CN103628509A - Double-casing structure formed by inner casing and outer casing for pile foundation bearing capacity test and made of different materials, and construction method thereof - Google Patents
Double-casing structure formed by inner casing and outer casing for pile foundation bearing capacity test and made of different materials, and construction method thereof Download PDFInfo
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Abstract
The invention relates to a double-casing structure formed by an inner casing and an outer casing for a pile foundation bearing capacity test and made of different materials, and a construction method thereof. The double-casing structure comprises the inner casing and the outer casing. The inner casing is concentrically arranged in a casing cavity of the outer casing in a sleeved mode, a plurality of sealing limiting grooves are formed in the surface of the outer wall of the inner casing in the axial direction, and O-shaped rubber rings are embedded in the sealing limiting grooves. The inner casing is formed by a plurality of pipe sections of glass reinforced plastic sand pipe. Based on the length of a foundation pile, carbon fibers and high-strength adhesives are connected in a winding mode, so that the pipe sections are connected to be a whole. The outer casing is formed by a plurality of pipe sections of HDPE double-wall corrugated pipe. Based on the length of the foundation pile, a socket hot melting butt joint mode is adopted, so that the pipe sections are connected to be a whole. The double-casing structure formed by the inner casing and the outer casing for the pile foundation bearing capacity test and made of different materials, and the construction method thereof have the advantages that the HDPE double-wall corrugated pipe is adopted in the outer casing, the outer surface of the HDPE double-wall corrugated pipe is in an uneven groove corrugation shape, the HDPE double-wall corrugated pipe can be tightly combined with water and soil around the outside of the pipe, the friction force with soil mass is increased, when the pile foundation bearing capacity is tested, the outer casing can not slide easily, and therefore the displacement of the inner casing can be well guided in the decomposing loading process during the pile foundation bearing capacity test.
Description
Technical field
The present invention relates to the construction technology of the front pile foundations of Deep Foundation Pit excavation such as a kind of building, municipal administration, bridge, relate in particular to double-tube structure and construction method thereof that a kind of inner and outer pipes for bearing capacity of pile foundation test adopts unlike material.
Background technology
In existing piling Technology, when bored pile construction, for accurately single pile resistance to compression or the resistance to plucking ultimate bearing capacity of the following permanent pile foundation of top mark height designed at the end, test hole, adopt two steel sleeves that pile body and foundation ditch inner rim water and soil are isolated completely, like this can relative efficiency the ground impact of side direction frictional resistance on bearing capacity of single pile test result of eliminating above (more than Pile Foundations Design top mark height) the pile foundation periphery water and soil of excavation of foundation pit face, thereby the accuracy of guarantee test result.The inventor has proposed the application of < < double sleeve for pile foundation test and construction technique > > thereof to China Intellectual Property Office in April, 2009, being authorized notification number is CN 101545270 B, the inventor is through constantly the putting into practice of successive projects, perfect on this basis, overcome former methodical weak point, guarantee the safety of test pile and reliable, formed the two sleeve pipe Test Application technology of pile foundation of science, system simultaneously.
Summary of the invention
The object of this invention is to provide a kind ofly there is lightweight, high specific strength, pollution-free and connected mode adopts the double-tube structure of unlike material flexibly for the inner and outer pipes of bearing capacity of pile foundation test.Another object of the present invention is to provide the construction method of this double-tube structure.
The present invention is by the following technical programs in to realize: a kind of inner and outer pipes for bearing capacity of pile foundation test adopts the double-tube structure of unlike material, it contains inner sleeve, outer tube, described inner sleeve concentric locking collar is placed in the tube chamber of outer tube, the outer wall surface of inner sleeve is provided with some road sealing limited impressions vertically, in sealing limited impression, be embedded with " O " type rubber ring, described inner sleeve is comprised of some pipeline section glass reinforced plastic sand pipe, according to foundation pile length, by carbon fiber and high strength bonding glue, be intertwined and connected some pipeline sections are linked into an integrated entity, it is characterized in that: described outer tube is comprised of some pipeline section HDPE double-wall corrugated pipes, according to foundation pile length, adopt socket hot-melting docking that some pipeline sections are linked into an integrated entity.
Described outer tube HDPE double-wall corrugated pipe docking concentricity deviation < 2mm.
Described inner sleeve, the annular space shutoff that outer tube top pipe end is relative have sponge.
Described inner sleeve, the annular space that outer sleeve bottom pipe end is relative are fixed with sealing wire brush.
A construction method that adopts the double-tube structure of unlike material for the inner and outer pipes of bearing capacity of pile foundation test, is characterized in that, step is as follows:
Before step 1, pile foundation construction, first carry out levelling of the land and pour into a mould the thick plain concrete bed course of 100 ~ 150mm, according to after measurement of pile foundation setting-out, adopt hand excavation, bury casing underground, more than casing internal diameter should be greater than outer tube external diameter 10cm, more than the depth of burying of casing should enter undisturbed soil 20cm;
Step 6, will slowly sink to the inner sleeve connecting be arranged in the stake hole of outer tube, and guarantee that outer and the gap between outer sleeve inner wall of " O " type rubber ring on inner sleeve are 3mm ± 1mm; When sinking finishes, the bottom of this inner sleeve should embed in the soil layer below outer sleeve bottom, and lower than outer tube bottom 30cm, the upper end of inner sleeve should be higher than outer sleeve upper 30cm simultaneously, the fixing wire brush in inner sleeve bottom is used for shutoff and stops on mud going here and there and entering in internal and external casing gap;
Step 7, the reinforcing cage that hangs pile body put in place, and continuous pouring pile concrete after secondary pile hole cleaning completes the construction of the two sleeve pipes of pile foundation, adopts the packing material temporary plugging internal and external casing top annular spaces such as sponge, prevents that the soil body and foreign material etc. from falling into;
Step 8, after test pile curing time, reaches 28 days or designs other and requires, cleaning and expose pile crown, has required pile crown structural strengthening and surfacing work according to design and test pile;
Step 9, carry out test pile test, carry out after the temporary plugging protection of two sleeve pipes top, merogenesis loads test bearing capacity of pile foundation;
Step 10, treat that test pile finishes, with foundation ditch hierarchical block excavation progress, one of every exposure, one section of every exposure, from top to bottom merogenesis adopts segmentation cutting to reclaim internal and external casing material.
Good effect of the present invention is: the inner and outer pipes for bearing capacity of pile foundation test that the present invention proposes adopts double-tube structure and the construction method thereof of unlike material, tool has the following advantages: outer tube adopts HDPE double-wall corrugated pipe, make full use of inner surface bright and clean, can be very little with inner sleeve Relative sliding ratio, do not affect pile foundation when carrying out test of bearing capacity, inner sleeve with along outer sleeve inner wall relative sliding resistance, can ignore; And the uneven groove bellows-shaped of its appearance, friction factor is large, can combine closely with pipe outside water and soil, increase the frictional force with the soil body, during bearing capacity of pile foundation test, outer tube be difficult for to slide, and can fine guiding and the displacement of guiding inner sleeve while decomposing loading in bearing capacity of pile foundation test process.The present invention is that glass reinforced plastic sand pipe is compared with overcoat, the on-the-spot vertical hot melting docking of graded segmental hoisting, and without Integratively lifting, and test accuracy can improve approximately 25%; With the two test on bushing accuracy comparisons of steel, can improve approximately 45%.This technique possesses has simplified working procedure, has reduced hoisting difficulty, has shortened the engineering time, has reduced the advantages such as engineering cost.
Accompanying drawing explanation
Fig. 1 is one embodiment of the present of invention structural representation.
Fig. 2 is Fig. 1 Embodiment B portion enlarged diagram.
Fig. 3 is the schematic diagram that after internal and external casing moulding, the first joint in bottom is provided with wire brush.
Fig. 4 is the top view after internal and external casing construction molding.
Fig. 5 is foundation pile compression test figure.
Fig. 6 is foundation pile resistance to plucking Test Drawing.
Fig. 7 is foundation pile resistance to plucking load-displacement curve.
Below in conjunction with embodiment, the invention will be further described:
Fig. 1～Fig. 4 is one embodiment of the present of invention structural representation.In figure, a kind of inner and outer pipes for bearing capacity of pile foundation test adopts the double-tube structure of unlike material, it contains: inner sleeve 2, outer tube 1, described inner sleeve 2 concentric locking collars are placed in the tube chamber of outer tube 1, the outer wall surface of inner sleeve 2 is provided with some sealing limited impressions 3 vertically, in sealing limited impression, be embedded with " O " type rubber ring 4, described inner sleeve 2 is comprised of some pipeline section glass reinforced plastic sand pipe, according to foundation pile length, by carbon fiber and high strength bonding glue, be intertwined and connected some pipeline sections are linked into an integrated entity, described outer tube 1 is comprised of some pipeline section HDPE double-wall corrugated pipes, according to foundation pile length, adopt socket hot-melting docking that some pipeline sections are linked into an integrated entity.The concentricity deviation < 2mm of docking.Outer tube of the present invention adopts HDPE double-wall corrugated pipe, makes full use of inner surface bright and clean, can be very little with inner sleeve Relative sliding ratio, do not affect pile foundation when carrying out test of bearing capacity, inner sleeve with along outer sleeve inner wall relative sliding resistance, can ignore; And the uneven groove bellows-shaped of its appearance, friction factor is large, can combine closely with pipe outside water and soil, increase the frictional force with the soil body, during bearing capacity of pile foundation test, outer tube be difficult for to slide, and can fine guiding and the displacement of guiding inner sleeve while decomposing loading in bearing capacity of pile foundation test process.Because this structure can be eliminated the affect problem of high side direction frictional resistance stake side being produced with the upper periphery soil body of bored pile design top mark on bearing capacity of single pile result of the test effectively, make its test result can reflect truly the ultimate bearing capacity of Pile Foundations Design, as designing unit, optimize the foundation of Pile Foundations Design, and can effectively to former Pile Foundations Design, calculate and check and revise by test result.The design gaps requirement that the matrix sealing stopper slot arranging between the internal and external casing in the present invention and " O " type rubber seal have ideally overcome interior between outer tube, not only can effectively prevent that slurries from filling to internal and external casing cavity, also can carry out ring-type to inner sleeve closely spacing, and sealing stopping means and inner sleeve are overall structure, good rigidly has good vertically-guided effect when hanging inner sleeve.
The present invention further takes following measure: described inner sleeve, the relative annular space shutoff in outer tube top have sponge.Described inner sleeve, the annular space that outer sleeve bottom pipe end is relative are provided with sealing wire brush 5.In traditional two sleeve pipe work progresss, between internal and external casing, easily pour into a large amount of water and soil and slurries, cause the frictional force between internal and external casing to increase, thereby affect accuracy and the reliability of bearing capacity of single pile result of the test.
According to the specific embodiment in certain building site, further illustrate construction method of the present invention below, step is as follows:
Before step 1, pile foundation construction, first carry out levelling of the land and pour into a mould the thick plain concrete bed course of 100 ~ 150mm, with this, guarantee a machine displacement safety, protect the civilized construction in pile foundation construction stage.Then according to plan, carry out setting-out work, carry out permanent and temporary sign.According to location, adopt hand excavation, bury casing underground, more than casing internal diameter should be greater than outer tube external diameter 10cm, more than the depth of burying of casing should enter undisturbed soil 20cm, the setting of casing is beneficial to vertical handling and the installation of sleeve pipe.
Step 6, the inner sleeve connecting is slowly sunk to the stake hole that is arranged in outer tube, and guarantee that outer and the gap between outer sleeve inner wall of " O " type rubber ring on inner sleeve are 3mm ± 1mm; When sinking finishes, the bottom of this inner sleeve should embed in the soil layer below outer sleeve bottom, and lower than outer tube bottom 30cm, the upper end of inner sleeve should be higher than outer sleeve upper 30cm simultaneously.The object of this way is the pile body accumulative total settling amount of considering that inner sleeve occurs when resistance to plucking or compression test, while producing relative settlement with assurance inner sleeve, outer tube still can keep inactive state, avoid outer tube to produce vertical displacement owing to sliding, thereby cause the distortion of bearing capacity of single pile.The fixing wire brush in inner sleeve bottom is used for shutoff and stops on mud going here and there, entering in internal and external casing gap.
Step 7, the reinforcing cage that hangs pile body put in place, and continuous pouring pile concrete after secondary pile hole cleaning completes the construction of the two sleeve pipes of pile foundation, adopts the packing material temporary plugging internal and external casing top clearances such as sponge, prevents that the soil body and foreign material etc. from falling into;
Step 8, after test pile curing time, reaches 28 days or designs other and requires, cleaning and expose pile crown, has required pile crown structural strengthening and surfacing work according to design and test pile;
Step 9, carry out test pile test, merogenesis loads test bearing capacity of pile foundation;
Step 10, treat that test pile finishes, with excavation of foundation pit progress, one of every exposure, one section of every exposure, from top to bottom merogenesis adopts segmentation cutting to reclaim internal and external casing material.
Fig. 5～Fig. 7 has provided respectively the resistance to compression of inside and outside pair of sleeve pipe test pile foundation, resistance to plucking test and single pile resistance to plucking load on-the-spot test figure and the displacement curve figure that adopts unlike material of the present invention.Following table has provided certain the engineering resistance to compression result of the test that adopts Ben Faken, and test result is good, can be Pile Foundations Design and optimization reliable data reference is provided:
Table 1
| Pile No. | Stable load (kN) | Accumulative total settling amount (mm) | Residual settlement amount (mm) | Design of Bearing Capacity value (kN) | Allow settling amount (mm) |
| SZ4-1# | 11040 | 22.02 | 9.69 | ? | ? |
| SZ4-2# | 11040 | 29.14 | 11.68 | ? | ? |
| SZ2-3# | 3202 | 13.01 | 3.18 | ? | ? |
| SZ2-4# | 3202 | 13.2 | 3.46 | ? | ? |
| SZ2-5# | 3202 | 13.36 | 4.88 | ? | ? |
In the load phase of single pile resistance to plucking test, the displacement vertically making progress on stake top is parabola trend with the increase of load and increases gradually; The displacement vertically making progress on the unloading phase stake top of single pile resistance to plucking test with load reduce and to be parabola trend gradually less, when load is decreased to 2000kN, the trend that vertical displacement linearly reduces, after unloading completely, still have the vertical residual displacement of 4.88mm, its displacement with the change curve of load as shown in Figure 7.
Conclusion: compare with the two sleeve pipe technique of existing pile foundation, the present invention adopts HDPE double-wall corrugated pipe, glass reinforced plastic pipe to substitute conventional at present two steel sleeves, as the necessary internal and external casing of pile bearing capacity experiment, the technological difficulties that pile bearing capacity experiment must overcome have effectively been solved.The inside and outside two sleeve pipe technique of two kinds of non-metallic materials of pile foundation has been eliminated the affect problem of high side direction frictional resistance stake side being produced with the upper periphery soil body of bored pile design top mark on bearing capacity of single pile result of the test effectively, make its test result can reflect truly the ultimate bearing capacity of Pile Foundations Design, as designing unit, optimize the foundation of Pile Foundations Design, and can effectively to former Pile Foundations Design, calculate and check and revise by test result.The successful Application of two sleeve pipe technique in bored pile construction inside and outside two kinds of non-metallic materials, not only first by high-strength, environmental protection, HDPE double-wall corrugated pipe, glass-reinforced plastic material are introduced first and have been replaced the long-pending use of cost steel high and resource scarcity in pile foundation construction cheaply, and accumulated abundant sleeve pipe construction experience, the construction of later similar engineering has been played to reference function.
Above-described embodiment is not construed as limiting the invention, and all employings are equal to replaces or technical scheme that the form of equivalent transformation obtains, within all dropping on protection scope of the present invention.
Claims (5)
1. the inner and outer pipes for bearing capacity of pile foundation test adopts the double-tube structure of unlike material, it contains inner sleeve, outer tube, described inner sleeve concentric locking collar is placed in the tube chamber of outer tube, the outer wall surface of inner sleeve is provided with some road sealing limited impressions vertically, in sealing limited impression, be embedded with " O " type rubber ring, described inner sleeve is comprised of some pipeline section glass reinforced plastic sand pipe, according to pilum length, by carbon fiber and high strength bonding glue, be intertwined and connected some pipeline sections are linked into an integrated entity, it is characterized in that: described outer tube adopts some pipeline section HDPE double-wall corrugated pipes to form, according to foundation pile length, adopt socket hot-melting docking that some pipeline sections are linked into an integrated entity.
2. the inner and outer pipes for bearing capacity of pile foundation test according to claim 1 adopts the double-tube structure of unlike material, it is characterized in that, described outer tube HDPE double-wall corrugated pipe docking concentricity deviation < 2mm.
3. the inner and outer pipes for bearing capacity of pile foundation test according to claim 1 and 2 adopts the double-tube structure of unlike material, it is characterized in that, described inner sleeve, the annular space shutoff that outer tube top pipe end is relative have sponge.
4. the inner and outer pipes for bearing capacity of pile foundation test according to claim 1 and 2 adopts the double-tube structure of unlike material, it is characterized in that, described inner sleeve, the annular space that outer sleeve bottom pipe end is relative are fixed with sealing wire brush.
5. the inner and outer pipes for bearing capacity of pile foundation test according to claim 1 adopts the construction method of the double-tube structure of unlike material, it is characterized in that, step is as follows:
Before step 1, pile foundation construction, first carry out levelling of the land and pour into a mould the thick plain concrete bed course of 100 ~ 150mm, according to after measurement of pile foundation setting-out, adopt hand excavation, bury casing underground, more than casing internal diameter should be greater than outer tube external diameter 10cm, more than the depth of burying of casing should enter undisturbed soil 20cm;
Step 2, job site arrange inner sleeve docking support, until inner sleeve, outer tube, be transported into behind job site, first assemble inner sleeve, first install and fix and " O " type rubber ring that seal groove matches, then according to the use length of pile foundation, adopt carbon fiber and the renovation reinforced technology of high strength bond glue to carry out the winding process spreading inner sleeve in interior 4 roads, outer 9 roads, the head of inner sleeve saves bottom and fixes sealing wire brush, and notes safekeeping;
Step 3, pile-forming machine perching, adjust level and the verticality of rig, and suspension hook, rotating disk and the drill bit of rig are on same axis;
Step 4, when pile foundation pore-forming, first with the required large drilling diameter drilling tool of outer tube caliber, creep into projected depth, carry out in time the detections such as aperture, verticality, hole wall steady-state deformation, adopt gradation segmental hoisting and at right angle setting outer tube, when pegging graft, each pipeline section first confirms that the cushion rubber of socket is intact, after guaranteeing that insertion depth puts in place, in pile foundation position, vertical direction adopts the quick electric smelting connected mode of socket joint to connect, until outer tube sinking puts in place, temporarily sleeve pipe top is fixed on a machine fuselage and on peripheric fixture after transferring end;
Step 5, until outer tube sinking after in place and fixation, diameter drilling tool, the bore diameter of changing inner sleeve pore-forming are design stake footpath, also be inner sleeve external diameter, be drilled into the following 30cm of outer sleeve bottom, complete the final pore-forming of pile foundation, after pore-forming, carry out sediment at the bottom of absolute altitude at the bottom of hole, hole, the self check of mud index, wherein, pore-forming alignment deviation≤20mm, mud balance 1.20～1.30, mud viscosity 18～25s, once clear hole self check are carried brill after qualified;
Step 6, will slowly sink to the inner sleeve connecting be arranged in the stake hole of outer tube, and guarantee that outer and the gap between outer sleeve inner wall of " O " type rubber ring on inner sleeve are 3mm ± 1mm; When sinking finishes, the bottom of this inner sleeve should embed in the soil layer below outer sleeve bottom, and lower than outer tube bottom 30cm, the upper end of inner sleeve should be higher than outer sleeve upper 30cm simultaneously, the fixing wire brush in inner sleeve bottom is used for shutoff and stops on mud going here and there and entering in internal and external casing gap;
Step 7, the reinforcing cage that hangs pile body put in place, and continuous pouring pile concrete after secondary pile hole cleaning completes the construction of the two sleeve pipes of pile foundation, adopts the packing material temporary plugging internal and external casing top clearances such as sponge, prevents that the soil body and foreign material etc. from falling into;
Step 8, after test pile curing time, reaches 28 days or designs other and requires, cleaning and expose pile crown, has required pile crown structural strengthening and surfacing work according to design and test pile;
Step 9, carry out test pile test, carry out after the temporary plugging protection of two sleeve pipes top, merogenesis loads test bearing capacity of pile foundation;
Step 10, treat that test pile finishes, with foundation ditch hierarchical block excavation progress, one of every exposure, one section of every exposure, from top to bottom merogenesis adopts segmentation cutting to reclaim internal and external casing material.
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| CN103967032A (en) * | 2014-04-16 | 2014-08-06 | 青岛理工大学 | Double-pile-casing cast-in-situ bored pile for strongly-corrosive saline soil and construction method thereof |
| CN105297792A (en) * | 2015-10-27 | 2016-02-03 | 山西省第三建筑工程公司 | Deep hole pile foundation bearing capacity testing device |
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