged at a contact position of the movable sleeve and the male head insertion part, and a first sealing gasket is arranged at a contact position of the flange and the first external thread part.
8. The construction process of construction equipment of the advanced oblique thread enlarged composite pile according to claim 7, wherein a plurality of bolt holes are uniformly formed in the outer portions of the flanges, and two adjacent flanges are connected through bolts.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211544747.4A CN115874613B (en) | 2022-11-30 | 2022-11-30 | Advanced inclined thread enlarged composite pile, construction equipment and construction process thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211544747.4A CN115874613B (en) | 2022-11-30 | 2022-11-30 | Advanced inclined thread enlarged composite pile, construction equipment and construction process thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115874613A CN115874613A (en) | 2023-03-31 |
| CN115874613B true CN115874613B (en) | 2023-09-29 |
Family
ID=85765734
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211544747.4A Active CN115874613B (en) | 2022-11-30 | 2022-11-30 | Advanced inclined thread enlarged composite pile, construction equipment and construction process thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115874613B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116641398B (en) * | 2023-07-05 | 2023-10-10 | 江苏建院营造股份有限公司 | Construction method of free-angle high-bearing composite expanded pile |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1370893A (en) * | 2002-04-04 | 2002-09-25 | 中国建筑科学研究院 | Pile end mortar pre-pressing construction method and apparatus for long screw auger drilling deposited pile and CFG pile |
| CN103233469A (en) * | 2012-05-04 | 2013-08-07 | 北京荣创科宏岩土工程有限公司 | Process and device for rotating and extending pile and slurry feed device |
| CN204475331U (en) * | 2015-03-19 | 2015-07-15 | 大庆市超力机械制造有限公司 | Quick change anchor rod device |
| KR20190036318A (en) * | 2017-09-27 | 2019-04-04 | 백예지 | Construction apparatus of Taper type pile and Construction method of Taper type pile |
| CN110258544A (en) * | 2019-07-26 | 2019-09-20 | 北京中岩大地科技股份有限公司 | The stirring drill bit of deep-layer stirring is realized based on drop resistance mode |
| CN111877324A (en) * | 2020-06-28 | 2020-11-03 | 东南大学 | Expanded-base composite pile and construction method thereof |
| CN114438999A (en) * | 2022-03-01 | 2022-05-06 | 江苏建院营造股份有限公司 | Intelligent composite supporting method and system for deep foundation pit with strong support |
| CN114856427A (en) * | 2022-03-25 | 2022-08-05 | 华北科技学院(中国煤矿安全技术培训中心) | Levelness monitoring and deviation rectifying device for underground coal mine drilling and using method thereof |
-
2022
- 2022-11-30 CN CN202211544747.4A patent/CN115874613B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1370893A (en) * | 2002-04-04 | 2002-09-25 | 中国建筑科学研究院 | Pile end mortar pre-pressing construction method and apparatus for long screw auger drilling deposited pile and CFG pile |
| CN103233469A (en) * | 2012-05-04 | 2013-08-07 | 北京荣创科宏岩土工程有限公司 | Process and device for rotating and extending pile and slurry feed device |
| CN204475331U (en) * | 2015-03-19 | 2015-07-15 | 大庆市超力机械制造有限公司 | Quick change anchor rod device |
| KR20190036318A (en) * | 2017-09-27 | 2019-04-04 | 백예지 | Construction apparatus of Taper type pile and Construction method of Taper type pile |
| CN110258544A (en) * | 2019-07-26 | 2019-09-20 | 北京中岩大地科技股份有限公司 | The stirring drill bit of deep-layer stirring is realized based on drop resistance mode |
| CN111877324A (en) * | 2020-06-28 | 2020-11-03 | 东南大学 | Expanded-base composite pile and construction method thereof |
| CN114438999A (en) * | 2022-03-01 | 2022-05-06 | 江苏建院营造股份有限公司 | Intelligent composite supporting method and system for deep foundation pit with strong support |
| CN114856427A (en) * | 2022-03-25 | 2022-08-05 | 华北科技学院(中国煤矿安全技术培训中心) | Levelness monitoring and deviation rectifying device for underground coal mine drilling and using method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115874613A (en) | 2023-03-31 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101737005B (en) | Drilling tool for sleeving anchor cable and construction method for sleeving anchor cable with simultaneous casing | |
| CN115874613B (en) | Advanced inclined thread enlarged composite pile, construction equipment and construction process thereof | |
| JPS6319328A (en) | Method and apparatus for constructing turning-penetrating type large-diameter steel tube | |
| JP2009263966A (en) | Removal method of existing pile | |
| JP2003082663A (en) | Pile driving equipment | |
| JP4074198B2 (en) | How to remove existing piles | |
| JP2004084336A (en) | Method for constructing foundation of oceanic wind power generator and underground structure of oceanic wind power generator | |
| JP2003027469A (en) | Steel pipe pile, foundation pile producing method using the same and device of the method | |
| JPH05171641A (en) | Pipe burying excavator | |
| JP2000154538A (en) | Plumb bob type device for driving steel pipe in inner moat and plumb bob type construction method of driving steel pipe in inner moat | |
| CN201581805U (en) | Drilling tool for sleeving anchor rope | |
| CN217267433U (en) | Device for pulling out existing temporary anchor rod and anchor cable | |
| CN115387364B (en) | Deep water rock-embedded combined light cofferdam construction method | |
| CN117780254B (en) | Application method of spinning torsion type composite pile construction comprehensive device under ultra-low clearance | |
| CN216586520U (en) | A protect a section of thick bamboo for digging rig construction forms bored concrete pile soon | |
| JP2003082689A (en) | Execution method for foundation of steel pipe pile | |
| CN113622815B (en) | Water-flushing soil sampling construction process for full-sleeve full-rotation bored pile | |
| CN219825222U (en) | Quick lengthening device for mechanical hole-forming filling pile sleeve | |
| CN216586508U (en) | A protect a driving sleeve for bored concrete pile construction | |
| CN203096735U (en) | Reinforced concrete tube for rotary excavating pile shell | |
| CN216586507U (en) | A protect a section of thick bamboo boots for digging rig construction soon and forming bored concrete pile | |
| JP3123643B2 (en) | Submerging start shaft using excavator with stirring blades and joining method to buried sewer main | |
| JP5068678B2 (en) | Earth retaining method and excavation member for earth retaining member standing construction used therefor | |
| CN206987735U (en) | Dual-purpose drill bit for holing with slurry wall protection filling pile construction | |
| JPH0718964A (en) | Built-in pipe bracing of screw rod for underground drill |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB03 | Change of inventor or designer information |
Inventor after: Gao Qiang Inventor after: Yu Jianjin Inventor after: Wei Peng Inventor after: Yuan Dong Inventor after: Zhou Cong Inventor after: Zhang Lei Inventor before: Gao Qiang Inventor before: Yu Jianjin Inventor before: Wei Peng Inventor before: Yuan Dong Inventor before: Zhou Cong Inventor before: Zhang Lei |
|
| CB03 | Change of inventor or designer information | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |