CN102733376B - Composite pile and its construction method - Google Patents
Composite pile and its construction method Download PDFInfo
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- CN102733376B CN102733376B CN201210229106.XA CN201210229106A CN102733376B CN 102733376 B CN102733376 B CN 102733376B CN 201210229106 A CN201210229106 A CN 201210229106A CN 102733376 B CN102733376 B CN 102733376B
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Abstract
The invention discloses a kind of composite pile and its construction methods, including first as peripheral pile and as second of core stake, first is present walling pile, and second is present walling pile or prefabricated pile, first with second center away from d=0, second with first area ratio SThan=S2/S1, second with first length ratio LThan=L2/L1, wherein SThan∈ (0,1), LThan>0.5.The present invention is easy for construction, rationally, it can be according to the size of strata condition, site condition, ambient enviroment and project amount, select suitable construction equipment and construction technology, immersed tube, tube drawing system are either set of device, or different self-contained units, it both can one pile of equipment integrated construction, can also multiple devices construct a pile, can also multiple devices continuous productive process.
Description
Technical field
The present invention relates to a kind of composite pile and its construction methods.
Background technique
Existing driven cast-in-place pile, rammed bulb pile, prefabricated pile construction technology generally encounter pan soil area and be difficult to construct, be difficult to wear
More, soil borrowing lead-hole is generally used, part bearing capacity is lost, often works hard but get little result；Generally encounter soft clay area to increase desperately
Long stake obtains bearing capacity, often expensive not please.
Summary of the invention
That the purpose of the present invention is to provide a kind of construction feature of environmental protection is good, cost performance is good, the composite pile of reliable in quality and its applies
Work method.
The technical solution of the invention is as follows:
A kind of composite pile, it is characterized in that: including first as peripheral pile and second as core stake, feature
Be: first is present walling pile, and second is present walling pile or prefabricated pile, and the first dowel section area is S1, total stake a length of L1, and second is cut
Area is S2, total stake a length of L2, first with second center away from d=0, second with first area ratio SThan=S2/
S1, second with first length ratio LThan=L2/L1, wherein SThan∈ (0,1), LThan>0.5；Work as SThanWhen (0,0.25) ∈, second
Stake is as first body of putting more energy into；Work as SThanWhen (0.25,0.75) ∈, first forms composite pile with second interaction；When
SThanWhen (0.75,1) ∈, first as second circular thin-wall stake；Compound service factor between second and first
(frictional force raising coefficient) f1-2∈(1.5,3.0)。
First is present walling pile, and pile body, which has, expands neck, expanding, base expanding and base expanding, full thread, whole line, mutually screw thread, straight along pile body
One of line or diversified forms；The present walling pile is solid pile or hollow pile, and wherein hollow pile is the brush holder type of bottom back cover
Cylinder stake or the hollow type tube stake of bottom not back cover.
Second is present walling pile or prefabricated pile；The present walling pile, which has, expands neck, expanding, base expanding and base expanding, full thread, Quan Zhi along pile body
One of line, mutual screw thread, straight line or diversified forms；The prefabricated pile is solid pile or hollow pile, wherein hollow pile inner cavity
For full section or the form of subsectin bottler armored concrete.
A kind of construction method of composite pile, it is characterized in that: including the following steps:
(1) it constructs first: including one of following method:
Method A:
(1) telephone-moving is in place: outer tube is located in and sets in fixed pile by mobile device；
(2) outer tube immersed tube: is sunk down into the depth of setting；
(3) pouring molding: interior rammer system is above proposed, pile body is poured；
(4) tube drawing forms: extracting outer tube, forming pile；
Method B:
(1) telephone-moving is in place: drilling rod is located in and sets in fixed pile by mobile device；
(2) spinning sinks: drilling rod spinning is sunk down into the depth of setting；
(3) rotation, which is pulled on, mentions:
Drilling rod is revolved and is drawn, while curing agent pressure being filled to stake holes, rotation, which is pulled on, to be mentioned to setting height, and solid pile is completed；
Or: drilling rod is revolved and is drawn, while curing agent is injected into the soil body, rotation, which is pulled on, to be mentioned to setting height, and is repeated spinning and sunk
It is revolved with drilling rod and draws step, curing agent and soil body positive mechanical are cut and stirred spinning, completes solid pile；
(4) it when being set as hollow pile for first, then when 1~10 hour after step (3) complete solid pile driving construction, carries 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, and rotation, which is pulled on, to be mentioned, and forms hollow pile, and this
The drilling diameter of auger boring is less than step (2) drilling rod spinning and sinks the stake holes diameter to be formed；This auger boring at hole depth
Degree is less than step (2) drilling rod spinning and sinks the stake holes depth to be formed, and forms the pen container type tube stake of bottom back cover；Or this auger
The depth of pore forming in hole sinks the stake holes depth to be formed not less than step (2) drilling rod spinning, forms the hollow type tube of bottom not back cover
Stake；
(b) telephone-moving is in place, drops hammer to lift with one heart certainly and does the movement of falling object, and interior rammer punching pile body forms sheared edge, falls certainly
Hammer moves up and down repeatedly, forms hollow pile；This sinks from interior rammer pile body drilling diameter is dropped hammer less than step (2) drilling rod spinning
The stake holes diameter of formation, this is less than the stake holes depth that step (2) drilling rod spinning sinks, shape from the interior rammer pile body depth of pore forming that drops hammer
At the pen container type tube stake of bottom back cover；Or the interior rammer pile body depth of pore forming that drops hammer certainly sinks to being formed not less than step (2) drilling rod spinning
Stake holes depth, form the hollow type tube stake of bottom not back cover；
(c) telephone-moving is in place, using static pressure, back-pressure, hammering vibration or the concentric immersed tube pile sinking of other external force to set depth, pulls out
Pipe pile pulling forms hollow pile to setting height, and the drilling diameter of this immersed tube pile sinking is less than step (2) drilling rod spinning sinking shape
At stake holes diameter；The depth of pore forming of this immersed tube pile sinking is less than step (2) drilling rod spinning and sinks the stake holes depth to be formed, and is formed
The pen container type tube stake of bottom back cover；Or the depth of pore forming of this immersed tube pile sinking sinks to being formed not less than step (2) drilling rod spinning
Stake holes depth forms the hollow type tube stake of bottom not back cover；
(2) it constructs second: including one of following method:
Method A:
(1) in place: outer concentric tube is located on first stake position of setting；
(2) outer tube immersed tube: is sunk down into the depth of setting；
(3) pouring molding: above proposing interior rammer system, pours pile body or decentralization precast pile will be prefabricated when transferring precast pile
Gap curing agent filling in pile body outside fills；
(4) tube drawing forms: extracting outer tube, forming pile；
Method B:
Using static pressure, back-pressure, hammering, vibration or other external force and first concentric pile sinking to set depth, second is
When hollow preformed pile, by hollow pile upper lower sealing when pile sinking, back cover uses shoe or iron plate, binds using plug or iron plate, open
After earth excavation, the plug to bind or iron plate are taken out, then by design requirement segmentation or full section pouring reinforcement concrete.
Pile body is one or more of straight line, screw thread, mutual line thread type complex form, using expanding method to stake
Body carries out expansion neck, expanding, base expanding and base expanding.
In the method A of construction first and the method A of construction second, outer tube is single tube steel pipe casing；Interior rammer system is
Single tube inner tamping tube form, the outer diameter of single tube inner tamping tube is smaller than outer tube diameter, the top of inner tamping tube be equipped with diameter be greater than outer pipe outside diameter,
With tup is matched rams disk, the bottom of inner tamping tube uses steel plate back cover, and the diameter of steel plate is between inner tamping tube outer diameter and outer tube
Between internal diameter, the length for ramming disk lower end to inner tamping tube bottom is not more than the length of outer tube；Or interior rammer system is single tube inner tamping tube
Hammer, the diameter of single tube inner tamping tube hammer are less than outer tube diameter, and single tube inner tamping tube hammers inner cavity filling steel slag, cast iron water into shape, in coarse-fine aggregate
One or more, single tube inner tamping tube hammer upper and lower side sealed with steel plate, single tube inner tamping tube hammer upper section be in hollow tubular, lower section
In solid hammer shape；Or interior rammer system is that diameter drops hammer certainly less than the interior rammer of outer tube diameter；Or interior rammer system is that diameter is less than outer tube
The inner tamping tube of internal diameter, the bottom steel plate back cover of inner tamping tube, steel plate top filling coarse-fine aggregate, steel plate, burlap or rubber mat, interior rammer
The built-in interior rammer of pipe drops hammer certainly or interior rammer electrically operated hammer.
In the method A of construction first and the method A of construction second, immersed tube method includes one of following manner
Or it is several:
(1) potential energy directly acts on outer tube, and outer tube is directly sunk to set depth；
(2) potential energy directly acts on inner and outer pipes, directly synchronizes inside and outside guard system and sinks to set depth；
(3) potential energy directly acts on interior rammer system: the inner tamping tube hammer in outer tube or the interior hammer ram in inner tamping tube pass through manually
Operation, mechanically actuated or automatic operation, freely falling body or continuous hammering move up and down, and ram disk by what is be arranged on inner tamping tube
It drives outer tube to synchronize and sinks to set depth；When pore-forming not collapse hole, outer tube is not set, interior rammer system directly sinks to set depth；
(4) potential energy is respectively acting on interior rammer system and outer tube:
A) potential energy directly acts on interior rammer system: in the interior hammer ram in outer tube or the inner tamping tube hammer in outer tube or inner tamping tube
Interior hammer ram is moved up and down by manual operation, mechanically actuated or automatic operation, freely falling body or continuous hammering, punching outer tube
Under the soil body or pile body, form the shearing soil body or sheared edge；
B) potential energy directly acts on outer tube, and outer tube is at least sunk using one of following method: 1. under outer tube self weight, outer tube
Sink along the shearing soil body or sheared edge from gravity；2. starting the back-pressure or static pressure intensifier on outer tube, outer tube is along the shearing soil body
Or sheared edge pressurization is sunk；3. starting the vibration device on outer tube, outer tube is along the shearing soil body or sheared edge vibration-sunk；4. simultaneously
Start the vibration on outer tube and pressurizing device, outer tube is heavy along the shearing soil body or sheared edge vibration pressure；5. starting the spinning on outer tube
Device, outer tube sink along the shearing soil body or sheared edge spinning；6. start outer tube on dematron device, make outer tube along shearing the soil body or
Sheared edge rubbing and pressure are sunk；
C) interactive step a), b), until inner and outer pipes sink down into set depth.
In the method A of construction first and the method A of construction second, rammer expansion molding is first carried out after immersed tube step and is poured again
Type is built up, ramming the molding method of expansion is: above proposing the interior rammer system in outer tube, puts into filler material in outer tube by setting inventory,
On pull out outer tube certain altitude h >=0；Interior rammer system repeatedly rams filler material and forms enlarged footing, adjusts by adjusting following coefficient
The compacted degree of the soil body and size, the shape of tamper diffusion head: degree of lifting h on the height that feeds intake H, outer tube, ram expand when completing outer tube bottom away from
The distance c at stake bottom, it rams when expanding distance E of the interior rammer system bottom away from outer tube bottom when completing, ramming filler material in the case where setting impact energy
Pile penetration D and filler material volume V；Specific adjustment form are as follows:
A the compacted degree that the soil body) is adjusted by adjusting compacted coefficient D ∈ (D1, D2 ... Dn, V), when ramming filler material,
Deflection D1, D2 ... the Dn and its summation nD of continuous n times hammering in the case where setting impact energy；
B size, the shape of tamper diffusion head) are adjusted by adjusting shape factor α ∈ (H, h, c, E, D, V):
A) size, the shape of tamper diffusion head are adjusted by adjusting shape factor α ∈ (H, h, E), form fusiform tamper diffusion head；
Dn=αnd0[(ΣHi+hn)/hn]1/2E=0
B) size, the shape of tamper diffusion head are adjusted by adjusting shape factor α ∈ (H, h, c, E), form column tamper diffusion head；
Dn=αnd0[(ΣHi+hn-Cn)/hn]1/2E=0
C) size, the shape that tamper diffusion head is adjusted by adjusting shape factor α ∈ (E, D, V), form spherical tamper diffusion head；
Dn=αn2(3V/4π)1/3E=0；
Wherein Dn be ram expand n times tamper diffusion head calculated diameter, Hi be ram expand i times when outer tube in concrete perfusion height, hn
Degree of lifting on outer tube when expanding n times to ram, Cn are the distance for ramming outer tube sinking bottom end to stake bottom when expanding n times；E value: interior rammer system bottom
Outer tube is positive value out, and interior rammer system bottom is negative value in outer tube, and interior rammer system bottom concordant with outer tube is zero, measurement unit m；αn
For enlarged footing diameter correction factor, α ∈ (0.8,1.2).
When ramming expansion molding, zero level, level-one, second level or multistage enlarged footing are formed from top to bottom or from bottom to top；Filler material is
One or more of brickbat, stone, sand, coarse-fine aggregate, slag, cement mixture, dry and wet concrete；Curing agent refer to cement,
The liquid or powdery reinforcement material of one or more of lime, sand, stone, flyash, cement mixture composition.
Above-mentioned so-called potential energy is by diesel hammer, vibration hammer, drops hammer certainly, electrically operated hammer, hydraulic hammer, static pressure, back-pressure, spiral
It bores, rub with the hands and shake pipe and do work the potential energy to be formed.
When being set as hollow pile for first, after forming hollow pile, the construction of one of following method is also carried out:
(a) the immersed tube pile sinking in hollow pile, for immersed tube pile sinking stake diameter no more than hollow pile internal diameter, immersed tube pile sinking depth is super
Cross hollow pile bottom, immersed tube pile sinking to set depth；
(b) direct pouring reinforcement concrete forms the sealing earth-retaining of pattern foundation pit supporting structure to setting height pile in hollow pile
Wall；
(c) tubular pole, tubular pole and surrounding gap curing agent are sunk in hollow pile or anti-friction composition fills pile, form foundation pit
The sealing retaining wall of supporting.
The tubular pole can be the various materials such as steel pile casting, cement pipe pile, pvc pipe, and strength matching is interior to set support system
System, outside can packet diaphragm casing.Tubular pole is filled with surrounding gap with anti-friction composition, can extract tubular pole reuse.
The present invention it is easy for construction, rationally, can according to the size of strata condition, site condition, ambient enviroment and project amount,
Suitable construction equipment and construction technology are selected, immersed tube, tube drawing system are either set of device, or different independence
Device, both can one pile of equipment integrated construction, can also multiple devices construct a pile, can also multiple devices flowing water make
Industry.
Below with reference to embodiment, the invention will be further described.
Specific embodiment
A kind of construction method of composite pile, including the following steps:
A kind of construction method of composite pile, it is characterized in that: including the following steps:
(1) it constructs first: including one of following method:
Method A:
(1) telephone-moving is in place: outer tube is located in and sets in fixed pile by mobile device；
(2) outer tube immersed tube: is sunk down into the depth of setting；
(3) pouring molding: interior rammer system is above proposed, pile body is poured；
(4) tube drawing forms: extracting outer tube, forming pile；According to design requirement, interior rammer system can with after pressed concrete surface again
Extract outer tube, forming pile.
Method B:
(1) telephone-moving is in place: drilling rod is located in and sets in fixed pile by mobile device；
(2) spinning sinks: drilling rod spinning is sunk down into the depth of setting；
(3) rotation, which is pulled on, mentions:
Drilling rod is revolved and is drawn, while curing agent pressure being filled to stake holes, rotation, which is pulled on, to be mentioned to setting height, and solid pile is completed；
Or: drilling rod is revolved and is drawn, while curing agent is injected into the soil body, rotation, which is pulled on, to be mentioned to setting height, and is repeated spinning and sunk
It is revolved with drilling rod and draws step, curing agent and soil body positive mechanical are cut and stirred spinning, completes solid pile；
(4) it when being set as hollow pile for first, then when 1~10 hour after step (3) complete solid pile driving construction, carries 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, and rotation, which is pulled on, to be mentioned, and forms hollow pile, and this
The drilling diameter of auger boring is less than step (2) drilling rod spinning and sinks the stake holes diameter to be formed；This auger boring at hole depth
Degree is less than step (2) drilling rod spinning and sinks the stake holes depth to be formed, and forms the pen container type tube stake of bottom back cover；Or this auger
The depth of pore forming in hole sinks the stake holes depth to be formed not less than step (2) drilling rod spinning, forms the hollow type tube of bottom not back cover
Stake；
(b) telephone-moving is in place, drops hammer to lift with one heart certainly and does the movement of falling object, and interior rammer punching pile body forms sheared edge, falls certainly
Hammer moves up and down repeatedly, forms hollow pile；This sinks from interior rammer pile body drilling diameter is dropped hammer less than step (2) drilling rod spinning
The stake holes diameter of formation, this is less than the stake holes depth that step (2) drilling rod spinning sinks, shape from the interior rammer pile body depth of pore forming that drops hammer
At the pen container type tube stake of bottom back cover；Or the interior rammer pile body depth of pore forming that drops hammer certainly sinks to being formed not less than step (2) drilling rod spinning
Stake holes depth, form the hollow type tube stake of bottom not back cover；
(c) telephone-moving is in place, using static pressure, back-pressure, hammering vibration or the concentric immersed tube pile sinking of other external force to set depth, pulls out
Pipe pile pulling forms hollow pile to setting height, and the drilling diameter of this immersed tube pile sinking is less than step (2) drilling rod spinning sinking shape
At stake holes diameter；The depth of pore forming of this immersed tube pile sinking is less than step (2) drilling rod spinning and sinks the stake holes depth to be formed, and is formed
The pen container type tube stake of bottom back cover；Or the depth of pore forming of this immersed tube pile sinking sinks to being formed not less than step (2) drilling rod spinning
Stake holes depth forms the hollow type tube stake of bottom not back cover；
(2) it constructs second: including one of following method:
Method A:
(1) in place: outer concentric tube is located on first stake position of setting；
(2) outer tube immersed tube: is sunk down into the depth of setting；
(3) pouring molding: above proposing interior rammer system, pours pile body or decentralization precast pile will be prefabricated when transferring precast pile
Gap curing agent filling in pile body outside fills；
(4) tube drawing forms: extracting outer tube, forming pile；
Method B:
Using static pressure, back-pressure, hammering, vibration or the concentric pile sinking of other external force to set depth, second is hollowcore precast
When stake, by hollow pile upper lower sealing when pile sinking, back cover uses shoe or iron plate, binds using plug or iron plate, after earth excavation,
The plug to bind or iron plate are taken out, then by design requirement segmentation or full section pouring reinforcement concrete.
Pile body is one or more of straight line, screw thread, mutual line thread type complex form, using expanding method to stake
Body carries out expansion neck, expanding, base expanding and base expanding.
Curing agent is one or more of cement, lime, water, soil, sand, coarse-fine aggregate, cement mixture.
The method A of construction first is identical as construction second method A.
In the method A of construction first and the method A of construction second, outer tube is single tube steel pipe casing；Interior rammer system is
Single tube inner tamping tube form, the outer diameter of single tube inner tamping tube is smaller than outer tube diameter, the top of inner tamping tube be equipped with diameter be greater than outer pipe outside diameter,
With tup is matched rams disk, the bottom of inner tamping tube uses steel plate back cover, and the diameter of steel plate is between inner tamping tube outer diameter and outer tube
Between internal diameter, the length for ramming disk lower end to inner tamping tube bottom is not more than the length of outer tube；Or interior rammer system is single tube inner tamping tube
Hammer, the diameter of single tube inner tamping tube hammer are less than outer tube diameter, and single tube inner tamping tube hammers inner cavity filling steel slag, cast iron water into shape, in coarse-fine aggregate
One or more, single tube inner tamping tube hammer upper and lower side sealed with steel plate, single tube inner tamping tube hammer upper section be in hollow tubular, lower section
In solid hammer shape, according to design requirement, top can set size and ram disk greater than outer tube, ram disk lower end to inner tamping tube hammer bottom
Length is not less than outer length of tube；Or interior rammer system is that diameter drops hammer certainly less than the interior rammer of outer tube diameter；Or interior rammer system is diameter
Less than the inner tamping tube of outer tube diameter, the bottom steel plate back cover of inner tamping tube, filling coarse-fine aggregate above steel plate, steel plate, burlap or
Rubber mat, interior rammer built in inner tamping tube drops hammer certainly or interior rammer electrically operated hammer, and according to design requirement, top can set size ramming greater than outer tube
Disk rams the length at disk lower end to inner tamping tube bottom not less than outer length of tube.
According to design requirement, inner tamping tube bottom can add digging cage device or tip drill soil dress convenient for flexibly dismounting
It sets.
In the method A of construction first and the method A of construction second, immersed tube method includes one of following manner
Or it is several:
(1) potential energy directly acts on outer tube, and outer tube is directly sunk to set depth；
(2) potential energy directly acts on inner and outer pipes, directly synchronizes inside and outside guard system and sinks to set depth；
(3) potential energy directly acts on interior rammer system: the inner tamping tube hammer in outer tube or the interior hammer ram in inner tamping tube pass through manually
Operation, mechanically actuated or automatic operation, freely falling body or continuous hammering move up and down, and ram disk by what is be arranged on inner tamping tube
It drives outer tube to synchronize and sinks to set depth；When pore-forming not collapse hole, outer tube is not set, interior rammer system directly sinks to set depth；
(4) potential energy is respectively acting on interior rammer system and outer tube:
A) potential energy directly acts on interior rammer system: in the interior hammer ram in outer tube or the inner tamping tube hammer in outer tube or inner tamping tube
Interior hammer ram is moved up and down by manual operation, mechanically actuated or automatic operation, freely falling body or continuous hammering, punching outer tube
Under the soil body or pile body, form the shearing soil body or sheared edge；
B) potential energy directly acts on outer tube, and outer tube is at least sunk using one of following method: 1. under outer tube self weight, outer tube
Sink along the shearing soil body or sheared edge from gravity；2. starting the back-pressure or static pressure intensifier on outer tube, outer tube is along the shearing soil body
Or sheared edge pressurization is sunk；3. starting the vibration device on outer tube, outer tube is along the shearing soil body or sheared edge vibration-sunk；4. simultaneously
Start the vibration on outer tube and pressurizing device, outer tube is heavy along the shearing soil body or sheared edge vibration pressure；5. starting the spinning on outer tube
Device, outer tube sink along the shearing soil body or sheared edge spinning；6. start outer tube on dematron device, make outer tube along shearing the soil body or
Sheared edge rubbing and pressure are sunk；
C) interactive step a), b), until inner and outer pipes sink down into set depth.
In the method A of construction first and the method A of construction second, rammer expansion molding is first carried out after immersed tube step and is poured again
Type is built up, ramming the molding method of expansion is: above proposing the interior rammer system in outer tube, puts into filler material in outer tube by setting inventory,
On pull out outer tube certain altitude h >=0；Interior rammer system repeatedly rams filler material and forms enlarged footing, adjusts by adjusting following coefficient
The compacted degree of the soil body and size, the shape of tamper diffusion head: degree of lifting h on the height that feeds intake H, outer tube, ram expand when completing outer tube bottom away from
The distance c at stake bottom, it rams when expanding distance E of the interior rammer system bottom away from outer tube bottom when completing, ramming filler material in the case where setting impact energy
Pile penetration D and filler material volume V；Specific adjustment form are as follows:
A the compacted degree that the soil body) is adjusted by adjusting compacted coefficient D ∈ (D1, D2 ... Dn, V), when ramming filler material,
Deflection D1, D2 ... the Dn and its summation nD of continuous n times hammering in the case where setting impact energy；
B size, the shape of tamper diffusion head) are adjusted by adjusting shape factor α ∈ (H, h, c, E, D, V):
A) size, the shape of tamper diffusion head are adjusted by adjusting shape factor α ∈ (H, h, E), form fusiform tamper diffusion head；
Dn=αnd0[(ΣHi+hn)/hn]1/2E=0
B) size, the shape of tamper diffusion head are adjusted by adjusting shape factor α ∈ (H, h, c, E), form column tamper diffusion head；
Dn=αnd0[(ΣHi+hn-Cn)/hn]1/2E=0
C) size, the shape that tamper diffusion head is adjusted by adjusting shape factor α ∈ (E, D, V), form spherical tamper diffusion head；
Dn=αn2(3V/4π)1/3E=0；
Wherein Dn be ram expand n times tamper diffusion head calculated diameter, Hi be ram expand i times when outer tube in concrete perfusion height, hn
Degree of lifting on outer tube when expanding n times to ram, Cn are the distance for ramming outer tube sinking bottom end to stake bottom when expanding n times；E value: interior rammer system bottom
Outer tube is positive value out, and interior rammer system bottom is negative value in outer tube, and interior rammer system bottom concordant with outer tube is zero, measurement unit m；αn
For enlarged footing diameter correction factor, α ∈ (0.8,1.2).
When ramming expansion molding, zero level, level-one, second level or multistage enlarged footing are formed from top to bottom or from bottom to top；Filler material is
One or more of brickbat, stone, sand, coarse-fine aggregate, slag, cement mixture, dry and wet concrete；Curing agent refer to cement,
The liquid or powdery reinforcement material of one or more of lime, sand, stone, flyash, cement mixture composition.
Above-mentioned so-called potential energy is by diesel hammer, vibration hammer, drops hammer certainly, electrically operated hammer, hydraulic hammer, static pressure, back-pressure, spiral
It bores, rub with the hands and shake pipe and do work the potential energy to be formed.
By adjusting compacted coefficient D, shape factor α, filler material enlarged footing is formed from top to bottom, and solid soil influences soil
Body, greatly improves bottom bearing, reduces sedimentation, compacting improve factor beta (after compacting with the ratio between the bottom bearing before compacting) ∈ (1.5,
3.0)
When ramming expansion molding, zero level, level-one, second level or multistage enlarged footing are formed from top to bottom or from bottom to top；Filler material is
One or more of brickbat, stone, sand, coarse-fine aggregate, slag, cement mixture, dry and wet concrete；Curing agent refer to cement,
The liquid or powdery reinforcement material of one or more of lime, sandstone, flyash composition.
The strength core composite pile of formation, including first as peripheral pile and as second of core stake, it is characterized in that:
One is present walling pile, and second is present walling pile or prefabricated pile, and the first dowel section area is S1, a length of L1 of total stake, the second dowel section area
For S2, total stake a length of L2, first with second center away from d=0, second with first area ratio SThan=S2/S1, the
Two with first length ratio LThan=L2/L1, wherein SThan∈ (0,1), LThan>0.5；Work as SThanWhen (0,0.25) ∈, second work
For first body of putting more energy into；Work as SThanWhen (0.25,0.75) ∈, first forms composite pile with second interaction；Work as SThan∈
When (0.75,1), first as second circular thin-wall stake；Compound service factor f between second and first1-2∈
(1.5,3.0)。
First is present walling pile, and pile body, which has, expands neck, expanding, base expanding and base expanding, full thread, whole line, mutually spiral, straight along pile body
One of line or diversified forms, the present walling pile are solid pile or hollow pile, and wherein hollow pile is the brush holder type of bottom back cover
Cylinder stake or the hollow type tube stake of bottom not back cover.
Second is present walling pile or prefabricated pile；The present walling pile, which has, expands neck, expanding, base expanding and base expanding, full thread, Quan Zhi along pile body
Line, mutually one of spiral, straight line or diversified forms, the prefabricated pile are solid pile or hollow pile, wherein hollow pile inner cavity
For full section or the form of subsectin bottler armored concrete.
Construction equipment may include internal-tamping type hidden pipe pile machine, hammer hidden pipe pile machine, static pressure, immersed tube stake machine, auger stake
Machine vibrator sunk pile machine, rubs thin wall tubular pile machine with the hands, pulls out thin wall tubular pile machine, and can be furnished with and drop hammer certainly, diesel hammer, vibration hammer, electrically operated hammer, hydraulic hammer
Deng.
When being set as hollow pile for first, after forming hollow pile, the construction of one of following method can be also carried out:
(a) using immersed tube pile sinking in hollow pile, for immersed tube pile sinking stake diameter no more than hollow pile internal diameter, immersed tube pile sinking depth is equal
It more than hollow pile bottom, immersed tube pile sinking to set depth, solves the problems, such as immersed tube pile sinking depth and tube drawing, forms two sections up and down
The composite pile of present walling pile or present walling pile and prefabricated pile.
(b) direct pouring reinforcement concrete in hollow pile can be used and form the sealing of pattern foundation pit supporting structure to setting height pile
Retaining wall.
(c) it can be used and sink to tubular pole in hollow pile, tubular pole and surrounding gap curing agent or anti-friction composition fill pile, are formed
The sealing retaining wall of pattern foundation pit supporting structure, the interior casing for setting support system, outsourcing diaphragm, strength matching, tubular pole and surrounding gap are used
Anti-friction composition fills, and when Practical Completion, extracts tubular pole and reuses.
Claims (3)
1. a kind of composite pile, it is characterized in that: including first as peripheral pile and second as core stake, first is existing
Stake is poured, second is present walling pile or prefabricated pile, and the first dowel section area is S1, a length of L1 of total stake, and the second dowel section area is S2, total stake
A length of L2, first with second center away from d=0, second with first area ratio SThan=S2/S1, second and the
One length ratio LThan=L2/L1, wherein SThan∈ (0,1), LThan>0.5；Work as SThanWhen (0,0.25) ∈, second is used as first
Body of putting more energy into；Work as SThanWhen (0.25,0.75) ∈, first forms composite pile with second interaction；Work as SThan∈(0.75,1)
When, first as second circular thin-wall stake；Compound service factor f between second and first1-2∈(1.5,
3.0)；
It constructs the first piling method:
(1) telephone-moving is in place: outer tube is located in and sets in fixed pile by mobile device；
(2) outer tube immersed tube: is sunk down into the depth of setting；
(3) pouring molding: interior rammer system is above proposed, pile body is poured；
(4) tube drawing forms: extracting outer tube, forming pile；
It constructs the second piling method:
(1) in place: outer concentric tube is located on first stake position of setting；
(2) outer tube immersed tube: is sunk down into the depth of setting；
(3) pouring molding: above proposing interior rammer system, pile body or decentralization precast pile is poured, when transferring precast pile, by precast pile
Curing agent filling in outside gap fills；
(4) tube drawing forms: extracting outer tube, forming pile；
In the method for construction first and the method for construction second, outer tube is single tube steel pipe casing；Interior rammer system is in single tube
Form of tubes is rammed, the outer diameter of single tube inner tamping tube is smaller than outer tube diameter, and the top of inner tamping tube is equipped with diameter and is greater than outer pipe outside diameter and tup
Matched to ram disk, the bottom of inner tamping tube uses steel plate back cover, and the diameter of steel plate between inner tamping tube outer diameter and outer tube diameter it
Between, the length for ramming disk lower end to inner tamping tube bottom is not more than the length of outer tube；Or interior rammer system is single tube inner tamping tube hammer, single tube
The diameter of inner tamping tube hammer is less than outer tube diameter, single tube inner tamping tube hammer into shape inner cavity filling steel slag, cast iron water, one of coarse-fine aggregate or
Several, the upper and lower side of single tube inner tamping tube hammer is sealed with steel plate, and the upper section of single tube inner tamping tube hammer is in hollow tubular, and lower section is in solid hammer
Shape；Or interior rammer system is that diameter drops hammer certainly less than the interior rammer of outer tube diameter；Or interior rammer system is that diameter is less than the interior of outer tube diameter
Rammer is managed, the bottom steel plate back cover of inner tamping tube, filling coarse-fine aggregate, steel plate, burlap or rubber mat above steel plate, interior built in inner tamping tube
Rammer drops hammer certainly or interior rammer electrically operated hammer.
2. composite pile according to claim 1, it is characterized in that: first is present walling pile, pile body, which has, to be expanded neck along pile body, expands
One of diameter, base expanding and base expanding, full thread, whole line, mutual screw thread straight line or diversified forms；The present walling pile is solid pile or hollow
Stake, wherein hollow pile is the pen container type tube stake of bottom back cover or the hollow type tube stake of bottom not back cover.
3. composite pile according to claim 1, it is characterized in that: second is present walling pile or prefabricated pile；The present walling pile tool
Have and expands one of neck, expanding, base expanding and base expanding, full thread, whole line, mutual screw thread straight line or diversified forms along pile body；It is described prefabricated
Stake is solid pile or hollow pile, and wherein hollow pile inner cavity is the form of full section or subsectin bottler armored concrete.
Priority Applications (4)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| 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 |
| CN201210229106.XA CN102733376B (en) | 2012-07-02 | 2012-07-02 | Composite pile and its construction method |
| CN201410088076.4A CN103821138B (en) | 2012-07-02 | 2012-07-02 | The construction method of composite pile |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201210229106.XA CN102733376B (en) | 2012-07-02 | 2012-07-02 | Composite pile and its construction method |
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| CN201910639878.2A Division CN110318393B (en) | 2012-07-02 | 2012-07-02 | Construction method of composite pile |
| CN201910639879.7A Division CN110318394B (en) | 2012-07-02 | 2012-07-02 | Construction method of composite pile |
| CN201410088076.4A Division CN103821138B (en) | 2012-07-02 | 2012-07-02 | The construction method of composite pile |
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| CN102733376B true CN102733376B (en) | 2019-09-17 |
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| CN201210229106.XA Active CN102733376B (en) | 2012-07-02 | 2012-07-02 | Composite pile and its construction method |
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| CN103195077B (en) * | 2013-04-02 | 2015-09-09 | 中国电建集团中南勘测设计研究院有限公司 | A kind of dam foundation reinforcement frame structure and stabilization of dam foundation method |
| CN103590393A (en) * | 2013-11-21 | 2014-02-19 | 朱建新 | Construction method of composite pile |
| CN106149751B (en) * | 2015-05-28 | 2018-06-19 | 周口市颍河岩土工程有限公司 | The method for reinforcing building construction ground using quick lime brick quarrel compaction pile |
| CN105350525A (en) * | 2015-11-09 | 2016-02-24 | 朱建新 | Construction method for piles |
| CN105544543B (en) * | 2015-12-09 | 2017-07-07 | 浙江科技学院 | A kind of multi-stage expansion pile follower operating method of static pressure pipe pile |
| CN105649074B (en) * | 2016-03-22 | 2019-09-03 | 沙焕焕 | The squeezed concrete stiff composite pile of tubular pole and its construction method |
| CN106759289A (en) * | 2016-12-06 | 2017-05-31 | 朱建新 | The construction method and construction equipment of a kind of |
| CN106759332A (en) * | 2016-12-06 | 2017-05-31 | 朱建新 | The construction method and construction equipment of stake |
| CN112281842A (en) * | 2020-10-22 | 2021-01-29 | 陈远 | Construction method of static pressure pipe pile |
| CN112227349A (en) * | 2020-10-26 | 2021-01-15 | 姚锋祥 | Construction method of forced-expansion pile |
| CN112323836A (en) * | 2020-11-23 | 2021-02-05 | 陈远 | Construction method of combined assembly type deep foundation pile |
| CN112323786A (en) * | 2020-11-23 | 2021-02-05 | 陈远 | Pile construction method |
| CN112502137A (en) * | 2020-11-30 | 2021-03-16 | 陈远 | Construction method of pile and special equipment |
| CN113832958B (en) * | 2021-09-08 | 2023-04-18 | 中交二公局第三工程有限公司 | Anti-slide pile construction method with mechanical cooperation with manual excavation |
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| CN1414186A (en) * | 2002-05-10 | 2003-04-30 | 贾燎 | Sleeve pile and designing method |
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| GB9107672D0 (en) * | 1991-04-11 | 1991-05-29 | Roxbury Ltd | Improvements in or relating to piles |
| JPH09235727A (en) * | 1995-12-25 | 1997-09-09 | Nkk Corp | Fabrication method of soil cement composite pile using bottom expanded shoe and bottom expanded shoe |
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| CN1260425A (en) * | 1998-12-18 | 2000-07-19 | 邹宗煊 | Making method for reinforced concrete stiff-core cement soil composite pile and its pile and construction equipment |
| CN2613518Y (en) * | 2003-03-04 | 2004-04-28 | 饶英伟 | Long core concrete composite pile |
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| CN1414186A (en) * | 2002-05-10 | 2003-04-30 | 贾燎 | Sleeve pile and designing method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN110318393B (en) | 2020-10-20 |
| CN110318393A (en) | 2019-10-11 |
| CN102733376A (en) | 2012-10-17 |
| CN110318394B (en) | 2020-10-20 |
| CN110318394A (en) | 2019-10-11 |
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