CN102877472B - Self-balance alternately-jacking-sinking pile and construction method thereof - Google Patents
Self-balance alternately-jacking-sinking pile and construction method thereof Download PDFInfo
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- CN102877472B CN102877472B CN201210413397.8A CN201210413397A CN102877472B CN 102877472 B CN102877472 B CN 102877472B CN 201210413397 A CN201210413397 A CN 201210413397A CN 102877472 B CN102877472 B CN 102877472B
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Abstract
The invention relates to a self-balance alternately-jacking-sinking pile and a construction method thereof. The self-balance alternately-jacking-sinking pile is characterized that a series of large-diameter thin-wall hollow concrete tubular piles are densely arranged in a row, a vertical pull rod is previously arranged on the top surface of each tubular pile, the tubular pile in between two tubular piles is a jacked tubular pile, the tubular piles on two sides of the jacked tubular pile are respectively of a supporting tubular pile, and the jacked tubular pile and the supporting tubular pile are alternated; and the top surface of each jacked tubular pile and the top surface of each supporting tubular pile are respectively provided with a through long jacking continuous steel crossbeam, the vertical pull rod on the top surface of each supporting tubular pile is fixedly connected with the jacking continuous steel crossbeam through a tightening nut, and a jack is arranged between the a jacked tubular pile and the jacking continuous steel crossbeam. One part in the pile system is adopted as support in the construction, the other part in the pile system is sunken, and the entire pile system is sunken to a preset depth in an alternate way. The pile has advantages of large structural rigidness, good stability, safety, reliability, simple process, low engineering cost and the like and can be widely applied to the protection structure projects such as deep pit supports, breakwaters, protection banks, cofferdams and the like.
Description
Technical field
The present invention relates to a kind of Foundation Design of building field, particularly a kind of campshed safeguard structure and construction method thereof.
Background technology
Piling structure is the stalk formula safeguard structures such as gear soil, dash and wave resistance that an intensive layout clump of piles in column forms, and is widely used in the engineerings such as deep foundation pit support, mole, shore protection and cofferdam.
At present, conventional piling structure generally adopts the stake types such as concrete pile tube, concrete square pile, steel pipe pile and castinplace pile, is subject to the restriction of piling method and forming machinery or considers for economic factor, and stake footpath is generally less.Such as: concrete pipe pile footpath is generally 40cm～55cm, and PHC stake stake footpath is 1.2m, and concrete precast square pile cross section is generally 50cm * 50cm, and steel pipe pile stake footpath is 1.6m to the maximum, and castinplace pile is only applicable to deep foundation pit support, and stake footpath is generally 1m left and right.Piling structure mainly bears the horizontal loadings such as soil pressure, water flow pressure and wave force, therefore, requires piling structure to have stronger bending resistance and shear resistance.Because single pile bending resistance and the shear resistance of small bore stake are poor, in order to realize, make whole safeguard structure there is higher drag, generally by squeezing into many row's Vertical Pile and taper piles or multilayer anchor pole being set and supporting and realize, although can guarantee like this safety of enclosed structure, but engineering quantity is large, construction costs is high, and the duration is also longer; Particularly, aspect deep foundation pit support, multilayer anchor pole is set or supports the less stable that often causes supporting and protection structure, the security incident causing thus occurs repeatedly; In construction, conventionally adopt weight to hit the forming machinery of strong vibration simultaneously, produce stronger noise, also larger on surrounding enviroment impact.
In view of the technical problem that above-mentioned piling structure exists in actual applications, develop a kind of structural system more reasonable, supporting capacity is higher, and engineering quantity is less, and cost is lower, and the duration is shorter, and novel piling structure safe and reliable and that be beneficial to environmental protection is very necessary.
Summary of the invention
The object of this invention is to provide a kind of self-balancing alternative top pressure sinking campshed and construction method thereof, the single pile that solve existing piling structure is subject to the restriction cross section of piling method and forming machinery little, the technical problem that bending resistance and shear resistance and structural stability are poor; And solve the pile problem of the piling structure that large diameter thin wall hollow concrete pile tube forms.
For achieving the above object, the present invention adopts following technical scheme:
A kind of self-balancing alternative top pressure sinking campshed, by a series of large diameter thin wall hollow concrete pile tubes, according to safeguard structure shape dense arrangement, formed, described large diameter thin wall hollow concrete pile tube end face is preset with vertical pull bar, take wherein at interval of a large diameter thin wall hollow concrete pile tube as by top pressure pipe stake, take by the large diameter thin wall hollow concrete pile tube of pressure pipe stake both sides, top is support pile tube, by top pressure pipe stake and support pile tube alternate wheel, is changed; By top pressure pipe stake with support pile tube end face and be provided with elongated top and press continuous gooseneck, wherein, support the vertical pull bar of pile tube end face and press continuous gooseneck to fix by clamp nut and top, by between top pressure pipe stake and the continuous gooseneck of top pressure, be provided with jack.
The stake footpath of described large diameter thin wall hollow concrete pile tube is Φ 1m～Φ 15m; Its wall thickness is 1/15～1/25 of stake footpath, and stake is long can >50m, and pile center is apart from being less than or equal to twice stake footpath.
In described large diameter thin wall hollow concrete pile tube, be filled with gravel.
Described large diameter thin wall hollow concrete pile tube bottom end face is provided with the steel basil.
The construction method of described self-balancing alternative top pressure sinking campshed, step is as follows:
Step 1, the prefabricated large diameter thin wall hollow concrete of Ge Zhuan Wei Chuhuo precast yard pile tube at the construction field (site), in prefabricated process at the pre-buried vertical pull bar in the top of large diameter thin wall hollow concrete pile tube, and the steel basil is installed in large diameter thin wall hollow concrete pile tube bottom surface, the prefabricated large diameter thin wall hollow concrete pile tube of Jiang precast yard transports, hoisted in position;
Step 2, adopt out indigenous equipment to carry out full section except soil to all large diameter thin wall hollow concrete pile tubes bottom, except after soil, the frictional resistance that large diameter thin wall hollow concrete pile tube relies on deadweight to overcome between its outer wall and surrounding soil sinks, until reach stable state;
Step 3, at large diameter thin wall hollow concrete pile tube end face, top is installed and presses continuous gooseneck, take at interval of a large diameter thin wall hollow concrete pile tube as by top pressure pipe stake, between by top pressure pipe stake end face and the continuous gooseneck of top pressure, jack is installed, take by two adjacent large diameter thin wall hollow concrete pile tubes of pressure pipe stake both sides, top is support pile tube, adopts clamp nut will support the vertical pull bar of pile tube end face and push up the continuous gooseneck of pressure to be fixed as one at support pile tube end face;
Step 4, by the full section in top pressure pipe stake bottom, except soil, started respectively by the jack of top pressure pipe stake, utilize between two adjacent supports pile tubes and the soil body frictional resistance and support from recast, overcome by frictional resistance between top pressure pipe stake outside and the soil body, top press by top pressure pipe stake carry out taking turns top depress heavy;
Step 5, removal, by the jack of top pressure pipe stake end face, unclamps and supports the vertical pull bar of pile tube and the clamp nut of the continuous gooseneck of top pressure; Step 6, former in top pressure pipe stake and the rotation of support pile tube, in new being beared down on one, between pile tube and the continuous gooseneck of top pressure, jack is installed, at new support pile tube end face, adopt clamp nut by vertical pull bar and push up and press continuous gooseneck to be fixed as one;
Step 7, repeat above-mentioned steps four to step 6, complete new round top depress heavy, so rotation, alternative top pressure, utilizing a part of pile tube in campshed system is the sinking of support top pressure another part, then rotation alternative top pressure, realizes the self-balancing sinking of campshed system, and the integrated top-pressing that finally completes whole campshed system sinks down into desired depth;
Step 8, removes top and presses continuous gooseneck, jack and clamp nut.
The indigenous equipment that goes out in described step 2 is grab excavator or suction dredge.
In described step 2 and step 4 each full section except the native degree of depth and submergence depth be 1 meter.
Described step 7, completes whole campshed integral body and sinks to after desired depth, in large diameter thin wall hollow concrete pile tube, fills gravel.
Compared with prior art the present invention has following characteristics and beneficial effect:
(1), the pile pattern of the present invention constraint of pile pattern that breaks traditions, utilization by frictional resistance between the adjacent support pile tube of top pressure pipe stake and the soil body and deadweight much larger than by this basic mechanical principle of frictional resistance between top pressure pipe stake and the soil body, make full use of the feature of the intensive layout in column of piling structure, the self-balancing alternative top pressure of having realized campshed sinks, its pile mode is simple, unique, is different from traditional pile-formation process; Large diameter thin wall hollow shell pill can be applied to piling structure, expand the scope of application of piling structure, improved the stability of piling structure simultaneously.
(2), self-balancing alternative top pressure sinking campshed stake type adopts large diameter thin wall hollow shell pill, because stake footpath is large, bending resistance, anti-push away, torsional rigidity is large, bearing capacity is high, and pile tube is filled out after the heart in addition, utilizes pile tube and the deadweight of filling out cubsoil, self stability is good, have very strong resistance to capsizing, can balance the impact of part horizontal loading, reduce pile tube internal force; The horizontal loading excellent performances such as opposing soil pressure, water flow pressure and wave force.Be applied to the engineering in generals such as deep foundation pit support, mole, shore protection and cofferdam and only need single layout, structural system is more simple and direct rationally.
(3), self-balancing alternative top pressure sinking campshed is being applied to engineering and the conventional method comparisons such as mole, shore protection and cofferdam, sedimentation is very little, significantly reduces the distortion of stake top, structural stability is good, without large-scale throwing slabstone protection, significantly reduce engineering quantity, the reduction of erection time.
(4), self-balancing alternative top pressure sinking campshed is applied to deep foundation pit support and conventional method comparison, because it has excellent lateral resisting performance, one anchor pole is only set conventionally or supports and can realize good protection effect, the situation that needs multiple tracks anchor pole or support with respect to current conventional piling structure, its structural stability is excellent, safe and reliable.Meanwhile, owing to having reduced in a large number anchor pole or support, complicated construction engineering quantity is obviously reduced, the reduction of erection time.
(5), self-balancing alternative top pressure sinking campshed construction method is easy, be easy to promote.Build overall process and adopt mechanized construction, but be mainly that jack and oil pump etc. are simple and mechanical, expense is cheap, is easy to transportation, easy to maintenance, consumes energy low, reduces the dependence to large-scale pile-forming equipment, thus accelerating construction progress.Meanwhile, the appearance that solves engineering problem new concept will inevitably bring considerable economic benefit.Self-balancing alternative top pressure sinking campshed stake type is thin-walled hollow pile tube, significantly reduces, and can make full use of Materials with High Strength compared with solid pile engineering quantity; Apply to simplify in all kinds of engineerings the structural system of original complexity, also can significantly reduce engineering quantity; Economic benefit is obvious, generally can reduce construction costs 20%～30%.The work progress of self-balancing alternative top pressure sinking campshed meets modern environmental protection concept.Pile-forming equipment is simple, and construction noise is very low, more without waste water, exhaust emission.
(6), the present invention can be widely used in the engineerings such as deep foundation pit support, mole, shore protection and cofferdam in land and water.
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the present invention will be further described in detail.
Fig. 1 is construction equipment scheme of installation in the embodiment of the present invention one construction sequence three.
Fig. 2 is the A-A sectional view of Fig. 1.
Fig. 3 is that construction sequence three of the present invention is determined by top pressure pipe stake and supports pile tube schematic diagram.
Fig. 4 is that step 6 is former in top pressure pipe stake and support pile tube rotation schematic diagram.
Fig. 5 is that the integrated top-pressing that embodiment mono-step 7 completes whole campshed system sinks down into desired depth schematic diagram.
Fig. 6 is the B-B sectional view of Fig. 5.
Fig. 7 is Construction State schematic diagram in embodiment bis-.
Fig. 8 is that the whole campshed system of embodiment bis-completes integrated top-pressing and sinks down into desired depth schematic diagram.
Fig. 9 is at bank prefabricated tubular pile structural representation in embodiment bis-.
Figure 10 is C-C sectional view in Fig. 9.
Reference numeral: 1-is pressed continuous gooseneck, 6-jack, 7-clamp nut, 8-to go out indigenous equipment, 9-gravel, the horizontal precast pedestal of 10-pile tube, 11-air bag, 12-wire rope by top pressure pipe stake, 2-support pile tube, the vertical pull bar of 3-, the 4-steel basil, 5-top.
The specific embodiment
A kind of self-balancing alternative top pressure sinking campshed, it is characterized in that: by a series of large diameter thin wall hollow concrete pile tubes according to the intensive layout in column of safeguard structure shape, described large diameter thin wall hollow concrete pile tube end face is preset with vertical pull bar 3, take wherein at interval of a large diameter thin wall hollow concrete pile tube as by top pressure pipe stake 1, take by the large diameter thin wall hollow concrete pile tube of pressure pipe stake 1 both sides, top as supporting pile tube 2, by top pressure pipe stake 1 and the 2 alternately rotations of support pile tube; By top pressure pipe stake 1, be provided with elongated top with support pile tube 2 end faces and press continuous gooseneck 5, wherein, support the vertical pull bar 3 of pile tube 2 end faces and press continuous gooseneck 5 fixing by clamp nut 7 and top, between top pressure pipe stake 1 and the continuous gooseneck 5 of top pressure, be provided with jack 6.The stake footpath of described large diameter thin wall hollow concrete pile tube is Φ 1m～Φ 15m; Its wall thickness is 1/15～1/25 of stake footpath, and stake is long can >50m, and pile center is apart from being less than or equal to twice stake footpath.After the sinking of large diameter thin wall hollow concrete pile tube is in place, in it, be filled with the fillers such as gravel 9, building waste, water.Described large diameter thin wall hollow concrete pile tube bottom end face is provided with the steel basil 4.
The embodiment mono-of said structure, referring to shown in Fig. 1 to Fig. 6, is embodiment on land, and its construction sequence is as follows:
Step 1, the prefabricated large diameter thin wall hollow concrete of Ge Zhuan Wei Chuhuo precast yard pile tube at the construction field (site), in prefabricated process at the pre-buried vertical pull bar in the top of large diameter thin wall hollow concrete pile tube, and the steel basil 4 is installed in large diameter thin wall hollow concrete pile tube bottom surface, the prefabricated large diameter thin wall hollow concrete pile tube of Jiang precast yard transports, hoisted in position;
Step 2, adopt out 8 pairs of all large diameter thin wall hollow concrete pile tubes bottoms of indigenous equipment to carry out full section except soil, except after soil, the frictional resistance that large diameter thin wall hollow concrete pile tube relies on deadweight to overcome between its outer wall and surrounding soil sinks, until reach stable state; The indigenous equipment that goes out in described step 2 is grab excavator or suction dredge.Remove the native degree of depth and submergence depth is 1 meter of left and right at every turn.
Step 3, at large diameter thin wall hollow concrete pile tube end face, top is installed and presses continuous gooseneck 5, take at interval of a large diameter thin wall hollow concrete pile tube as by top pressure pipe stake 1, between by top pressure pipe stake 1 end face and the continuous gooseneck 5 of top pressure, jack 6 is installed, take by two adjacent large diameter thin wall hollow concrete pile tubes of pressure pipe stake 1 both sides, top is support pile tube 2, adopts clamp nuts 7 will support the vertical pull bar 3 of pile tube 2 end faces and push up the continuous gooseneck 5 of pressure to be fixed as one at support pile tube 2 end faces;
Step 4, by the top pressure pipe stake 1 full section in bottom, except soil, started respectively by the jack 6 of top pressure pipe stake 1, utilize between two adjacent supports pile tubes and the soil body frictional resistance and support from recast, overcome by frictional resistance between top pressure pipe stake outside and the soil body, top press by top pressure pipe stake 1 carry out taking turns top depress heavy; Remove the native degree of depth and submergence depth is 1 meter of left and right at every turn.
Step 5, removal, by the jack 6 of top pressure pipe stake 1 end face, unclamps and supports the vertical pull bar of pile tube 2 and the clamp nut 7 of the continuous gooseneck 5 of top pressure; Step 6, former in top pressure pipe stake 1 and 2 rotations of support pile tube, in new being beared down on one, between pile tube and the continuous gooseneck 5 of top pressure, jack 6 is installed, at new support pile tube end face, adopt clamp nut 7 by vertical pull bar 3 and push up and press continuous gooseneck 5 to be fixed as one;
Step 7, repeat above-mentioned steps four to step 6, complete new round top depress heavy, so rotation, alternative top pressure, utilizing a part of pile tube in campshed system is the sinking of support top pressure another part, then rotation alternative top pressure, realizes the self-balancing sinking of campshed system, and the integrated top-pressing that finally completes whole campshed system sinks down into desired depth; Sink to after desired depth completing whole campshed integral body, also can in large diameter thin wall hollow concrete pile tube, fill gravel 9 as required.
Step 8, removes top and presses continuous gooseneck 5, jack 6 and clamp nut 7, according to concrete structure requirement, completes dissimilar engineering.
Embodiment bis-, referring to Fig. 7 to 10, for the embodiment of the present invention in water: what implementation step was different from embodiment mono-is, in step 1, large diameter thin wall hollow concrete pile tube is prefabricated on the horizontal precast pedestal 10 of pile tube on bank, except in prefabricated process at the pre-buried vertical pull bar 3 in the top of large diameter thin wall hollow concrete pile tube, outside the steel basil 4 is installed in large diameter thin wall hollow concrete pile tube bottom surface, for the ease of transportation, also need in pile tube, put into air bag 11 inflation, haulage cable 12 is drawn in large diameter thin wall hollow concrete pile tube in water, horizontal transportation by driving is to pre-fixed pile position, referring to Fig. 9 and Figure 10.Large-diameter tubular pile transportation by driving is to pre-fixed pile position, and righting is in place, bleeds off the air in air bag in pile tube, takes out air bag 11.Then according to the method described in embodiment mono-, rotation, each root large diameter thin wall hollow concrete pile tube of alternative top pressure, utilizing certain part in campshed system to press the another part in this system for support top sinks, realize the self-balancing sinking of campshed system, the integrated top-pressing that finally completes whole campshed system sinks.
Above-mentioned two kinds of embodiment are exemplary embodiment of the present invention; not the present invention is only for above-mentioned two kinds of modes; after completing above-mentioned construction sequence; can be according to engineering type; any modification of taking any routine techniques means to expand or carry out on the basis of technical scheme described in the invention; it is all improvement of carrying out on the basis of the technology of the present invention core, all belongs to protection domain of the present invention.
Claims (8)
1. a self-balancing alternative top pressure sinking campshed, it is characterized in that: by a series of large diameter thin wall hollow concrete pile tubes according to the intensive layout in column of safeguard structure shape, described large diameter thin wall hollow concrete pile tube end face is preset with vertical pull bar (3), take wherein at interval of a large diameter thin wall hollow concrete pile tube as by top pressure pipe stake (1), take by the large diameter thin wall hollow concrete pile tube of top pressure pipe stake (1) both sides as supporting pile tube (2), by top pressure pipe stake (1) and alternately rotation of support pile tube (2); By top pressure pipe stake (1) with support pile tube (2) end face and be provided with elongated top and press continuous gooseneck (5), wherein, support the vertical pull bar (3) of pile tube (2) end face and press continuous gooseneck (5) fixing by clamp nut (7) and top, between top pressure pipe stake (1) and the top continuous gooseneck of pressure (5), be provided with jack (6).
2. self-balancing alternative top pressure sinking campshed according to claim 1, is characterized in that: the stake footpath of described large diameter thin wall hollow concrete pile tube is Φ 1m～Φ 15m; Its wall thickness is 1/15～1/25 of stake footpath, and pile center is apart from being less than or equal to twice stake footpath.
3. self-balancing alternative top pressure sinking campshed according to claim 1, is characterized in that: in described large diameter thin wall hollow concrete pile tube, be filled with gravel (9).
4. self-balancing alternative top pressure sinking campshed according to claim 1, is characterized in that: described large diameter thin wall hollow concrete pile tube bottom end face is provided with the steel basil (4).
5. according to the construction method of the self-balancing alternative top pressure sinking campshed described in claim 1 to 4 any one, it is characterized in that: step is as follows:
Step 1, the prefabricated large diameter thin wall hollow concrete of Ge Zhuan Wei Chuhuo precast yard pile tube at the construction field (site), in prefabricated process at the pre-buried vertical pull bar in the top of large diameter thin wall hollow concrete pile tube, and the steel basil (4) is installed in large diameter thin wall hollow concrete pile tube bottom surface, the prefabricated large diameter thin wall hollow concrete pile tube of Jiang precast yard transports, hoisted in position;
Step 2, adopt out indigenous equipment (8) to carry out full section except soil to all large diameter thin wall hollow concrete pile tubes bottom, except after soil, the frictional resistance that large diameter thin wall hollow concrete pile tube relies on deadweight to overcome between its outer wall and surrounding soil sinks, until reach stable state;
Step 3, at large diameter thin wall hollow concrete pile tube end face, top is installed and presses continuous gooseneck (5), take at interval of a large diameter thin wall hollow concrete pile tube as by top pressure pipe stake (1), between by top pressure pipe stake (1) end face and the top continuous gooseneck of pressure (5), jack (6) is installed, take by two adjacent large diameter thin wall hollow concrete pile tubes of top pressure pipe stake (1) both sides is support pile tube (2), the vertical pull bar (3) and the top that at support pile tube (2) end face, adopt clamp nut (7) will support pile tube (2) end face press continuous gooseneck (5) to be fixed as one,
Step 4, by the full section in top pressure pipe stake (1) bottom, removed soil, start respectively by the jack (6) of top pressure pipe stake (1), utilize between two adjacent supports pile tubes and the soil body frictional resistance and support from recast, overcome by frictional resistance between top pressure pipe stake outside and the soil body, top press by top pressure pipe stake (1) carry out taking turns top depress heavy;
Step 5, removal, by the jack (6) of top pressure pipe stake (1) end face, unclamps and supports the vertical pull bar of pile tube (2) and the clamp nut (7) of the top continuous gooseneck of pressure (5); Step 6, former in top pressure pipe stake (1) and the rotation of support pile tube (2), in new being beared down on one, between pile tube and the top continuous gooseneck of pressure (5), jack (6) is installed, at new support pile tube end face, is adopted clamp nut (7) to press continuous gooseneck (5) to be fixed as one on vertical pull bar (3) and top;
Step 7, repeat above-mentioned steps four to step 6, complete new round top depress heavy, so rotation, alternative top pressure, utilizing a part of pile tube in campshed system is the sinking of support top pressure another part, then rotation alternative top pressure, realizes the self-balancing sinking of campshed system, and the integrated top-pressing that finally completes whole campshed system sinks down into desired depth;
Step 8, removes top and presses continuous gooseneck (5), jack (6) and clamp nut (7).
6. the construction method of self-balancing alternative top pressure sinking campshed according to claim 5, is characterized in that: the indigenous equipment that goes out in described step 2 is grab excavator or suction dredge.
7. the construction method of self-balancing alternative top pressure sinking campshed according to claim 5, is characterized in that: in described step 2 and step 4 each full section except the native degree of depth and submergence depth be 1 meter.
8. the construction method of self-balancing alternative top pressure sinking campshed according to claim 5, is characterized in that: described step 7, and complete whole campshed integral body and sink to after desired depth, in large diameter thin wall hollow concrete pile tube, fill gravel (9).
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| CN2412038Y (en) * | 2000-01-11 | 2000-12-27 | 邓明权 | Top pressure structure of hydraulic static pile press |
| CN201598642U (en) * | 2010-03-03 | 2010-10-06 | 东南大学 | Double-row pile foundation pit support structure |
| CN102011404A (en) * | 2010-11-24 | 2011-04-13 | 温州中城建设集团有限公司 | Pit supporting structure and construction method thereof |
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| JPH09125386A (en) * | 1995-11-01 | 1997-05-13 | Takara Kensetsu Kk | Steel pipe pile construction method and steel pipe pile pressing-in device |
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| CN2412038Y (en) * | 2000-01-11 | 2000-12-27 | 邓明权 | Top pressure structure of hydraulic static pile press |
| CN201598642U (en) * | 2010-03-03 | 2010-10-06 | 东南大学 | Double-row pile foundation pit support structure |
| CN102011404A (en) * | 2010-11-24 | 2011-04-13 | 温州中城建设集团有限公司 | Pit supporting structure and construction method thereof |
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