CN210975801U - Existing building pile foundation steel sleeve pile reinforced structure - Google Patents
Existing building pile foundation steel sleeve pile reinforced structure Download PDFInfo
- Publication number
- CN210975801U CN210975801U CN201921726683.3U CN201921726683U CN210975801U CN 210975801 U CN210975801 U CN 210975801U CN 201921726683 U CN201921726683 U CN 201921726683U CN 210975801 U CN210975801 U CN 210975801U
- Authority
- CN
- China
- Prior art keywords
- steel
- pile
- sleeve
- steel sleeve
- bearing platform
- 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
Images
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The utility model discloses a steel sleeve pile reinforcing structure for the foundation of an existing building pile, which comprises an original pile and an original bearing platform, wherein at least two steel sleeve piles are arranged around the original bearing platform, and reinforcing steel bar reinforcing structures are arranged around the original bearing platform and the original pile; the steel sleeve pile comprises a steel sleeve and a steel pipe, the steel sleeve is sleeved outside the steel pipe and is formed by splicing a plurality of sections of steel sleeve sections, the two sections of steel sleeve sections are connected by adopting a threaded sleeve, the joint is welded and reinforced, and a circle of reinforcing steel belt is arranged outside the welding seam of the joint; a lower pipe body of the steel pipe is provided with a slurry outlet, and slurry is filled from the inside of the steel pipe to the inside and the outside of the steel pipe; welding an anchor connecting bar at the opening of the steel sleeve pile and anchoring the anchor connecting bar into an original bearing platform; pouring cement paste outside the original bearing platform and condensing the cement paste; the utility model discloses reinforced structure has overcome and has built in the river limit, has had the problem of piling difficulty, running the thick liquid easily in the existing building reinforcement of throwing stone layer geology, the utility model discloses simple structure, construction are simple and convenient, and it is effectual to consolidate, and bearing capacity is high.
Description
Technical Field
The utility model relates to a building field indicates an existing building pile foundation steel sleeve pile reinforced structure especially.
Background
In the existing building reconstruction engineering built near the river, the original pile foundation of the old bearing platform of the existing building is a single-pile support, the pile foundation needs to be reinforced, the pile foundation at the position near the river is originally designed into a steel pipe pile, after a plurality of piles are preliminarily drilled, the position is found to meet an old river dike or a riprap layer below 2m and below 3m underground, the position is at the edge of the river dike, in order to fill the stability of the river dike, a large amount of stones are thrown as the foundation and the revetment before filling, and then the stones are continuously thrown and reinforced along with the maintenance of the river dike, so the stones are not piled or filled with products, and in the riprap, the stones are disordered and clamped with interlayers with different strengths of silt, bricks, sand sundries and the like on the vertical surface, even have water filling holes, and when a hole is drilled by a drilling machine, the stones are hit, and the drill bits can rotate synchronously or along with the modulus, the drill bit can not drill downwards and can not form a hole, and a geological drilling machine, a diamond drill bit or an alloy drill bit is adopted, so that the drill bit is difficult to pass and is easy to block due to loose and unfixed riprap, and the steel pipe pile can not drill; then, rotary jet grouting pile construction is changed, a guide hole is firstly adopted to penetrate through an old river dike according to a design drawing, then, rotary jet grouting pile construction is carried out, however, in the rotary jet grouting pile construction process, the ground soil layer is loosened due to the influence of long-term river water tide of an underground soil layer at the position above the old river dike or a riprap layer, grout leakage occurs to cement grout, the rotary jet grouting pile cannot be formed, the construction difficulty is high, the reinforcing effect is poor, and the design requirement cannot be met;
aiming at the difficulty in construction of a position near a river, an inventor improves a reinforcing structure implemented by the position, a pile foundation of the position near the river adopts a steel pipe pile, but the construction can not be carried out by a common drilling method, a high-wind-pressure crawler-type open-air down-the-hole drill carriage capable of down-the-hole drilling is adopted for construction, a riprap layer can be drilled through and directly reach a supporting layer, in addition, the corrosion of river water to the steel pipe for a long time is considered, and a steel sleeve pipe is additionally added on the outer side to protect the steel pipe pile.
Disclosure of Invention
In order to solve the problem, the utility model provides a can be applicable to face existing building pile foundation steel sleeve pile reinforced structure of river existing construction transformation reinforced (rfd) construction convenient, safe, save time limit for a project, satisfy the requirement for quality.
In order to achieve the above object, the utility model adopts the following technical scheme: the existing building pile foundation steel sleeve pile reinforcing structure comprises an original pile and an original bearing platform, wherein at least two steel sleeve piles are arranged around the original bearing platform, and reinforcing steel bar reinforcing structures are arranged around the original bearing platform and the original pile; the steel casing pile comprises a steel casing and a steel pipe, the outer diameter of the steel pipe is smaller than the inner diameter of the steel casing, the steel casing is sleeved on the outer side of the steel pipe, the steel casing is formed by splicing a plurality of sections of steel casing sections, two sections of steel casing sections are connected by adopting a threaded sleeve, the inner sides of two ends of each steel casing section are provided with a section of internal thread, two ends of the threaded sleeve are provided with external threads matched with the internal threads of the inner sides of the steel casing sections, after the two sections of steel casing sections are screwed with the threaded sleeve, the joint is welded and reinforced, and a; the steel pipe is formed by splicing a plurality of sections of steel pipe sections, and the two sections of steel pipe sections are connected through a threaded sleeve; the lower pipe body of the steel pipe is provided with a section of open pore section, the open pore section is provided with a plurality of slurry outlets, and slurry is filled from the inside of the steel pipe to the inside and the outside of the steel pipe; 4R 14 anchor bars are welded at the opening of the steel sleeve pile, the length of the outlet of each anchor bar is 450mm, and the anchor bars are bent by 30 degrees and anchored into an original bearing platform; and pouring cement paste outside the original bearing platform to enable the original pile, the original bearing platform, the steel sleeve pile and the reinforcing steel bar reinforcing structure to be compact and condensed into a whole.
Further, the reinforcing steel bar reinforcing structure comprises short bars, a first main bar, a second main bar, stirrups, tie bars and reinforcing ribs; two grooves are dug around the side face of an original bearing platform, the groove depth is 30-60mm, the width is 80-120mm, R16 short ribs are implanted into the grooves on each side at intervals, the short ribs are 500mm in length and 200mm in depth, 4R 18 first main ribs are arranged on the side face of the original bearing platform and are tightly welded and sealed with the original bearing platform, 4R 25 second main ribs are arranged on the outer side of the original bearing platform in parallel with the first main ribs and are welded and sealed, R12@150 hooped ribs are hooped on the outer sides of the first main ribs and the second main ribs, R8@300 lacing wires are further arranged between the first main ribs and the second main ribs, and 4R 16 reinforcing ribs are arranged on the bottom of the original bearing platform and on each side of the periphery of an original pile in parallel.
Furthermore, the number of the steel sleeve piles is two or three or four or six or eight, and the steel sleeve piles are distributed around the original bearing platform.
Furthermore, the steel sleeve is a seamless steel pipe of Q345B, the diameter is 140 and 180mm, and the wall thickness is 10-15 mm; the steel tube is made of seamless steel tube with diameter of 110-130mm and wall thickness of 5-10 mm.
And further, the steel sleeve is connected with an impact type down-the-hole hammer, the impact type down-the-hole hammer is started to vibrate and drill, and the steel sleeve is driven to drill into the middle weathered layer to be not less than 3 m.
Furthermore, the width of the reinforced steel strip is 15-25cm, the thickness of the reinforced steel strip is 10-15mm, and the reinforced steel strip is fixed on the outer side of the steel sleeve body through welding.
Furthermore, the length of the opening section is 2-3m, a circle of pulp outlet holes are arranged at intervals of 20-30cm in the opening section, two adjacent circles of pulp outlet holes are arranged in a staggered mode at a certain angle, 2-4 pulp outlet holes are arranged in each circle, the pulp outlet holes in each circle are arranged in a staggered mode at a certain angle, and the diameter of each pulp outlet hole is 10-20 mm.
Furthermore, a circle of steel belt is additionally arranged on the outer side of the bottom end of the steel sleeve and serves as a cutting edge, the width of the steel belt is 20-40cm, and the thickness of the steel belt is 10-15 mm.
Further, the length of the internal thread at the inner sides of the two ends of the steel sleeve is 10-15 cm; and the outer side of the steel sleeve is sprayed with a rust inhibitor.
The beneficial effects of the utility model reside in that:
1. on the riverside, a site with deep and thick riprap stone blocks can be used for constructing a steel pipe pile for the existing building reinforcement, an impact type down-the-hole hammer is required to be used for construction, a steel sleeve is constructed in the whole process, and the rock stone layers are prevented from moving, shrinking and drilling; secondly, slurry can be ensured not to flow to a riverbed during grouting, so that the quality of the steel pipe pile is influenced;
2. when the impact type down-the-hole hammer is used for drilling, the impact type down-the-hole hammer is used for impacting and rotating, if a hard layer is met, when a drill bit rebounds, the drill bit can touch the bottom of the steel sleeve to form backward (upward) impact on the steel sleeve, the steel sleeve is welded and reinforced at the joint after the steel sleeve is spliced by adopting the threaded sleeve, and then the reinforced steel belt is welded and reinforced, so that the steel sleeve is spliced more firmly and reliably, and the situation that the drill bit is broken due to the torsion of loosened threads formed by the rebounding impact is prevented;
3. former cushion cap, former stake are implanted, ligature reinforcing bar reinforced structure, pour grout and make former stake, former cushion cap, steel sleeve pipe stake and reinforcing bar reinforced structure closely knit to condense become one wholly, and it is effectual to consolidate, and bearing capacity is high.
4. Adopt the utility model discloses reinforced structure consolidates existing building, and the construction is convenient, safe, has both saved the time limit for a project, satisfies the requirement for quality again, provides experience for the field construction of the shape of the same kind, has fine popularization effect.
Drawings
Fig. 1 is the overall schematic diagram of the reinforcing structure of the present invention.
Fig. 2 is the utility model discloses reinforced structure's steel casing pipe pile section structure sketch map.
Fig. 3 is a schematic structural section of the installation guiding anti-floating device in the implementation process of the reinforcing structure of the present invention.
Fig. 4 is another schematic structural section of the installation guiding anti-floating device in the implementation process of the reinforcing structure of the present invention.
Fig. 5 is another schematic structural diagram of the installation guiding anti-floating device in the implementation process of the reinforcing structure of the present invention.
The reference numbers illustrate: 1-steel casing pipe; 2-a steel pipe; 3-a threaded sleeve; 4-original bearing platform; 5-original pile; 6-steel casing pile; 8-an outer tube guide; 9-an inner tube guide; 10-anti-floating lock catch; 21-slurry outlet holes; 31-a weld; 32-a reinforcing steel strip; 41-groove; 42-short ribs; 43-a first main rib; 44-a second main rib; 45-stirrup; 46-stretching the ribs; 47-a mud jacking pipe; 51-reinforcing ribs; 81-flange bottom surface; 82-outer tube guide sleeve; 91-sleeve; 92-inner tube guide sleeve; 93-bolt; 94-band off bolt.
Detailed Description
Referring to fig. 1-2, the present invention relates to a steel sleeve pile reinforcement structure for an existing building pile foundation, which includes an original pile 5 and an original bearing platform 4, wherein four steel sleeve piles 6 are arranged at a position 200mm away from the outer side of the original bearing platform 4, and a reinforcement structure is arranged around the original bearing platform 4 and the original pile 5; four steel casing piles 6 are arranged outside four angular points of the original bearing platform 4; the steel casing pile 6 comprises a steel casing 1 and a steel pipe 2, the outer diameter of the steel pipe 2 is smaller than the inner diameter of the steel casing 1, the steel casing 1 is sleeved outside the steel pipe 2, the steel casing 1 is formed by splicing a plurality of sections of steel casing sections, two sections of steel casing sections are connected by adopting a threaded sleeve 3, the inner sides of two ends of each steel casing section are provided with a section of internal thread, two ends of each threaded sleeve 3 are provided with external threads matched with the internal threads of the steel casing sections, after the two sections of steel casing sections are screwed with the threaded sleeve 3, the joint is welded and reinforced, and a circle of reinforcing steel strip 32 is arranged outside a; the steel pipe 2 is formed by splicing a plurality of sections of steel pipe, and two sections of steel pipe sections are connected through the threaded sleeve 3; the lower pipe body of the steel pipe 2 is provided with a section of open pore section, the open pore section is provided with a plurality of grout outlet holes 21, and the inside and the outside of the steel pipe 2 are filled with slurry by grouting from the inside of the steel pipe 2; welding 4R 14 anchoring ribs at the position of the pipe orifice of the steel sleeve pile 6, wherein the length of the anchoring rib outlet pipe orifice is 450mm, and the anchoring rib is bent by 30 degrees and anchored into the original bearing platform 4; and (3) pouring cement paste outside the original bearing platform 4 to enable the original pile 5, the original bearing platform 4, the steel sleeve pile 6 and the reinforcing steel bar reinforcing structure to be compact and condensed into a whole.
In this embodiment, the reinforcing structure includes a short bar 42, a first main bar 43, a second main bar 44, a stirrup 45, a tie bar 46, and a reinforcing bar 51; two grooves 41 are drilled around the side face of an original bearing platform, the groove depth is 50mm, the groove width is 100mm, R16 short ribs 42 are implanted into each groove 41 at intervals, the short ribs 42 are 500mm long, the implantation depth is 250mm, 4R 18 first main ribs 43 are arranged on the side face of the periphery of the original bearing platform 4 and are tightly attached to the original bearing platform 4 in a welding and sealing mode, 4R 25 second main ribs 44 are arranged on the outer side of the original bearing platform 4 and are parallel to the first main ribs 43 in a welding and sealing mode, R12@150 stirrups 45 are hooped on the outer sides of the first main ribs 43 and the second main ribs 44, R8@300 lacing wires 46 are further arranged between the first main ribs 43 and the second main ribs 44, and 4R 16 strengthening ribs 51 are arranged on the bottom of the original bearing platform 4 and on each side of the periphery of the original pile 5 in.
In the embodiment, the distance between the steel sleeve pile 6 and the outer side edge of the original bearing platform 4 is 100-300 mm; the number of the steel sleeve piles 6 can be two or three or four or six or eight, and the steel sleeve piles are uniformly distributed around the original bearing platform 4 according to the shape and the size of the original bearing platform 4; as for the square original bearing platform 4 in this embodiment, two steel casing piles 6 may be provided, and are positioned on two side edges or diagonal lines of the original bearing platform 4; four steel casing piles 6 can be arranged and positioned on four sides or four angular points of the original bearing platform 4; the steel casing piles 6 can be arranged into six pieces and are positioned at four angular points and two side edges of the original bearing platform 4; the steel casing piles 6 can be arranged into eight piles, and the eight piles are positioned at four corner points and four side edges of the original bearing platform 4.
In the embodiment, the steel sleeve 1 is a seamless steel pipe made of Q345B, the diameter is 168mm, and the wall thickness is 12 mm; the steel pipe 2 is made of seamless steel pipe with diameter of 121mm and wall thickness of 6 mm.
In the embodiment, the steel sleeve 1 is connected with the impact type down-the-hole hammer, the impact type down-the-hole hammer is started to vibrate and drill, and the steel sleeve 1 is driven to drill into the middle weathered layer to be not less than 3 m.
In this embodiment, the reinforcing steel strip 32 has a width of 20cm and a thickness of 10mm, and is fixed to the outer side of the steel casing 1 by welding.
In the embodiment, the length of the opening section is 2-3m, a circle of pulp outlet holes 21 are arranged at intervals of 20cm in the opening section, two adjacent circles of pulp outlet holes 21 are staggered by a certain angle, 2 pulp outlet holes 21 are arranged in each circle, the pulp outlet holes 21 in each circle are staggered by a certain angle, and the diameter of the pulp outlet holes 21 is 20 mm.
In the embodiment, a circle of steel strip is additionally arranged on the outer side of the bottom end of the steel sleeve 1 to serve as a cutting edge, the width of the steel strip is 30cm, and the thickness of the steel strip is 14 mm.
In the embodiment, the length of the internal thread at the inner sides of the two ends of the steel sleeve 1 is 10-15 cm; and the outer side of the steel sleeve 1 is sprayed with a rust inhibitor.
As shown in fig. 1-3, the steel casing lower pipe needs to be sunk to the designed depth in a mode of drilling the steel casing with an impact down-the-hole hammer, and the concrete construction steps of the existing building pile foundation steel casing pile reinforcing structure are as follows:
(a) paying off and positioning: based on a design drawing, an original bearing platform 4 of an existing building is a square body, the length and the width of the square body are about 1300mm, the height of the square body is about 500mm, a steel casing pipe pile 6 is arranged at each of four corners of the original bearing platform 4, and the distance between the steel casing pipe pile 6 and the outer side edge of the original bearing platform 4 is 200 mm; measuring and setting a pile position for paying off, and marking;
(b) processing a steel sleeve 1 and a steel pipe 2: the outer diameter of the steel pipe 2 is smaller than the inner diameter of the steel sleeve 1, the steel sleeve 1 is formed by splicing a plurality of sections of steel sleeve sections, threads are arranged on the inner sides of two ends of each steel sleeve section, the two sections of steel sleeve sections are connected through threaded sleeves 3, and a circle of steel belt is additionally arranged on the outer side of the bottom end of the steel sleeve 1 to serve as a cutting edge; the steel pipe 2 is formed by splicing a plurality of sections of steel pipes, threads are arranged on the inner sides of two ends of each section of steel pipe, the two sections of steel pipe are connected through threaded sleeves 3, a section of perforated section is arranged on the lower pipe body of the steel pipe 2, a plurality of slurry outlets 21 are arranged on the perforated section, and the slurry outlets 21 are sealed by adhesive paper;
(c) steel casing pipe lower pipe: an outer pipe guider 8 of a guiding anti-floating device is arranged on a horizontal concrete surface a which is pre-cast around a steel sleeve pile position, the outer pipe guider 8 comprises a flange bottom surface 81 and an outer pipe guide sleeve 82 which is arranged on the upper part of the flange bottom surface 81, the outer pipe guider 8 is fixedly arranged on the horizontal concrete surface a through a mounting hole which is arranged on the flange bottom surface 81, the outer pipe guider 8 is sleeved on a steel sleeve 1 through the outer pipe guide sleeve 82 to vertically guide the steel sleeve 1, a first steel sleeve section is arranged in the outer pipe guide sleeve 82, a threaded sleeve 3 is arranged at the top end of the first steel sleeve section and is screwed and fixed at the top end of the first steel sleeve section, a second steel sleeve section is lifted to be aligned with the first steel sleeve section, two steel sleeve threads are aligned after correction, the upper steel sleeve is rotated to be fully screwed, a joint is welded and reinforced, and a circle of reinforcing steel belt 32 is arranged outside a welding seam 31 at the joint after correction, the first steel sleeve section and the second steel sleeve section are hung and lowered, a down-the-hole hammer is hoisted to be firmly connected with the steel sleeve 1, the down-the-hole hammer is started to perform vibration drilling, the lower steel sleeve section is lengthened, and the steps are repeated until the steel sleeve 1 reaches the designed depth;
(d) steel pipe lower tube: after the steel sleeve 1 reaches the designed depth, hole washing is carried out in the steel sleeve 1, wherein the hole washing is carried out in rock 30-50cm, namely, the depth is deepened in the sleeve hole by 30-50 cm; after slag removal, an inner tube guider 9 for guiding an anti-floating device is arranged on the outer tube guider 8, the inner tube guider 9 comprises a cylinder sleeve 91 and an inner tube guide sleeve 92 arranged on the upper part of the cylinder sleeve 91, and at least two anti-floating lock catches 10 on the upper part of the inner tube guider 9; the inner pipe guider 9 is installed at the upper part of the outer pipe guide sleeve 82 by a bolt 93 penetrating through an installation hole on a sleeve 91 of the inner pipe guider 9, the inner pipe guider 9 is sleeved on the steel pipe 2 through the inner pipe guide sleeve 92 to vertically guide the steel pipe 2, a first section of steel pipe section is placed in the inner pipe guide sleeve 92, the two sections of steel pipe section are connected through a threaded sleeve 3, the next section of steel pipe section is continuously connected after all the sections of steel pipe section are screwed, and the steps are repeated until the steel pipe 2 reaches the designed depth;
(e) pouring: after secondary hole cleaning, the anti-floating lock catch 10 is pressed and buckled on an upper pipe opening of the steel pipe 2 to prevent the steel pipe 2 from floating upwards during grouting; the grouting pipe b connected with a slurry pump extends into the steel pipe 2, the distance between the grouting pipe b and the bottom surface of the hole is 25-40 cm, M15 cement mortar is adopted for grouting, a measuring hammer is continuously utilized to measure the rising height in the grouting process, the grouting pipe b is timely disassembled to guarantee reasonable pipe burying depth, the grouting pipe b is prevented from moving left and right during grouting, the vertical axis and the centered position are noticed when the grouting pipe b is lifted, the grouting pipe b is required to be vertically strung for several times before the grouting pipe b is disassembled every time, so that the cement slurry is compact, the floating slurry is timely cleaned after the grouting is finished, and the height of the top surface of an actually-poured pile is 0.3M higher than the design requirement so as to guarantee the strength of the pile body;
(f) excavation of a foundation pit: after the cement slurry poured into the steel sleeve pile 6 is solidified, opening the anti-floating lock catch 10, removing the inner pipe guider 9 and the outer pipe guider 8, excavating the soil around the original bearing platform 4 and the steel sleeve pile 6 in a slope-releasing excavation mode, excavating a foundation pit with the length and the width of about 2000 plus one stone and the depth of about 1000mm, exposing the original pile 5, the original bearing platform 4 and the steel sleeve pile 6, cleaning the soil around the pile, the bottom cushion layer of the original bearing platform 4 and other impurities, and reserving a mud jacking pipe 47;
(g) original bearing platform reinforcement: chiseling two grooves 41 around the side face of an original bearing platform, wherein the groove depth is 50mm, the groove width is 100mm, R16 short ribs 42 are implanted into each groove 41 at intervals, the short ribs 42 are 500mm long, the implantation depth is 250mm, 4R 18 first main ribs 43 are arranged on the side face of the original bearing platform 4 and tightly attached to the original bearing platform 4 for welding and sealing, 4R 25 second main ribs 44 are arranged on the outer side of the original bearing platform 4 and parallel to the first main ribs 43 for welding and sealing, R12@150 stirrups 45 are hooped on the outer sides of the first main ribs 43 and the second main ribs 44, R8@300 pull ribs 46 are further arranged between the first main ribs 43 and the second main ribs 44, 4R 16 reinforcing ribs 51 are arranged on the bottom of the original bearing platform 4 and on each side of the periphery of the original pile 5 in parallel, 4R 14 anchoring ribs are welded at the position of a steel sleeve pile pipe, the anchoring ribs are bent out of 450mm, and are anchored into the original bearing platform 4 at an angle of;
(h) pouring and fixing: and pouring cement slurry into the excavated foundation pit to fill and level up the foundation pit.
In the embodiment, in the step (a), the distance between the steel sleeve piles 6 and the outer side of the original bearing platform 4 is 100mm-300mm, the number of the steel sleeve piles 6 can be two or three or four or six or eight, and the steel sleeve piles are uniformly distributed around the original bearing platform 4 according to the shape and the size of the original bearing platform 4; as for the square original bearing platform 4 in this embodiment, two steel casing piles 6 may be provided, and are positioned on two side edges or diagonal lines of the original bearing platform 4; four steel casing piles 6 can be arranged and positioned on four sides or four angular points of the original bearing platform 4; the steel casing piles 6 can be arranged into six pieces and are positioned at four angular points and two side edges of the original bearing platform 4; the steel casing piles 6 can be arranged into eight piles, and the eight piles are positioned at four corner points and four side edges of the original bearing platform 4.
In this embodiment, after the pile position is located in step (a), a slurry circulation system is required, and a slurry pump and a slurry tank are adopted to ensure the storage of slurry and facilitate the outward transportation of excess slurry.
In the embodiment, in the step (b), the steel sleeve 1 is a seamless steel pipe made of Q345B, the diameter is 168mm, the wall thickness is 12mm, the outer side of the steel sleeve 1 is sprayed with the rust inhibitor, and the length of each section of steel sleeve is 3 m; the material of steel pipe 2 is seamless steel pipe, and the diameter is 121mm, and the wall thickness is 6mm, and every section steel pipe segment length is 3m, and the trompil section length is 2-3m, and every interval 20cm of trompil section sets up round grout outlet 21, and two adjacent circles grout outlet 21 stagger certain angle and set up, and every circle sets up 2 grout outlet 21, and every circle grout outlet 21 staggers certain angle and sets up, and grout outlet 21 diameter is 20 mm.
In the embodiment, slurry preparation is required before the down-the-hole hammer in the step (c) drills, and in the drilling process, slurry with different concentrations is prepared according to different soil layers, so that the slurry not only has the functions of wall protection and slag removal, but also does not influence the drilling speed due to too high concentration.
In the embodiment, in the step (c), the down-the-hole hammer firstly starts drilling at a low speed, and enters normal drilling after the whole drill bit enters a soil layer, and the bottom of the pile needs to drill at a low speed.
In the embodiment, in the step (c), the steel sleeve 1 needs to be sunk into the wind-induced layer not less than 3m, if the steel sleeve 1 cannot be sunk to the required depth, an air suction dredge is used for sucking mud in the sequence of firstly sucking mud from the middle part and then sucking mud from the periphery to sink the steel sleeve 1, the air suction dredge is started, water needs to be added into the steel sleeve 1, and high-pressure water jet is assisted to sink on the outer wall of the steel sleeve 1 if necessary.
In the embodiment, in the step (c), the inner diameter of the outer pipe guide sleeve 82 is 1-3cm larger than the outer diameter of the steel sleeve 1, so that the verticality deviation of the installed steel sleeve segment is less than 0.5%, the plane position deviation of the steel sleeve is less than 3cm, and the center of gravity of the down-the-hole hammer and the central shaft of the steel sleeve 1 are kept in the same straight line as much as possible; when the steel sleeve 1 is lengthened, the axial straightness of the steel sleeve 1 needs to be ensured, groove double-sided welding is adopted for welding, the welding seam is full, and the reinforcing steel belt 32 arranged outside the welding seam 31 is 20cm in width and 10mm in thickness and is fixed outside the steel sleeve 1 through welding.
In this embodiment, in step (c), the steel casing 1 must be fully immersed and measured, so as to ensure that the offset and inclination of the steel casing 1 are within the allowable range.
In this embodiment, in step (d), after the steel pipe 2 is sunk to the designed depth, the top end of the steel pipe 2 can be hammered to ensure that the pile bottom and the rock surface are in close contact.
In the embodiment, in the step (e), the secondary hole cleaning is performed by using a gas lift method, a pipe with a sealed upper end is inserted into the air pressure pipe and the grout outlet pipe, the pipe is inserted into the steel sleeve 1 to a position 20cm away from the bottom of the hole, the air compressor is a high-power air compressor with the power of 20m3/h, and the thickness of the sediment at the bottom of the pile is less than 50 mm.
In the present embodiment, in the step (e), M15 cement mortar is used for pouring; the grouting pipe b adopts a rigid grouting pipe b with the inner diameter phi of 30mm, and water tightness and pressure-bearing tests and checks are carried out on the rigid grouting pipe b according to the standard before the rigid grouting pipe b is used for the first time and after the rigid grouting pipe b is used for a certain time, so that the rubber gasket is prevented from aging, and the good joint of the grouting pipe b is ensured without air leakage.
In this embodiment, after the completion of the pouring in step (e), a static load test is performed after the slurry has reached a certain age.
As shown in fig. 4 to 5, in another embodiment of the construction, in the step (c) and the step (d), the outer pipe guide 8 and the inner pipe guide 9 are made in two halves to adapt to the vertical guiding of the steel casing 1 and the steel pipe 2 with different diameters, wherein the outer sides of the mating surfaces of the inner pipe guide 9 are tightened by tightening bolts 94, and the vertical guiding of the steel casing 1 and the steel pipe 2 with different diameters can be realized by adjusting the tightening bolts 94, so that the structure is simple and the adjustment is convenient.
On the riverside, the first key of site construction of the steel pipe pile with deep and thick riprap stones is to drill a lower pipe, and a geological drilling machine, a diamond bit or an alloy bit is adopted, so that the riprap stones are loose and unfixed, the riprap stones are difficult to pass and are easy to block, an impact down-the-hole hammer is required to be used for the whole-course steel sleeve follow-up construction, and the steel sleeve follow-up can prevent the rock layer from moving and contracting and blocking the drill; secondly, slurry can be ensured not to flow to a riverbed during grouting, so that the quality of the steel pipe pile is influenced;
when the down-the-hole hammer is used for drilling, the down-the-hole hammer not only impacts but also rotates, if a hard layer is met, when a drill bit rebounds, the drill bit can touch the bottom of the steel sleeve to form backward (upward) impact on the steel sleeve, and when the down-the-hole hammer rebounds to impact the bottom of the steel sleeve, the drill bit rotates, so that torque force for loosening threads is formed, the down-the-hole hammer continuously rebounds, threads are continuously loosened, certain connectors are loosened, and pipe breakage is caused; therefore, after the steel sleeve sections are spliced by the threaded sleeves, the joints are welded and reinforced, and then the reinforced steel belts are welded and reinforced, so that the steel sleeve sections are welded and reinforced, and then the reinforced steel belts are welded and reinforced outside the welding seams to further reinforce, the steel sleeve sections are spliced more firmly and reliably by the multiple reinforcing structure, and the condition that the drill bit is broken due to rebound impact and torsion of the rotary drill bit for forming loosened threads is avoided;
the utility model discloses steel casing pipe stake reinforced structure in hole in the pit is applicable to the place that has the indiscriminate piece stone of throwing of depth, is applicable to the loose place that runs the thick liquid easily of ground soil layer equally, and steel casing pipe stake among this reinforced structure all reaches the design play and asks through the hydrostatic test quality, gains good effect, the utility model discloses simple structure, construction is convenient, safety, has both saved the time limit for a project, satisfies the requirement for quality again, provides experience for the field construction of the shape of the same kind, has fine popularization effect.
The above embodiments are only for describing the preferred embodiments of the present invention, and are not intended to limit the scope of the present invention, and various modifications and improvements made by the technical solution of the present invention by those skilled in the art are all within the scope of the present invention as defined by the claims.
Claims (9)
1. Existing building pile foundation steel sleeve pile reinforced structure, including former stake (5) and former cushion cap (4), its characterized in that: arranging at least two steel sleeve piles (6) around the original bearing platform (4) and arranging reinforcing steel bar reinforcing structures around the original bearing platform (4) and the original piles (5); the steel casing pile (6) comprises a steel casing (1) and a steel pipe (2), the outer diameter of the steel pipe (2) is smaller than the inner diameter of the steel casing (1), the steel casing (1) is sleeved outside the steel pipe (2), the steel casing (1) is formed by splicing a plurality of sections of steel casing sections, two sections of steel casing sections are connected by a threaded sleeve (3), inner sides of two ends of each steel casing section are provided with a section of internal thread, two ends of each threaded sleeve (3) are provided with external threads matched with the internal thread of the inner side of each steel casing section, after the two sections of steel casing sections are screwed with the threaded sleeve (3), a joint is welded and reinforced, and a circle of reinforcing steel strip (32) is arranged outside a welding seam (31); the steel pipe (2) is formed by splicing a plurality of sections of steel pipes and is connected with two sections of steel pipe sections through a threaded sleeve (3); a section of open hole section is arranged on the lower pipe body of the steel pipe (2), the open hole section is provided with a plurality of slurry outlets (21), and slurry is filled from the inside of the steel pipe (2) to the inside and the outside of the steel pipe (2); 4R 14 anchoring ribs are welded at the position of the pipe orifice of the steel sleeve pile (6), the length of the anchoring rib outlet pipe orifice is 450mm, and the anchoring rib is bent by 30 degrees and anchored into an original bearing platform (4); and (3) pouring cement paste outside the original bearing platform (4) to enable the original pile (5), the original bearing platform (4), the steel sleeve pile (6) and the reinforcing steel bar reinforcing structure to be compact and condensed into a whole.
2. The existing building pile foundation steel sleeve pile reinforcing structure according to claim 1, characterized in that: the reinforcing steel bar reinforcing structure comprises a short bar (42), a first main bar (43), a second main bar (44), a stirrup (45), a tie bar (46) and a reinforcing bar (51); two grooves (41) are drilled around the side face of an original bearing platform, the groove depth is 30-60mm, the width is 80-120mm, R16 short ribs (42) are implanted into each side groove (41) at intervals, the length of each short rib (42) is 400-500mm, the implantation depth is 200-300mm, 4R 18 first main ribs (43) are arranged on the side face of the original bearing platform (4) and tightly attached to the original bearing platform (4) in a welding mode, 4R 25 second main ribs (44) are arranged on the outer side of the original bearing platform (4) in parallel with the first main ribs (43) in a welding mode and are tightly attached to the outer side of the first main ribs (43) and the outer side of the second main ribs (44), R12@150 stirrups (45) are hooped between the first main ribs (43) and the second main ribs (44), 4R 8@300 stirrups (46) are further arranged between the first main ribs (43) and the second main ribs (44), and 4R 16 reinforcing ribs (51) are arranged on the bottom of the original bearing.
3. The existing building pile foundation steel sleeve pile reinforcing structure according to claim 1, characterized in that: the number of the steel sleeve piles (6) is two or three or four or six or eight, and the steel sleeve piles are distributed around the original bearing platform (4).
4. The existing building pile foundation steel sleeve pile reinforcing structure according to claim 1, characterized in that: the steel sleeve (1) is a seamless steel pipe of Q345B, the diameter is 140 mm and 180mm, and the wall thickness is 10-15 mm; the steel pipe (2) is made of a seamless steel pipe, the diameter is 110-130mm, and the wall thickness is 5-10 mm.
5. The existing building pile foundation steel sleeve pile reinforcing structure according to claim 1, characterized in that: the steel sleeve (1) is connected with the impact type down-the-hole hammer, the impact type down-the-hole hammer is started to vibrate and drill, and the steel sleeve (1) is driven to drill into the middle weathered layer to be not less than 3 m.
6. The existing building pile foundation steel sleeve pile reinforcing structure according to claim 1, characterized in that: the width of the reinforced steel belt (32) is 15-25cm, the thickness of the reinforced steel belt is 10-15mm, and the reinforced steel belt is fixed on the outer side of the steel sleeve (1) through welding.
7. The existing building pile foundation steel sleeve pile reinforcing structure according to claim 1, characterized in that: the length of the opening section is 2-3m, a circle of pulp outlet holes (21) are arranged at intervals of 20-30cm in the opening section, two adjacent circles of pulp outlet holes (21) are arranged in a staggered mode at a certain angle, 2-4 pulp outlet holes (21) are arranged in each circle, the pulp outlet holes (21) in each circle are arranged in a staggered mode at a certain angle, and the diameter of each pulp outlet hole (21) is 10-20 mm.
8. The existing construction pile foundation steel sleeve pile reinforcing structure according to claim 1, 4 or 5, wherein: and a circle of steel belt is additionally arranged on the outer side of the bottom end of the steel sleeve (1) and serves as a cutting edge, the width of the steel belt is 20-40cm, and the thickness of the steel belt is 10-15 mm.
9. The existing construction pile foundation steel sleeve pile reinforcing structure according to claim 1, 4 or 5, wherein: the length of the internal threads on the inner sides of the two ends of the steel sleeve (1) is 10-15 cm; and a rust inhibitor is sprayed on the outer side of the steel sleeve (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921726683.3U CN210975801U (en) | 2019-10-15 | 2019-10-15 | Existing building pile foundation steel sleeve pile reinforced structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921726683.3U CN210975801U (en) | 2019-10-15 | 2019-10-15 | Existing building pile foundation steel sleeve pile reinforced structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN210975801U true CN210975801U (en) | 2020-07-10 |
Family
ID=71421111
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201921726683.3U Active CN210975801U (en) | 2019-10-15 | 2019-10-15 | Existing building pile foundation steel sleeve pile reinforced structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN210975801U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112211185A (en) * | 2020-09-29 | 2021-01-12 | 王庆利 | Screw-in type circular steel tube concrete pile lengthening structure and construction method |
| CN117926841A (en) * | 2024-03-25 | 2024-04-26 | 内蒙古蒙草土壤科技有限责任公司 | Method for carrying out ecological repairing on high-steep-slope rock mass by using long plant growth bag filling and laying equipment |
-
2019
- 2019-10-15 CN CN201921726683.3U patent/CN210975801U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112211185A (en) * | 2020-09-29 | 2021-01-12 | 王庆利 | Screw-in type circular steel tube concrete pile lengthening structure and construction method |
| CN117926841A (en) * | 2024-03-25 | 2024-04-26 | 内蒙古蒙草土壤科技有限责任公司 | Method for carrying out ecological repairing on high-steep-slope rock mass by using long plant growth bag filling and laying equipment |
| CN117926841B (en) * | 2024-03-25 | 2024-06-04 | 内蒙古蒙草土壤科技有限责任公司 | Method for carrying out ecological repairing on high-steep-slope rock mass by using long plant growth bag filling and laying equipment |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| JP7266228B2 (en) | Ultra-long and small-diameter borehole pile construction method | |
| CN111733828A (en) | Large-section deep foundation pit fender pile and prestressed anchor cable supporting construction technology | |
| CN110499772B (en) | Construction method of rock riverbed double-layer steel sheet pile cofferdam | |
| CN110593258B (en) | Reinforcing construction method and reinforcing structure for steel sleeve pile of existing building pile foundation | |
| CN109778869A (en) | Foundation ditch construction method | |
| CN113174961B (en) | Foundation pit slope supporting method | |
| CN108316339A (en) | A kind of construction method of water penetration geology large size arch bridge base | |
| CN112502139A (en) | Construction method for excavation of deep pit by three-axis stirring pile curtain water stop and rotary digging cast-in-place pile support | |
| CN210975801U (en) | Existing building pile foundation steel sleeve pile reinforced structure | |
| CN112609690A (en) | Construction method of rotary drilling cast-in-place pile in sea-filling geological complex area | |
| CN216194901U (en) | Unloading plate type retaining wall structure for large-span underground garage | |
| CN112627212B (en) | Water-faced cofferdam inner tube well dewatering dry excavation construction method | |
| CN113737780A (en) | Underwater rock-socketed concrete pile and construction method thereof | |
| CN110258600B (en) | Vertical cofferdam construction method suitable for deepwater area | |
| CN111794256A (en) | Construction method of underwater pile cap in river flood discharge area | |
| CN115748786A (en) | Drainage sinking construction method for pipe-jacking circular open caisson | |
| CN115787642A (en) | Construction method suitable for drilling covering layer easy to collapse | |
| CN115717397A (en) | Larsen steel sheet pile and prestressed anchor cable combined supporting construction method | |
| CN112709252B (en) | Bearing platform construction method in semi-water flooding steep rock slope | |
| CN209816867U (en) | A supporting construction for peripheral foundation ditch of existing building | |
| CN115324039B (en) | Construction process of simple foundation pile | |
| CN113373915B (en) | Method for reinforcing steel column pile structure | |
| CN218148481U (en) | Temporary support structure for trestle pile and trestle pile group | |
| RU2809049C1 (en) | Method for constructing bridge support in water area | |
| CN113846695B (en) | Reverse construction method basement construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |