CN203878590U - Post-reinforcement structure for cast-in-place piles - Google Patents
Post-reinforcement structure for cast-in-place piles Download PDFInfo
- Publication number
- CN203878590U CN203878590U CN201420244040.6U CN201420244040U CN203878590U CN 203878590 U CN203878590 U CN 203878590U CN 201420244040 U CN201420244040 U CN 201420244040U CN 203878590 U CN203878590 U CN 203878590U
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- way valve
- mortar
- floral tube
- cast
- tube
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Abstract
The utility model discloses a post-reinforcement structure for cast-in-place piles. The post-reinforcement structure comprises a geological drilling rig, a universal joint, a plurality of drilling rods, threaded tube loops, a grouting pump, a mortar conveying tube, a one-way valve, a floral tube and a drill bit. A lifting frame is arranged on the geological drilling rig, the lifting frame is arranged on a guide rail and drives the drilling rods to move, the drilling rods are connected with one end of the mortar conveying tube of the grouting pump through the universal joint, the other end of the mortar conveying tube is connected with the geological drilling rig, the adjacent drilling rods are connected through the threaded tube loops, the drilling rods are connected with a mortar inlet of the one-way valve through the threaded tube loops, the mortar outlet end of the one-way valve and the root portion of the drill bit are connected with the two ends of the floral tube respectively, a plurality of conical grouting holes are formed in the wall of the floral tube, each grouting hole is correspondingly provided with a metal plug sheet with the shape identical to that of the corresponding grouting hole, and the metal plug sheets are arranged on the walls of the grouting holes in a spot pasting mode through metal glue to seal and plug the grouting holes. The post-reinforcement structure has the advantages that the bearing capacity of the cast-in-place piles is obviously improved, the settling volume of the cast-in-place piles is greatly lowered, and the structure is suitable for reinforcement construction of all the cast-in-place piles including tube-sinking cast-in-situ piles.
Description
Technical field
The utility model relates to a kind of ruggedized construction, relates in particular to a kind of castinplace pile post-reinforcing structure, belongs to the realm of building construction.
Background technology
In the realm of building construction, in order to improve pouring pile bearing capacity or to reduce pile body settling amount, increase the method that stake footpath or the long people of being of stake the most directly expect, but this method can increase construction cost undoubtedly greatly; And the shape of change stake as stake end changed into enlarged footing form, or changes pile body into extruded and extended pile, it is also very common solution; In addition, adopt castinplace pile Post Grouting Technique also can realize above-mentioned purpose, but this method needs bury grouting steel conduit underground in advance in the cage of reinforcement of castinplace pile, grouting and reinforcing again after cast-in-place pile concrete casting complete, and existing grouting behind shaft or drift lining reinforcing technique be not suitable for tube-sinking cast-in-situ pile.
Above-mentioned all measures or method have a common feature, just determine and need to take appropriate measures exactly in the castinplace pile design stage, belong to Prior Control measure; If when castinplace pile has been constructed rear while just finding that its supporting capacity or pile body settling amount can not meet design requirement according to a conventional method, above-mentioned Prior Control measure is helpless, in such cases, take piling, expand cushion cap area etc. afterwards remedial measure be inevitable, undoubtedly, this class measure will make construction cost increase a lot.
Therefore,, for addressing the above problem, spy provides a kind of new technical scheme.
Utility model content
The utility model provides a kind of castinplace pile post-reinforcing structure.
The technical solution adopted in the utility model is:
A kind of castinplace pile post-reinforcing structure, comprise geological drilling rig, universal joint, many drilling rods, screw thread pipe collar, grouting pump, feed pipe for mortar, one way valve, floral tube and drill bit, on described geological drilling rig, crane is installed, described crane is located on guide rail and is driven drilling rod motion, drilling rod is connected by universal joint with feed pipe for mortar one end of grouting pump, the other end of described feed pipe for mortar is connected with geological drilling rig, between adjacent drill pipes and drilling rod, between the pulp inlet of drilling rod and one way valve, all by screw thread pipe collar, be connected, pulp one end of described one way valve and drill bit root are connected with floral tube two ends respectively, on described floral tube wall, there are a plurality of taper injected holes, each injected hole is to there being the metal jam that shape is identical with it, described metal jam is bonded on slip casting hole wall injected hole is blocked by metal-to-metal adhesive point.
Slip casting hole wall outer diameter is greater than interior along diameter.
In described one way valve, be provided with undirectional hole, non-return steel ball and slurry outlet, described undirectional hole end is slurry outlet, and inside is provided with non-return steel ball.
Described two ends of drill, one way valve two ends and drill bit root are all processed into male thread, and floral tube two ends are processed with the interior screw thread corresponding with two ends of drill, one way valve two ends and drill bit root male thread with screw thread pipe collar inside.
Along floral tube wall hoop, be evenly provided with 3-4 injected hole of every row, adjacent two row's injected hole distances are 25-45mm.
The beneficial effects of the utility model are: take reasonably reinforcement measure afterwards, increasing under the prerequisite of lower cost, can significantly improve pouring pile bearing capacity, significantly reduce castinplace pile settling amount, be applicable to comprise the strengthening construction of all castinplace piles of tube-sinking cast-in-situ pile;
Utilize geological drilling rig, drilling rod is pierced in pile body periphery soil layer, according to pile body periphery soil layer actual conditions, to grouting in soil mass in stake substratum, pile body periphery certain limit, reinforce pile bottom sediment and pile body mud skin, at the bottom of stake and a soil body for stake side certain limit, coarse-grained soil plays reinforcement effect by splitting and unsaturation loose ground by the mode slip casting of densification by infiltration, fine grained soils, thereby increase pile side resistance and end resistance, improve bearing capacity of single pile, reduce pile foundation settlement.
Accompanying drawing explanation
Below in conjunction with the drawings and specific embodiments, the utility model is described in further detail.
Fig. 1 is working state figure of the present utility model.
Fig. 2 is drilling rod arrangement of boring holes figure in Fig. 1.
Fig. 3 is the structural representation of universal joint in Fig. 1, and wherein a is plan view, and b is side elevational view, and c is A-A sectional drawing.
Fig. 4 is the structural representation of drilling rod in Fig. 1, and wherein a is plan view, and b is side elevational view, and c is B-B sectional drawing.
Fig. 5 is the structural representation of screw thread pipe collar in Fig. 1, and wherein a is plan view, and b is side elevational view, and c is C-C sectional drawing.
Fig. 6 is the structural representation of one way valve in Fig. 1, and wherein a is plan view, and b is side elevational view, and c is D-D sectional drawing.
Fig. 7 is the structural representation of floral tube in Fig. 1, and wherein a is plan view, and b is side elevational view, and c is E-E sectional drawing.
Fig. 8 is the structural representation of metal jam in Fig. 1, and wherein a is plan view, and b is F-F sectional drawing.
Fig. 9 is the structural representation of drill bit in Fig. 1, and wherein a is plan view, and b is side elevational view, and c is G-G sectional drawing.
Figure 10 is the connection layout of each parts of the utility model.
Wherein: 1, universal joint, 2, drilling rod, 3, screw thread pipe collar, 4, one way valve, 5, floral tube, 6, drill bit, 7, geological drilling rig, 8, grouting pump, 9, cement paste, 10, castinplace pile, 11, undirectional hole, 12, non-return steel ball, 13, slurry outlet, 14, injected hole, 15, metal jam, 16, motor, 17, guide rail, 18, crane, 19, feed pipe for mortar, 20, position, drilling rod hole.
The specific embodiment
In order to deepen understanding of the present utility model, below in conjunction with embodiment and accompanying drawing, to of the present utility model, be described in further detail, this embodiment only, for explaining the utility model, does not form the restriction to protection domain of the present utility model.
As Figure 1-10 shows, a kind of castinplace pile post-reinforcing structure of the present utility model, comprise geological drilling rig 7, universal joint 1, many drilling rods 2, screw thread pipe collar 3, grouting pump 8, feed pipe for mortar 19, one way valve 4, floral tube 5 and drill bit 6, crane 18 is installed on geological drilling rig 7, crane 18 is located on guide rail 17 and is driven drilling rod 2 motions, drilling rod 2 is connected by universal joint 1 with feed pipe for mortar 19 one end of grouting pump 8, the other end of feed pipe for mortar 19 is connected with geological drilling rig 7, between adjacent drill pipes 2 and drilling rod 2, between the pulp inlet of drilling rod 2 and one way valve 4, all by screw thread pipe collar 3, be connected, pulp one end of one way valve 4 and drill bit 6 roots are connected with floral tube 5 two ends respectively, on floral tube 5 walls, there are a plurality of taper injected holes 14, each injected hole 14 is to there being the metal jam 15 that shape is identical with it, metal jam 15 is bonded on slip casting hole wall injected hole 14 is blocked by metal-to-metal adhesive point,
Injected hole 14 wall outer diameters are greater than interior along diameter;
As shown in Figure 6, be provided with undirectional hole 11, non-return steel ball 12 and slurry outlet 13 in one way valve 4, undirectional hole 11 ends are slurry outlet 13, and inside is provided with non-return steel ball 12;
Drilling rod 2 two ends, one way valve 4 two ends and drill bit 6 roots are all processed into male thread, and floral tube 5 two ends are processed with the interior screw thread corresponding with drilling rod 2 two ends, one way valve 4 two ends and drill bit 6 root male threads with screw thread pipe collar 3 inside;
As shown in Figure 7, along floral tube 5 wall hoops, be evenly provided with 3-4 injected hole 14 of every row, adjacent two row's injected hole 14 distances are 25-45mm.
The beneficial effects of the utility model are: take reasonably reinforcement measure afterwards, increasing under the prerequisite of lower cost, can significantly improve pouring pile bearing capacity, significantly reduce castinplace pile settling amount, be applicable to comprise the strengthening construction of all castinplace piles of tube-sinking cast-in-situ pile;
Utilize geological drilling rig, drilling rod is pierced in pile body periphery soil layer, according to pile body periphery soil layer actual conditions, to grouting in soil mass in stake substratum, pile body periphery certain limit, reinforce pile bottom sediment and pile body mud skin, at the bottom of stake and a soil body for stake side certain limit, coarse-grained soil plays reinforcement effect by splitting and unsaturation loose ground by the mode slip casting of densification by infiltration, fine grained soils, thereby increase pile side resistance and end resistance, improve bearing capacity of single pile, reduce pile foundation settlement.
The course of work of the present utility model: arrange position, drilling rod hole 20 according to castinplace pile 10 diameter of intending reinforcing, in position, drilling rod hole, 20 vertical direction are set up geological drilling rig 7, utilize metal jam 15 by metal-to-metal adhesive point, to be bonded on the slip casting hole wall of floral tube 5, injected hole 14 is blocked, again floral tube 5 two ends are screwed in respectively to drill bit 6 roots and one way valve 4 grout outlet ends, then one way valve 4 pulp inlet ends are connected with first drilling rod 2, finally first drilling rod 2 passed on the vertically-displacable motor 16 of geological drilling rig 7 and tightened, adjust rig position, make drill bit 6 accurate mating holes Wei20 centers, make drilling rod 2 in plumbness simultaneously,
Start geological drilling rig 7, drill bit 6 is pierced in soil layer, along with drilling rod 2 constantly pierces soil layer, the vertically-displacable motor 16 of rig 7 is down to motor slide rails 17 bottom, complete one and creep into stroke, now, unscrew the drilling rod 2 on punching motor 16, lifting motor 16 is to guide rail 17 highest points, another root drilling rod 2 is passed to motor 16, by screw thread pipe collar 3, be connected with previous drilling rod 2 roots, then by after the drilling rod 2 that connects be tightened on motor 16, start rig 7, continue to creep into operation, so repeat, until drill bit 6 is no less than 0.5 m at the bottom of being drilled into 10 of castinplace piles below,
The outlet of grouting pump 8 feed pipe for mortar 19 is fixed on the crane 18 of rig 7, and this outlet is connected by universal joint 1 with end drilling rod 2, then start grouting pump 8, make cement paste 9 flow through successively drilling rod 2, the undirectional hole 11 of one way valve 4, slurry outlet 13 injects floral tube interior 5, because slip casting hole wall is that outer diameter is greater than the interior taper along diameter, metal jam 15 shapes are identical with it, therefore, metal jam 15 can bear the pressure coming from the outside well, guarantee that floral tube 5 is in boring native process, injected hole 14 on its tube wall can not stopped up by earth, when cement paste 9 injects after floral tube 5, from the water under high pressure mud 9 in floral tube 5, be easy to wash out metal jam 15, make cement paste 9 inject smoothly the stake end, in the soil body in stake side and certain limit thereof, can realize two objects, the one, the reinforcing to pile bottom sediment and pile body mud skin, the 2nd, to passing through to infiltrate with the soil body coarse-grained soil of stake side certain limit at the bottom of stake, fine grained soils plays reinforcement effect by splitting and unsaturation loose ground by the mode slip casting of densification.
According to pre-determined construction parameter, at the bottom of stake and the work progress reinforced of segmenting slip casting from bottom to top of stake side control, when the cement amount of every section of slip casting reaches after pre-determined amount, can think that this section of Cementer completes.Now, close grouting pump 8, because the extraneous cement paste 9 of floral tube wall is communicated with the cement paste 9 in floral tube 5 by injected hole 14, be subject to slip casting squeezing action, the generation pressure that backflows, the cement paste 9 backflowing promotes the reverse movement of non-return steel ball 12 in one way valve 4 and blocks undirectional hole 11, makes cement paste 9 adverse current can not occur.Start rig 7 backwards rotation, drive drill bit 5 blades in water of compaction mud-soil body mixture, to produce the reaction force promoting, by lifting motor 16, make drilling rod 2 upwards be promoted to next slip casting section (crane 18 and motor 16 Synchronous liftings), stop lifting motor 16, then start grouting pump 8, start the slip casting operation of lower new a section.When motor 16 lifting capacitys surpass drilling rod 2 length, end drilling rod 2 is removed and cleaned out, fall motor 16 and again through after drilling rod 2, tighten, adjust motor 16 positions and make floral tube 5 in needing slip casting position, then drilling rod 2 ends are connected with the universal joint 1 of feed pipe for mortar 19, continue slip casting.So circulation, until this last slip casting section operation in position, hole 20 completes.When slip casting finishes, by design maximum pressure voltage stabilizing, hold after lotus 8min, when slip casting total amount and pressure all reach designing requirement, or slip casting total amount reaches when designing 75%, grouting pressure surpasses design pressure, or pile body recruits a large amount to surpass 3mm, and it is qualified that slip casting operation quality is assert.Again rig 7 is moved to other position, hole 20, repeat above-mentioned steps operation, until the porose position slip casting of institute completes.
The above; it is only preferred embodiment of the present utility model; be not the utility model to be done to the restriction of any other form, and according to any modification or equivalent variations that technical spirit of the present utility model is done, still belong to the utility model scope required for protection.
Claims (5)
1. a castinplace pile post-reinforcing structure, it is characterized in that: comprise geological drilling rig, universal joint, many drilling rods, screw thread pipe collar, grouting pump, feed pipe for mortar, one way valve, floral tube and drill bit, on described geological drilling rig, crane is installed, described crane is located on guide rail and is driven drilling rod motion, drilling rod is connected by universal joint with feed pipe for mortar one end of grouting pump, the other end of described feed pipe for mortar is connected with geological drilling rig, between adjacent drill pipes and drilling rod, between the pulp inlet of drilling rod and one way valve, all by screw thread pipe collar, be connected, pulp one end of described one way valve and drill bit root are connected with floral tube two ends respectively, on described floral tube wall, there are a plurality of taper injected holes, each injected hole is to there being the metal jam that shape is identical with it, described metal jam is bonded on slip casting hole wall injected hole is blocked by metal-to-metal adhesive point.
2. a kind of castinplace pile post-reinforcing structure according to claim 1, is characterized in that: slip casting hole wall outer diameter is greater than interior along diameter.
3. a kind of castinplace pile post-reinforcing structure according to claim 1, is characterized in that: in described one way valve, be provided with undirectional hole, non-return steel ball and slurry outlet, described undirectional hole end is slurry outlet, and inside is provided with non-return steel ball.
4. a kind of castinplace pile post-reinforcing structure according to claim 1, it is characterized in that: described two ends of drill, one way valve two ends and drill bit root are all processed into male thread, floral tube two ends are processed with the interior screw thread corresponding with two ends of drill, one way valve two ends and drill bit root male thread with screw thread pipe collar inside.
5. a kind of castinplace pile post-reinforcing structure according to claim 1, is characterized in that: along floral tube wall hoop, be evenly provided with 3-4 injected hole of every row, adjacent two row's injected hole distances are 25-45mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420244040.6U CN203878590U (en) | 2014-05-14 | 2014-05-14 | Post-reinforcement structure for cast-in-place piles |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420244040.6U CN203878590U (en) | 2014-05-14 | 2014-05-14 | Post-reinforcement structure for cast-in-place piles |
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| Publication Number | Publication Date |
|---|---|
| CN203878590U true CN203878590U (en) | 2014-10-15 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201420244040.6U Withdrawn - After Issue CN203878590U (en) | 2014-05-14 | 2014-05-14 | Post-reinforcement structure for cast-in-place piles |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103953051A (en) * | 2014-05-14 | 2014-07-30 | 江苏南通三建集团有限公司 | Cast-in-place pile post-reinforcing structure |
| CN106759559A (en) * | 2016-12-16 | 2017-05-31 | 中建四局第建筑工程有限公司 | A kind of steel pipe reinforces piling strtucture and its construction method |
| CN111173020A (en) * | 2020-02-24 | 2020-05-19 | 东南大学 | Pushing device and method for improving horizontal bearing performance of low bearing platform |
-
2014
- 2014-05-14 CN CN201420244040.6U patent/CN203878590U/en not_active Withdrawn - After Issue
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103953051A (en) * | 2014-05-14 | 2014-07-30 | 江苏南通三建集团有限公司 | Cast-in-place pile post-reinforcing structure |
| CN103953051B (en) * | 2014-05-14 | 2016-08-24 | 江苏南通三建集团有限公司 | A kind of bored concrete pile post-reinforcing structure |
| CN106759559A (en) * | 2016-12-16 | 2017-05-31 | 中建四局第建筑工程有限公司 | A kind of steel pipe reinforces piling strtucture and its construction method |
| CN111173020A (en) * | 2020-02-24 | 2020-05-19 | 东南大学 | Pushing device and method for improving horizontal bearing performance of low bearing platform |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20141015 Effective date of abandoning: 20160824 |
|
| C25 | Abandonment of patent right or utility model to avoid double patenting |