CN102733376A - Composite pile and construction method thereof - Google Patents
Composite pile and construction method thereof Download PDFInfo
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- CN102733376A CN102733376A CN201210229106XA CN201210229106A CN102733376A CN 102733376 A CN102733376 A CN 102733376A CN 201210229106X A CN201210229106X A CN 201210229106XA CN 201210229106 A CN201210229106 A CN 201210229106A CN 102733376 A CN102733376 A CN 102733376A
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- hammer
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- 238000010276 construction Methods 0.000 title claims abstract description 38
- 239000002131 composite material Substances 0.000 title claims abstract description 25
- 238000000034 method Methods 0.000 claims abstract description 57
- 238000005553 drilling Methods 0.000 claims description 51
- 238000009987 spinning Methods 0.000 claims description 48
- 239000002689 soil Substances 0.000 claims description 42
- 229910000831 Steel Inorganic materials 0.000 claims description 35
- 239000010959 steel Substances 0.000 claims description 35
- 238000009792 diffusion process Methods 0.000 claims description 27
- 238000000465 moulding Methods 0.000 claims description 25
- 150000001875 compounds Chemical class 0.000 claims description 23
- 238000005381 potential energy Methods 0.000 claims description 22
- 239000007787 solid Substances 0.000 claims description 19
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 18
- 239000011148 porous material Substances 0.000 claims description 18
- 239000000203 mixture Substances 0.000 claims description 17
- 239000004567 concrete Substances 0.000 claims description 16
- 238000010008 shearing Methods 0.000 claims description 15
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 15
- 239000004568 cement Substances 0.000 claims description 14
- 230000015572 biosynthetic process Effects 0.000 claims description 12
- 230000003068 static effect Effects 0.000 claims description 12
- 229910052742 iron Inorganic materials 0.000 claims description 9
- 238000007789 sealing Methods 0.000 claims description 9
- 239000000284 extract Substances 0.000 claims description 8
- 239000004576 sand Substances 0.000 claims description 8
- 239000002893 slag Substances 0.000 claims description 8
- 239000004575 stone Substances 0.000 claims description 7
- 230000010412 perfusion Effects 0.000 claims description 6
- 238000004080 punching Methods 0.000 claims description 6
- 230000011218 segmentation Effects 0.000 claims description 6
- 235000008733 Citrus aurantifolia Nutrition 0.000 claims description 5
- 235000011941 Tilia x europaea Nutrition 0.000 claims description 5
- 239000004571 lime Substances 0.000 claims description 5
- 239000000463 material Substances 0.000 claims description 5
- 229910001018 Cast iron Inorganic materials 0.000 claims description 4
- 239000012615 aggregate Substances 0.000 claims description 4
- 239000010881 fly ash Substances 0.000 claims description 4
- 239000007788 liquid Substances 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 4
- 238000003756 stirring Methods 0.000 claims description 4
- 238000009412 basement excavation Methods 0.000 claims description 3
- 238000012937 correction Methods 0.000 claims description 3
- 230000008878 coupling Effects 0.000 claims description 3
- 238000010168 coupling process Methods 0.000 claims description 3
- 238000005859 coupling reaction Methods 0.000 claims description 3
- 238000005520 cutting process Methods 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 230000002452 interceptive effect Effects 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 230000035515 penetration Effects 0.000 claims description 3
- 238000012546 transfer Methods 0.000 claims description 3
- 238000011065 in-situ storage Methods 0.000 abstract description 3
- 230000002093 peripheral effect Effects 0.000 abstract 1
- 238000005516 engineering process Methods 0.000 description 3
- 230000004888 barrier function Effects 0.000 description 2
- 239000004927 clay Substances 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- KQTVWCSONPJJPE-UHFFFAOYSA-N etridiazole Chemical compound CCOC1=NC(C(Cl)(Cl)Cl)=NS1 KQTVWCSONPJJPE-UHFFFAOYSA-N 0.000 description 1
- 238000012946 outsourcing Methods 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
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- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a composite pile and a construction method thereof. The composite pile comprises a first pile as a peripheral pile, and a second pile as a core pile, wherein the first pile is a cast-in-situ pile; a second pile is a cast-in-situ pile or a precast pile; a centre distance d between the first pile and the second pile is equal to 0; area ratio S of the second pile to the first pile is S2/S1; length ratio L of the second pile to the first pile is L2/L1, wherein S belongs to (0, 1), and L is more than 0.5. According to the invention, construction is convenient and reasonable; proper construction devices and construction processes are selected according to stratum conditions, site conditions, ambient environment and work amount; tube sinking and tube drawing systems can be a set of device, and also can be different independent devices; a pile is constructed integrally by a device, and also is constructed by a plurality of devices; and a plurality of devices operate in a flow line.
Description
Technical field
The present invention relates to a kind of composite pile and job practices thereof.
Background technology
The construction technology of existing tube-sinking cast-in-situ pile, compaction pile, preformed pile is generally run into the pan soil district and is difficult to construction, is difficult to pass through, and generally adopts soil borrowing lead-hole, and loss part bearing capacity is often worked hard but get little result; Generally run into soft clay area and risk one's life to strengthen the lengthening stake and obtain a bearing capacity, often expensively do not please.
Summary of the invention
The object of the present invention is to provide that a kind of construction feature of environmental protection is good, cost performance is good, reliable quality composite pile and job practices thereof.
Technical solution of the present invention is:
A kind of composite pile; It is characterized in that: comprise that it is characterized in that: first is present walling pile, and second is present walling pile or preformed pile as first of outer skirt piles with as second of core stake; First dowel section area is S1, the long L1 of being of total stake; To be that S2, total stake are long be L2 to second dowel section area, first with second center to center distance d=0, second area with first compares S
Ratio=S2/S1, second length with first compares L
Ratio=L2/L1, wherein S
Ratio∈ (0,1), L
Ratio>0.5; Work as S
RatioDuring ∈ (0,0.25), second as first the body of putting more energy into; Work as S
RatioDuring ∈ (0.25,0.75), first and second the formation composite pile that interacts; Work as S
RatioDuring ∈ (0.75,1), first as second circular thin-wall stake; Compound service factor between second and first (frictional force raising coefficient) f
1-2∈ (1.5,3.0).
First is present walling pile, pile body have expand neck, hole enlargement, expansion along pile body at the bottom of, one or more forms in the full thread, whole line, a mutual screw thread, straight line; Said present walling pile is solid pile or hollow pile, and wherein hollow pile is the stake of pen container type tube or the not hollow type tube stake of back cover of bottom of bottom back cover.
Second is present walling pile or preformed pile; Said present walling pile have expand neck, hole enlargement, expansion along pile body at the bottom of, one or more forms in the full thread, whole line, a mutual screw thread, straight line; Said preformed pile is solid pile or hollow pile, and wherein the hollow pile inner chamber is the form of full section or segmentation perfusion steel concrete.
A kind of job practices of composite pile is characterized in that: comprise the following steps:
(1) construction is first: comprise one of following method:
Method A:
(1) telephone-moving is in place: mobile device is located in outer tube on the setting stake position;
(2) immersed tube: the degree of depth that outer tube is sunk down into setting;
(3) build moulding: on carry in the rammer system, build pile body;
(4) tube drawing moulding: extract outer tube, forming pile;
Method B:
(1) telephone-moving is in place: mobile device is located in drilling rod on the setting stake position;
(2) spinning sinks: the degree of depth that drilling rod spinning is sunk down into setting;
(3) revolve to pull on and carry:
Drilling rod revolved draw, curing compound is pressed irritate to the stake hole simultaneously, revolve to pull on and carry, accomplish solid pile to setting height;
Or: drilling rod revolved draw, simultaneously curing compound is injected the soil body, revolve to pull on and carry, and repeat spinning and sink to revolving and draw step, with curing compound and cutting of soil body positive mechanical and stirring spinning, completion solid pile with drilling rod to setting height;
(4) when being set at hollow pile for first, then accomplish solid pile construction back in the time of 1 ~ 10 hour in step (3), carry out the construction of one of following method:
(a) telephone-moving is in place, and the concentric spinning of auger stem sinks down into set depth, revolves to pull on and carries, and forms hollow pile, and the drilling diameter of this auger boring is less than the stake bore dia of step (2) drilling rod spinning sinking formation; The depth of pore forming of this auger boring forms the pen container type tube stake of bottom back cover less than the stake hole depth that step (2) drilling rod spinning sinks to forming; Or the depth of pore forming of this auger boring is not less than the stake hole depth that step (2) drilling rod spinning sinks to forming, the not hollow type tube stake of back cover bottom forming;
(b) telephone-moving is in place, drops hammer certainly to mention with one heart and does the movement of falling object, and interior rammer punching pile body forms sheared edge, and dropping hammer certainly to thresh moves up and down, and forms hollow pile; This rams the stake bore dia that the pile body drilling diameter sinks to forming less than step (2) drilling rod spinning in dropping hammer, this rams the pile body depth of pore forming less than the stake hole depth that step (2) drilling rod spinning sinks in dropping hammer, form the pen container type tube stake of bottom back cover; Or ram the stake hole depth that the pile body depth of pore forming is not less than step (2) drilling rod spinning sinking formation in dropping hammer certainly, form the not hollow type tube stake of back cover of bottom;
(c) telephone-moving is in place; Adopt static pressure, back-pressure, hammering vibration or the concentric immersed tube pile sinking of other external force to set depth; The tube drawing pile pulling forms hollow pile to setting height, and the drilling diameter of this immersed tube pile sinking is less than the stake bore dia of step (2) drilling rod spinning sinking formation; The depth of pore forming of this immersed tube pile sinking forms the pen container type tube stake of bottom back cover less than the stake hole depth that step (2) drilling rod spinning sinks to forming; Or the depth of pore forming of this immersed tube pile sinking is not less than the stake hole depth that step (2) drilling rod spinning sinks to forming, the not hollow type tube stake of back cover bottom forming;
(2) construction is second: comprise one of following method:
Method A:
(1) in place: that outer concentric tube is located on first stake position of setting;
(2) immersed tube: the degree of depth that outer tube is sunk down into setting;
(3) build moulding: on carry in the rammer system, build pile body or transfer precast pile, when transferring precast pile, gap, precast pile outside is filled with the curing compound filling;
(4) tube drawing moulding: extract outer tube, forming pile;
Method B:
Adopt static pressure, back-pressure, hammering, vibration or other external force and first concentric pile sinking to set depth; Second when being hollow preformed pile, with lower sealing on the hollow pile, back cover adopts shoe or iron plate during pile sinking; Bind and adopt stopper or iron plate; Behind the earth excavation, take out stopper or the iron plate bound, build steel concrete by designing requirement segmentation or full section then.
Pile body is one or more complex forms in straight line, screw thread, the mutual line thread type, and the employing expanding method expands at the bottom of neck, hole enlargement, the expansion pile body.
Construct among first second the method A of method A and construction, outer tube is a single tube steel pipe casing; Interior rammer system is a single tube inner tamping tube form; The external diameter of single tube inner tamping tube is littler than outer tube diameter; The top of inner tamping tube be provided with diameter greater than outer external diameter of pipe, with the dish of ramming of tup coupling; The steel plate back cover is adopted in the bottom of inner tamping tube, and the diameter of steel plate is rammed the length that the length of coiling lower end to inner tamping tube bottom is not more than outer tube between inner tamping tube external diameter and outer tube diameter; Or interior rammer system is a single tube inner tamping tube hammer; The diameter of single tube inner tamping tube hammer is less than outer tube diameter; In single tube inner tamping tube hammer inner chamber filling slag, cast iron water, the coarse-fine aggregate one or more; The upper and lower side of single tube inner tamping tube hammer seals with steel plate, and the epimere of single tube inner tamping tube hammer is hollow tubular, and hypomere is solid hammer shape; Or interior rammer system is a diameter less than the interior rammer of outer tube diameter from dropping hammer; Or interior rammer system is the inner tamping tube of diameter less than outer tube diameter, and the steel plate back cover is used in the bottom of inner tamping tube, and steel plate top filling coarse-fine aggregate, steel plate, burlap or rubber cushion ram from dropping hammer or interior rammer electrically operated hammer in inner tamping tube is built-in.
Construct among first second the method A of method A and construction, the immersed tube method includes one or more in the following manner:
(1) potential energy directly acts on outer tube, directly outer tube is sunk to set depth;
(2) potential energy directly acts on inner and outer pipes, directly the inner and outer pipes system synchronization is sunk to set depth;
(3) rammer system in potential energy directly acts on: inner tamping tube hammer in the outer tube or the interior hammer ram in the inner tamping tube are through manually-operated, mechanically actuated or automation mechanized operation; Freely falling body or continuous hammering move up and down, and sink to set depth synchronously by the moving outer tube of dribbling of ramming that is provided with on the inner tamping tube; When pore-forming does not collapse the hole, do not establish outer tube, interior rammer system directly sinks to set depth;
(4) rammer system and outer tube in potential energy acts on respectively:
A) rammer system in potential energy directly acts on: the interior hammer ram in the interior hammer ram in the outer tube or hammer of the inner tamping tube in the outer tube or the inner tamping tube is through manually-operated, mechanically actuated or automation mechanized operation; Freely falling body or continuous hammering move up and down; The soil body under the punching outer tube or pile body form and shear the soil body or sheared edge;
B) potential energy directly acts on outer tube, and outer tube adopts one of following method to sink at least: 1. under the outer tube deadweight, outer tube sinks from gravity along shearing the soil body or sheared edge; 2. start back-pressure or static pressure water booster system on the outer tube, outer tube sinks along shearing the pressurization of the soil body or sheared edge; 3. start the vibrating device on the outer tube, outer tube is along shearing the soil body or sheared edge vibration-sunk; 4. start vibration and water booster system on the outer tube simultaneously, outer tube along shear the soil body or sheared edge shake depress heavy; 5. start the spinning apparatus on the outer tube, outer tube sinks along shearing the soil body or sheared edge spinning; 6. start the dematron device on the outer tube, outer tube is sunk along shearing the soil body or sheared edge rubbing and pressure;
C) interactive step a), b), sink down into set depth up to inner and outer pipes.
Construct among first second the method A of method A and construction; After the immersed tube step, ram the expansion moulding earlier and build moulding again; The method that ram to expand moulding is: on put forward the interior rammer system in the outer tube, by setting inventory inserts is dropped in the outer tube, on pull out outer tube certain altitude h >=0; In ram system repeatedly and ram inserts and form enlarged footing, adjust the compacted degree of the soil body and size, the shape of tamper diffusion head through adjusting following coefficient: degree of lifting h on the height H that feeds intake, the outer tube, ram the distance c that expands when accomplishing at the bottom of the outer tube at the bottom of the stake, ram at the bottom of the system of ramming in expanding when accomplishing at the bottom of the outer tube apart from E, when ramming inserts at the pile penetration D and the volume V of inserts that set under the impact energy; Concrete adjustment form is:
A) through adjustment compacting coefficient D ∈ (D1, D2 ... Dn V) adjusts the compacted degree of the soil body, when ramming inserts, is setting under the impact energy deflection D1, the D2 of n hammering continuously ... Dn and summation nD thereof;
B) through adjustment shape factor α ∈ (H, h, c, E, D, V) adjust size, the shape of tamper diffusion head:
A) (H, h E) adjust size, the shape of tamper diffusion head, form spindle shape tamper diffusion head through adjustment shape factor α ∈;
Dn=α
nd
0[(∑Hi+hn)/hn]
1/2 E=0
B) (c E) adjusts size, the shape of tamper diffusion head, forms the column tamper diffusion head for H, h through adjustment shape factor α ∈;
Dn=α
nd
0[(∑Hi+hn-Cn)/hn]
1/2 E=0
C) (E, D V) adjust size, the shape of tamper diffusion head, form spherical tamper diffusion head through adjustment shape factor α ∈;
Dn=α
n2 (3V/4 is towering)
1/3E=0;
Wherein Dn expands n time tamper diffusion head calculated diameter for ramming, concrete perfusion height in outer tube when Hi expands i time for ramming, and degree of lifting on outer tube when hn expands n time for ramming, outer tube sinking bottom was to the stake distance at the end when Cn expanded n time for ramming; The E value: go out at the bottom of the interior rammer system outer tube on the occasion of, be negative value in outer tube at the bottom of the interior rammer system, concordant with outer tube at the bottom of the interior rammer system is zero, measurement unit is m; α
nBe enlarged footing diameter correction factor, α ∈ (0.8,1.2).
Ram when expanding moulding, form zero level, one-level, secondary or multistage enlarged footing from top to bottom or from bottom to top; Inserts is one or more in brickbat, stone, sand, coarse-fine aggregate, slag, cement mixture, the dried water-bearing concreae; Curing compound is meant the liquid state or the powdery reinforcement material of one or more compositions in cement, lime, sand, stone, flyash, the cement mixture.
Above-mentioned so-called potential energy is through diesel hammer, vibrating hammer, drop hammer certainly, electrically operated hammer, hydraulic hammer, static pressure, back-pressure, auger, stranding shake the potential energy that the pipe acting forms.
When being set at hollow pile for first, after forming hollow pile, also carry out the construction of one of following method:
(a) immersed tube pile sinking in hollow pile, immersed tube pile sinking stake footpath all is not more than the hollow pile internal diameter, and all above the hollow pile bottom, the immersed tube pile sinking is to set depth for the immersed tube pile sinking degree of depth;
(b) in hollow pile, directly build steel concrete to setting height pile, form the sealing retaining wall of pattern foundation pit supporting structure;
(c) in hollow pile, sink to pile tube, pile tube is filled with pile with space on every side with curing compound or anti-friction composition, forms the sealing retaining wall of pattern foundation pit supporting structure.
Said pile tube can be various material such as steel casing, cement pipe pile, pvc pipe, strength matching, and the interior support system of establishing can be wrapped the casing of barrier film outward.Pile tube is filled with anti-friction composition with space all around, can extract pile tube and reuse.
Easy construction of the present invention, rationally, can be according to the size of strata condition, site condition, surrounding environment and engineering quantity; Select suitable construction equipment and construction technology; Immersed tube, tube drawing system both can be covering devices, also can be different self-contained units, both can equipment integrated construction one pile; But the also multiple devices pile of constructing, but multiple devices continuous productive process also.
Below in conjunction with embodiment the present invention is described further.
The specific embodiment
A kind of job practices of composite pile comprises the following steps:
A kind of job practices of composite pile is characterized in that: comprise the following steps:
(1) construction is first: comprise one of following method:
Method A:
(1) telephone-moving is in place: mobile device is located in outer tube on the setting stake position;
(2) immersed tube: the degree of depth that outer tube is sunk down into setting;
(3) build moulding: on carry in the rammer system, build pile body;
(4) tube drawing moulding: extract outer tube, forming pile; According to designing requirement, outer tube is extracted, forming pile after can pressing and putting concrete surface again by interior rammer system.
Method B:
(1) telephone-moving is in place: mobile device is located in drilling rod on the setting stake position;
(2) spinning sinks: the degree of depth that drilling rod spinning is sunk down into setting;
(3) revolve to pull on and carry:
Drilling rod revolved draw, curing compound is pressed irritate to the stake hole simultaneously, revolve to pull on and carry, accomplish solid pile to setting height;
Or: drilling rod revolved draw, simultaneously curing compound is injected the soil body, revolve to pull on and carry, and repeat spinning and sink to revolving and draw step, with curing compound and cutting of soil body positive mechanical and stirring spinning, completion solid pile with drilling rod to setting height;
(4) when being set at hollow pile for first, then accomplish solid pile construction back in the time of 1 ~ 10 hour in step (3), carry out the construction of one of following method:
(a) telephone-moving is in place, and the concentric spinning of auger stem sinks down into set depth, revolves to pull on and carries, and forms hollow pile, and the drilling diameter of this auger boring is less than the stake bore dia of step (2) drilling rod spinning sinking formation; The depth of pore forming of this auger boring forms the pen container type tube stake of bottom back cover less than the stake hole depth that step (2) drilling rod spinning sinks to forming; Or the depth of pore forming of this auger boring is not less than the stake hole depth that step (2) drilling rod spinning sinks to forming, the not hollow type tube stake of back cover bottom forming;
(b) telephone-moving is in place, drops hammer certainly to mention with one heart and does the movement of falling object, and interior rammer punching pile body forms sheared edge, and dropping hammer certainly to thresh moves up and down, and forms hollow pile; This rams the stake bore dia that the pile body drilling diameter sinks to forming less than step (2) drilling rod spinning in dropping hammer, this rams the pile body depth of pore forming less than the stake hole depth that step (2) drilling rod spinning sinks in dropping hammer, form the pen container type tube stake of bottom back cover; Or ram the stake hole depth that the pile body depth of pore forming is not less than step (2) drilling rod spinning sinking formation in dropping hammer certainly, form the not hollow type tube stake of back cover of bottom;
(c) telephone-moving is in place; Adopt static pressure, back-pressure, hammering vibration or the concentric immersed tube pile sinking of other external force to set depth; The tube drawing pile pulling forms hollow pile to setting height, and the drilling diameter of this immersed tube pile sinking is less than the stake bore dia of step (2) drilling rod spinning sinking formation; The depth of pore forming of this immersed tube pile sinking forms the pen container type tube stake of bottom back cover less than the stake hole depth that step (2) drilling rod spinning sinks to forming; Or the depth of pore forming of this immersed tube pile sinking is not less than the stake hole depth that step (2) drilling rod spinning sinks to forming, the not hollow type tube stake of back cover bottom forming;
(2) construction is second: comprise one of following method:
Method A:
(1) in place: that outer concentric tube is located on first stake position of setting;
(2) immersed tube: the degree of depth that outer tube is sunk down into setting;
(3) build moulding: on carry in the rammer system, build pile body or transfer precast pile, when transferring precast pile, gap, precast pile outside is filled with the curing compound filling;
(4) tube drawing moulding: extract outer tube, forming pile;
Method B:
Adopt static pressure, back-pressure, hammering, vibration or the concentric pile sinking of other external force to set depth; Second when being hollow preformed pile, with lower sealing on the hollow pile, back cover adopts shoe or iron plate during pile sinking; Bind and adopt stopper or iron plate; Behind the earth excavation, take out stopper or the iron plate bound, build steel concrete by designing requirement segmentation or full section then.
Pile body is one or more complex forms in straight line, screw thread, the mutual line thread type, and the employing expanding method expands at the bottom of neck, hole enlargement, the expansion pile body.
Curing compound is one or more in cement, lime, water, soil, sand, coarse-fine aggregate, the cement mixture.
First second the method A of method A and construction of constructing is identical.
Construct among first second the method A of method A and construction, outer tube is a single tube steel pipe casing; Interior rammer system is a single tube inner tamping tube form; The external diameter of single tube inner tamping tube is littler than outer tube diameter; The top of inner tamping tube be provided with diameter greater than outer external diameter of pipe, with the dish of ramming of tup coupling; The steel plate back cover is adopted in the bottom of inner tamping tube, and the diameter of steel plate is rammed the length that the length of coiling lower end to inner tamping tube bottom is not more than outer tube between inner tamping tube external diameter and outer tube diameter; Or interior rammer system is single tube inner tamping tube hammer, and the diameter of single tube inner tamping tube hammer is less than outer tube diameter, one or more in single tube inner tamping tube hammer inner chamber filling slag, cast iron water, the coarse-fine aggregate; The upper and lower side of single tube inner tamping tube hammer seals with steel plate; The epimere of single tube inner tamping tube hammer is hollow tubular, and hypomere is solid hammer shape, according to designing requirement; The ram dish of size greater than outer tube can be established in top, length of tube outside the length of ramming dish lower end to the inner tamping tube hammer end is not less than; Or interior rammer system is a diameter less than the interior rammer of outer tube diameter from dropping hammer; Or interior rammer system is the inner tamping tube of diameter less than outer tube diameter; The steel plate back cover is used in the bottom of inner tamping tube; Steel plate top filling coarse-fine aggregate, steel plate, burlap or rubber cushion ram from dropping hammer or interior rammer electrically operated hammer, according to designing requirement in inner tamping tube is built-in; The ram dish of size greater than outer tube can be established in top, ram the length of dish at the bottom of lower end to the inner tamping tube be not less than outside length of tube.
Based on designing requirement, the inner tamping tube bottom can add fetch earth bin device or the sharp type drill soil device of being convenient to flexible dismounting.
Construct among first second the method A of method A and construction, the immersed tube method includes one or more in the following manner:
(1) potential energy directly acts on outer tube, directly outer tube is sunk to set depth;
(2) potential energy directly acts on inner and outer pipes, directly the inner and outer pipes system synchronization is sunk to set depth;
(3) rammer system in potential energy directly acts on: inner tamping tube hammer in the outer tube or the interior hammer ram in the inner tamping tube are through manually-operated, mechanically actuated or automation mechanized operation; Freely falling body or continuous hammering move up and down, and sink to set depth synchronously by the moving outer tube of dribbling of ramming that is provided with on the inner tamping tube; When pore-forming does not collapse the hole, do not establish outer tube, interior rammer system directly sinks to set depth;
(4) rammer system and outer tube in potential energy acts on respectively:
A) rammer system in potential energy directly acts on: the interior hammer ram in the interior hammer ram in the outer tube or hammer of the inner tamping tube in the outer tube or the inner tamping tube is through manually-operated, mechanically actuated or automation mechanized operation; Freely falling body or continuous hammering move up and down; The soil body under the punching outer tube or pile body form and shear the soil body or sheared edge;
B) potential energy directly acts on outer tube, and outer tube adopts one of following method to sink at least: 1. under the outer tube deadweight, outer tube sinks from gravity along shearing the soil body or sheared edge; 2. start back-pressure or static pressure water booster system on the outer tube, outer tube sinks along shearing the pressurization of the soil body or sheared edge; 3. start the vibrating device on the outer tube, outer tube is along shearing the soil body or sheared edge vibration-sunk; 4. start vibration and water booster system on the outer tube simultaneously, outer tube along shear the soil body or sheared edge shake depress heavy; 5. start the spinning apparatus on the outer tube, outer tube sinks along shearing the soil body or sheared edge spinning; 6. start the dematron device on the outer tube, outer tube is sunk along shearing the soil body or sheared edge rubbing and pressure;
C) interactive step a), b), sink down into set depth up to inner and outer pipes.
Construct among first second the method A of method A and construction; After the immersed tube step, ram the expansion moulding earlier and build moulding again; The method that ram to expand moulding is: on put forward the interior rammer system in the outer tube, by setting inventory inserts is dropped in the outer tube, on pull out outer tube certain altitude h >=0; In ram system repeatedly and ram inserts and form enlarged footing, adjust the compacted degree of the soil body and size, the shape of tamper diffusion head through adjusting following coefficient: degree of lifting h on the height H that feeds intake, the outer tube, ram the distance c that expands when accomplishing at the bottom of the outer tube at the bottom of the stake, ram at the bottom of the system of ramming in expanding when accomplishing at the bottom of the outer tube apart from E, when ramming inserts at the pile penetration D and the volume V of inserts that set under the impact energy; Concrete adjustment form is:
A) through adjustment compacting coefficient D ∈ (D1, D2 ... Dn V) adjusts the compacted degree of the soil body, when ramming inserts, is setting under the impact energy deflection D1, the D2 of n hammering continuously ... Dn and summation nD thereof;
B) through adjustment shape factor α ∈ (H, h, c, E, D, V) adjust size, the shape of tamper diffusion head:
A) (H, h E) adjust size, the shape of tamper diffusion head, form spindle shape tamper diffusion head through adjustment shape factor α ∈;
Dn=α
nd
0[(∑Hi+hn)/hn]
1/2 E=0
B) (c E) adjusts size, the shape of tamper diffusion head, forms the column tamper diffusion head for H, h through adjustment shape factor α ∈;
Dn=α
nd
0[(∑Hi+hn-Cn)/hn]
1/2 E=0
C) (E, D V) adjust size, the shape of tamper diffusion head, form spherical tamper diffusion head through adjustment shape factor α ∈;
Dn=α
n2 (3V/4 is towering)
1/3E=0;
Wherein Dn expands n time tamper diffusion head calculated diameter for ramming, concrete perfusion height in outer tube when Hi expands i time for ramming, and degree of lifting on outer tube when hn expands n time for ramming, outer tube sinking bottom was to the stake distance at the end when Cn expanded n time for ramming; The E value: go out at the bottom of the interior rammer system outer tube on the occasion of, be negative value in outer tube at the bottom of the interior rammer system, concordant with outer tube at the bottom of the interior rammer system is zero, measurement unit is m; α
nBe enlarged footing diameter correction factor, α ∈ (0.8,1.2).
Ram when expanding moulding, form zero level, one-level, secondary or multistage enlarged footing from top to bottom or from bottom to top; Inserts is one or more in brickbat, stone, sand, coarse-fine aggregate, slag, cement mixture, the dried water-bearing concreae; Curing compound is meant the liquid state or the powdery reinforcement material of one or more compositions in cement, lime, sand, stone, flyash, the cement mixture.
Above-mentioned so-called potential energy is through diesel hammer, vibrating hammer, drop hammer certainly, electrically operated hammer, hydraulic hammer, static pressure, back-pressure, auger, stranding shake the potential energy that the pipe acting forms.
Through adjustment compacting coefficient D, shape factor α, form the inserts enlarged footing from top to bottom, the compacted soil body, influence the soil body, significantly improve the end load, reduce sedimentation, compacting improves factor beta (ratio of the end load that compacting back and compacting are preceding) ∈ (1.5,3.0)
Ram when expanding moulding, form zero level, one-level, secondary or multistage enlarged footing from top to bottom or from bottom to top; Inserts is one or more in brickbat, stone, sand, coarse-fine aggregate, slag, cement mixture, the dried water-bearing concreae; Curing compound is meant the liquid state or the powdery reinforcement material of one or more compositions in cement, lime, sandstone, the flyash.
The strength core composite pile that forms; Comprise that it is characterized in that: first is present walling pile, and second is present walling pile or preformed pile as first of outer skirt piles with as second of core stake; First dowel section area is S1, the long L1 of being of total stake; To be that S2, total stake are long be L2 to second dowel section area, first with second center to center distance d=0, second area with first compares S
Ratio=S2/S1, second length with first compares L
Ratio=L2/L1, wherein S
Ratio∈ (0,1), L
Ratio>0.5; Work as S
RatioDuring ∈ (0,0.25), second as first the body of putting more energy into; Work as S
RatioDuring ∈ (0.25,0.75), first and second the formation composite pile that interacts; Work as S
RatioDuring ∈ (0.75,1), first as second circular thin-wall stake; Compound service factor f between second and first
1-2∈ (1.5,3.0).
First is present walling pile; Pile body have expand neck, hole enlargement, expansion along pile body at the bottom of, one or more forms in the full thread, whole line, a mutual spiral, straight line; Said present walling pile is solid pile or hollow pile, and wherein hollow pile is the stake of pen container type tube or the not hollow type tube stake of back cover of bottom of bottom back cover.
Second is present walling pile or preformed pile; Said present walling pile have expand neck, hole enlargement, expansion along pile body at the bottom of, one or more forms in the full thread, whole line, a mutual spiral, straight line; Said preformed pile is solid pile or hollow pile, and wherein the hollow pile inner chamber is the form of full section or segmentation perfusion steel concrete.
Construction equipment can comprise internal-tamping type pipeline sinking pile machine, hammer hidden pipe pile machine, static pressure, immersed tube stake machine, helical stir stake machine, vibrator sunk pile machine, dematron stake machine, tube drawing stake machine, and can be furnished with from drop hammer, diesel hammer, vibrating hammer, electrically operated hammer, hydraulic hammer etc.
When being set at hollow pile for first, after forming hollow pile, also can carry out the construction of one of following method:
(a) adopt immersed tube pile sinking in the hollow pile; Immersed tube pile sinking stake footpath all is not more than the hollow pile internal diameter; The immersed tube pile sinking degree of depth is all above the hollow pile bottom; The immersed tube pile sinking has solved the immersed tube pile sinking degree of depth and tube drawing problem to set depth, the composite pile of two joint present walling piles or present walling pile and preformed pile about having formed.
(b) can adopt and directly build steel concrete to setting height pile in the hollow pile, form the sealing retaining wall of pattern foundation pit supporting structure.
(c) can adopt and sink to pile tube in the hollow pile; Pile tube is filled with pile with space on every side with curing compound or anti-friction composition, forms the sealing retaining wall of pattern foundation pit supporting structure, the interior casing of establishing support system, outsourcing barrier film; Strength matching; Pile tube is filled with anti-friction composition with space on every side, and engineering finish man-hour, extracts the pile tube repeated use.
Claims (10)
1. composite pile; It is characterized in that: comprise that it is characterized in that: first is present walling pile, and second is present walling pile or preformed pile as first of outer skirt piles with as second of core stake; First dowel section area is S1, the long L1 of being of total stake; To be that S2, total stake are long be L2 to second dowel section area, first with second center to center distance d=0, second area with first compares S
Ratio=S2/S1, second length with first compares L
Ratio=L2/L1, wherein S
Ratio∈ (0,1), L
Ratio>0.5; Work as S
RatioDuring ∈ (0,0.25), second as first the body of putting more energy into; Work as S
RatioDuring ∈ (0.25,0.75), first and second the formation composite pile that interacts; Work as S
RatioDuring ∈ (0.75,1), first as second circular thin-wall stake; Compound service factor f between second and first
1-2∈ (1.5,3.0).
2. composite pile according to claim 1 is characterized in that: first for present walling pile, pile body have expand neck, hole enlargement, expansion along pile body at the bottom of, one or more forms in the full thread, whole line, a mutual screw thread, straight line; Said present walling pile is solid pile or hollow pile, and wherein hollow pile is the stake of pen container type tube or the not hollow type tube stake of back cover of bottom of bottom back cover.
3. composite pile according to claim 1 is characterized in that: second is present walling pile or preformed pile; Said present walling pile have expand neck, hole enlargement, expansion along pile body at the bottom of, one or more forms in the full thread, whole line, a mutual screw thread, straight line; Said preformed pile is solid pile or hollow pile, and wherein the hollow pile inner chamber is the form of full section or segmentation perfusion steel concrete.
4. the job practices of a composite pile is characterized in that: comprise the following steps:
(1) construction is first: comprise one of following method:
Method A:
(1) telephone-moving is in place: mobile device is located in outer tube on the setting stake position;
(2) immersed tube: the degree of depth that outer tube is sunk down into setting;
(3) build moulding: on carry in the rammer system, build pile body;
(4) tube drawing moulding: extract outer tube, forming pile;
Method B:
(1) telephone-moving is in place: mobile device is located in drilling rod on the setting stake position;
(2) spinning sinks: the degree of depth that drilling rod spinning is sunk down into setting;
(3) revolve to pull on and carry:
Drilling rod revolved draw, curing compound is pressed irritate to the stake hole simultaneously, revolve to pull on and carry, accomplish solid pile to setting height;
Or: drilling rod revolved draw, simultaneously curing compound is injected the soil body, revolve to pull on and carry, and repeat spinning and sink to revolving and draw step, with curing compound and cutting of soil body positive mechanical and stirring spinning, completion solid pile with drilling rod to setting height;
(4) when being set at hollow pile for first, then accomplish solid pile construction back in the time of 1 ~ 10 hour in step (3), carry out the construction of one of following method:
(a) telephone-moving is in place, and the concentric spinning of auger stem sinks down into set depth, revolves to pull on and carries, and forms hollow pile, and the drilling diameter of this auger boring is less than the stake bore dia of step (2) drilling rod spinning sinking formation; The depth of pore forming of this auger boring forms the pen container type tube stake of bottom back cover less than the stake hole depth that step (2) drilling rod spinning sinks to forming; Or the depth of pore forming of this auger boring is not less than the stake hole depth that step (2) drilling rod spinning sinks to forming, the not hollow type tube stake of back cover bottom forming;
(b) telephone-moving is in place, drops hammer certainly to mention with one heart and does the movement of falling object, and interior rammer punching pile body forms sheared edge, and dropping hammer certainly to thresh moves up and down, and forms hollow pile; This rams the stake bore dia that the pile body drilling diameter sinks to forming less than step (2) drilling rod spinning in dropping hammer, this rams the pile body depth of pore forming less than the stake hole depth that step (2) drilling rod spinning sinks in dropping hammer, form the pen container type tube stake of bottom back cover; Or ram the stake hole depth that the pile body depth of pore forming is not less than step (2) drilling rod spinning sinking formation in dropping hammer certainly, form the not hollow type tube stake of back cover of bottom;
(c) telephone-moving is in place; Adopt static pressure, back-pressure, hammering vibration or the concentric immersed tube pile sinking of other external force to set depth; The tube drawing pile pulling forms hollow pile to setting height, and the drilling diameter of this immersed tube pile sinking is less than the stake bore dia of step (2) drilling rod spinning sinking formation; The depth of pore forming of this immersed tube pile sinking forms the pen container type tube stake of bottom back cover less than the stake hole depth that step (2) drilling rod spinning sinks to forming; Or the depth of pore forming of this immersed tube pile sinking is not less than the stake hole depth that step (2) drilling rod spinning sinks to forming, the not hollow type tube stake of back cover bottom forming;
(2) construction is second: comprise one of following method:
Method A:
(1) in place: that outer concentric tube is located on first stake position of setting;
(2) immersed tube: the degree of depth that outer tube is sunk down into setting;
(3) build moulding: on carry in the rammer system, build pile body or transfer precast pile, when transferring precast pile, gap, precast pile outside is filled with the curing compound filling;
(4) tube drawing moulding: extract outer tube, forming pile;
Method B:
Adopt static pressure, back-pressure, hammering, vibration or other external force and first concentric pile sinking to set depth; Second when being hollow preformed pile, with lower sealing on the hollow pile, back cover adopts shoe or iron plate during pile sinking; Bind and adopt stopper or iron plate; Behind the earth excavation, take out stopper or the iron plate bound, build steel concrete by designing requirement segmentation or full section then.
5. the job practices of composite pile according to claim 4 is characterized in that: among first the method A of method A and second of construction of constructing, outer tube is a single tube steel pipe casing; Interior rammer system is a single tube inner tamping tube form; The external diameter of single tube inner tamping tube is littler than outer tube diameter; The top of inner tamping tube be provided with diameter greater than outer external diameter of pipe, with the dish of ramming of tup coupling; The steel plate back cover is adopted in the bottom of inner tamping tube, and the diameter of steel plate is rammed the length that the length of coiling lower end to inner tamping tube bottom is not more than outer tube between inner tamping tube external diameter and outer tube diameter; Or interior rammer system is a single tube inner tamping tube hammer; The diameter of single tube inner tamping tube hammer is less than outer tube diameter; In single tube inner tamping tube hammer inner chamber filling slag, cast iron water, the coarse-fine aggregate one or more; The upper and lower side of single tube inner tamping tube hammer seals with steel plate, and the epimere of single tube inner tamping tube hammer is hollow tubular, and hypomere is solid hammer shape; Or interior rammer system is a diameter less than the interior rammer of outer tube diameter from dropping hammer; Or interior rammer system is the inner tamping tube of diameter less than outer tube diameter, and the steel plate back cover is used in the bottom of inner tamping tube, and steel plate top filling coarse-fine aggregate, steel plate, burlap or rubber cushion ram from dropping hammer or interior rammer electrically operated hammer in inner tamping tube is built-in.
6. the job practices of composite pile according to claim 5; It is characterized in that: interior rammer system is a single tube inner tamping tube hammer; The diameter of single tube inner tamping tube hammer is less than outer tube diameter, and the single tube inner tamping tube is hammered one or more in inner chamber filling slag, cast iron water, the coarse-fine aggregate into shape, and the upper and lower side of single tube inner tamping tube hammer seals with steel plate; The epimere of single tube inner tamping tube hammer is hollow tubular; Hypomere is solid hammer shape, and the ram dish of size greater than outer tube established on inner tamping tube hammer top, length of tube outside the length of ramming dish lower end to the inner tamping tube hammer end is not less than; Interior rammer system is the inner tamping tube of diameter less than outer tube diameter; The steel plate back cover is used in the bottom of inner tamping tube; Steel plate top filling coarse-fine aggregate, steel plate, burlap or rubber cushion; Ram from dropping hammer or interior rammer electrically operated hammer in inner tamping tube is built-in, the ram dish of size greater than outer tube established on inner tamping tube top, ram length at the bottom of dish lower end to the inner tamping tube be not less than outside length of tube; The inner tamping tube bottom adds fetch earth bin device or the sharp type drill soil device of being convenient to flexible dismounting.
7. according to the job practices of claim 4 or 5 described composite piles, it is characterized in that: among first second the method A of method A and construction of constructing, the immersed tube method includes one or more in the following manner:
(1) potential energy directly acts on outer tube, directly outer tube is sunk to set depth;
(2) potential energy directly acts on inner and outer pipes, directly the inner and outer pipes system synchronization is sunk to set depth;
(3) rammer system in potential energy directly acts on: inner tamping tube hammer in the outer tube or the interior hammer ram in the inner tamping tube are through manually-operated, mechanically actuated or automation mechanized operation; Freely falling body or continuous hammering move up and down, and sink to set depth synchronously by the moving outer tube of dribbling of ramming that is provided with on the inner tamping tube; When pore-forming does not collapse the hole, do not establish outer tube, interior rammer system directly sinks to set depth;
(4) rammer system and outer tube in potential energy acts on respectively:
A) rammer system in potential energy directly acts on: the interior hammer ram in the interior hammer ram in the outer tube or hammer of the inner tamping tube in the outer tube or the inner tamping tube is through manually-operated, mechanically actuated or automation mechanized operation; Freely falling body or continuous hammering move up and down; The soil body under the punching outer tube or pile body form and shear the soil body or sheared edge;
B) potential energy directly acts on outer tube, and outer tube adopts one of following method to sink at least: 1. under the outer tube deadweight, outer tube sinks from gravity along shearing the soil body or sheared edge; 2. start back-pressure or static pressure water booster system on the outer tube, outer tube sinks along shearing the pressurization of the soil body or sheared edge; 3. start the vibrating device on the outer tube, outer tube is along shearing the soil body or sheared edge vibration-sunk; 4. start vibration and water booster system on the outer tube simultaneously, outer tube along shear the soil body or sheared edge shake depress heavy; 5. start the spinning apparatus on the outer tube, outer tube sinks along shearing the soil body or sheared edge spinning; 6. start the dematron device on the outer tube, outer tube is sunk along shearing the soil body or sheared edge rubbing and pressure;
C) interactive step a), b), sink down into set depth up to inner and outer pipes.
8. according to the job practices of claim 4 or 5 described composite piles; It is characterized in that: among first second the method A of method A and construction of constructing; After the immersed tube step, ram the expansion moulding earlier and build moulding again; The method that ram to expand moulding is: on put forward the interior rammer system in the outer tube, by setting inventory inserts is dropped in the outer tube, on pull out outer tube certain altitude h >=0; In ram system repeatedly and ram inserts and form enlarged footing, adjust the compacted degree of the soil body and size, the shape of tamper diffusion head through adjusting following coefficient: degree of lifting h on the height H that feeds intake, the outer tube, ram the distance c that expands when accomplishing at the bottom of the outer tube at the bottom of the stake, ram at the bottom of the system of ramming in expanding when accomplishing at the bottom of the outer tube apart from E, when ramming inserts at the pile penetration D and the volume V of inserts that set under the impact energy; Concrete adjustment form is:
A) through adjustment compacting coefficient D ∈ (D1, D2 ... Dn V) adjusts the compacted degree of the soil body, when ramming inserts, is setting under the impact energy deflection D1, the D2 of n hammering continuously ... Dn and summation nD thereof;
B) through adjustment shape factor α ∈ (H, h, c, E, D, V) adjust size, the shape of tamper diffusion head:
A) (H, h E) adjust size, the shape of tamper diffusion head, form spindle shape tamper diffusion head through adjustment shape factor α ∈;
Dn=α
nd
0[(∑Hi+hn)/hn]
1/2 E=0
B) (c E) adjusts size, the shape of tamper diffusion head, forms the column tamper diffusion head for H, h through adjustment shape factor α ∈;
Dn=α
nd
0[(∑Hi+hn-Cn)/hn]
1/2 E=0
C) (E, D V) adjust size, the shape of tamper diffusion head, form spherical tamper diffusion head through adjustment shape factor α ∈;
Dn=α
n2 (3V/4 is towering)
1/3E=0;
Wherein Dn expands n time tamper diffusion head calculated diameter for ramming, concrete perfusion height in outer tube when Hi expands i time for ramming, and degree of lifting on outer tube when hn expands n time for ramming, outer tube sinking bottom was to the stake distance at the end when Cn expanded n time for ramming; The E value: go out at the bottom of the interior rammer system outer tube on the occasion of, be negative value in outer tube at the bottom of the interior rammer system, concordant with outer tube at the bottom of the interior rammer system is zero, measurement unit is m; α
nBe enlarged footing diameter correction factor, α ∈ (0.8,1.2).
9. the job practices of composite pile according to claim 8 is characterized in that: ram when expanding moulding, form zero level, one-level, secondary or multistage enlarged footing from top to bottom or from bottom to top; Inserts is one or more in brickbat, stone, sand, coarse-fine aggregate, slag, cement mixture, the dried water-bearing concreae; Curing compound is meant the liquid state or the powdery reinforcement material of one or more compositions in cement, lime, sand, stone, flyash, the cement mixture.
10. the job practices of composite pile according to claim 4 is characterized in that: when being set at hollow pile for first, after forming hollow pile, also carry out the construction of one of following method:
(a) immersed tube pile sinking in hollow pile, immersed tube pile sinking stake footpath all is not more than the hollow pile internal diameter, and all above the hollow pile bottom, the immersed tube pile sinking is to set depth for the immersed tube pile sinking degree of depth;
(b) in hollow pile, directly build steel concrete to setting height pile, form the sealing retaining wall of pattern foundation pit supporting structure;
(c) in hollow pile, sink to pile tube, pile tube is filled with pile with space on every side with curing compound or anti-friction composition, forms the sealing retaining wall of pattern foundation pit supporting structure.
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| CN201910639878.2A CN110318393B (en) | 2012-07-02 | 2012-07-02 | Construction method of composite pile |
| CN201910639879.7A CN110318394B (en) | 2012-07-02 | 2012-07-02 | Construction method of composite pile |
| CN201410088076.4A CN103821138B (en) | 2012-07-02 | 2012-07-02 | The construction method of composite pile |
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| CN201910639879.7A Division CN110318394B (en) | 2012-07-02 | 2012-07-02 | Construction method of composite pile |
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| CN103195077A (en) * | 2013-04-02 | 2013-07-10 | 中国水电顾问集团中南勘测设计研究院 | Dam foundation reinforcement frame structure and dam foundation reinforcement method |
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Also Published As
| Publication number | Publication date |
|---|---|
| CN102733376B (en) | 2019-09-17 |
| CN110318394B (en) | 2020-10-20 |
| CN110318393A (en) | 2019-10-11 |
| CN110318394A (en) | 2019-10-11 |
| CN110318393B (en) | 2020-10-20 |
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