CN110318394A - The construction method of composite pile - Google Patents
The construction method of composite pile Download PDFInfo
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- CN110318394A CN110318394A CN201910639879.7A CN201910639879A CN110318394A CN 110318394 A CN110318394 A CN 110318394A CN 201910639879 A CN201910639879 A CN 201910639879A CN 110318394 A CN110318394 A CN 110318394A
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Abstract
The invention discloses a kind of construction methods of composite pile, 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
The application is application number: 201210229106.X, the applying date: 2012.07.02, title " composite pile and its construction party
The divisional application of method ".
Technical field
The present invention relates to a kind of construction methods of composite pile.
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 construction of the composite pile of reliable in quality
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, 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, second
Stake and first length ratio LThan=L2/L1, wherein SThan∈ (0,1), LThan>0.5；Work as SThanWhen (0,0.25) ∈, second as the
One 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 (friction between second and first
Power improves 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 and bore
Step is drawn in bar rotation, is cut and is stirred spinning for curing agent and soil body positive mechanical, complete 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 following
The construction of one of 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 spiral
The drilling diameter of drilling is less than step (2) drilling rod spinning and sinks the stake holes diameter to be formed；The depth of pore forming of this auger boring is small
Sink the stake holes depth to be formed in step (2) drilling rod spinning, forms the pen container type tube stake of bottom back cover；Or this auger boring
Depth of pore forming sinks the stake holes depth to be formed not less than step (2) drilling rod spinning, forms the hollow type tube stake of bottom not back cover；
(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, drops hammer certainly anti-
It moves up and down again, forms hollow pile；This sinks to being formed from interior rammer pile body drilling diameter is dropped hammer less than step (2) drilling rod spinning
Stake holes diameter, this from drop hammer it is interior rammer pile body depth of pore forming be less than step (2) drilling rod spinning sink stake holes depth, formed bottom
The pen container type tube stake of portion's back cover；Or the interior rammer pile body depth of pore forming that drops hammer certainly sinks the stake to be formed not less than step (2) drilling rod spinning
Hole depth forms the hollow type tube stake of bottom not back cover；
(c) telephone-moving is in place, and using static pressure, back-pressure, hammering vibration or the concentric immersed tube pile sinking of other external force to set depth, tube drawing is pulled out
Stake forms hollow pile to setting height, and the drilling diameter of this immersed tube pile sinking is less than step (2) drilling rod spinning and sinks to being formed
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 forms bottom
The pen container type tube stake of back cover；Or the depth of pore forming of this immersed tube pile sinking sinks the stake holes to be formed not less than step (2) drilling rod spinning
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, 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；
Method B:
Using static pressure, back-pressure, hammering, vibration or other external force and first concentric pile sinking to set depth, second is hollow
When prefabricated pile, by hollow pile upper lower sealing when pile sinking, back cover uses shoe or iron plate, binds using plug or iron plate, spoil
Fang Hou takes out the plug to bind or iron plate, 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: interior hammer ram in inner tamping tube in outer tube hammer or inner tamping tube by manual operation,
Mechanically actuated or automatic operation, freely falling body or continuous hammering move up and down, and are driven by the disk of ramming being arranged on inner tamping tube
Outer tube, which synchronizes, 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: the interior hammer ram in outer tube or the inner tamping tube hammer in outer tube or the interior rammer in inner tamping tube
Hammer is moved up and down by manual operation, mechanically actuated or automatic operation, freely falling body or continuous hammering, under punching outer tube
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 edge is cut
The soil body or sheared edge is cut to sink from gravity；2. starting the back-pressure or static pressure intensifier on outer tube, outer tube is along the shearing soil body or cuts
Incision pressurizing sinks；3. starting the vibration device on outer tube, outer tube is along the shearing soil body or sheared edge vibration-sunk；4. starting simultaneously
Vibration and pressurizing device on outer tube, outer tube are heavy along the shearing soil body or sheared edge vibration pressure；5. start the spinning apparatus on outer tube,
Outer tube sinks along the shearing soil body or sheared edge spinning；6. starting the dematron device on outer tube, make outer tube along the shearing soil body or shearing
Mouth 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, is setting
Determine deflection D1, D2 ... the Dn and its summation nD of continuous n times hammering under 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]1/2 E=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]1/2 E=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 is to ram the tamper diffusion head calculated diameter for expanding n times, and Hi is that concrete perfusion height, hn are to ram in outer tube when ramming expansion i times
Degree of lifting on outer tube when expanding n times, Cn are the distance for ramming outer tube sinking bottom end to stake bottom when expanding n times；E value: it goes out at interior rammer system bottom
Pipe is positive value, 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；αnTo expand
Diameter at butt end 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 more than sky
Heart stake bottom, immersed tube pile sinking to set depth；
(b) direct pouring reinforcement concrete forms the sealing retaining wall of pattern foundation pit supporting structure to setting height pile in hollow pile；
(c) tubular pole, tubular pole and surrounding gap curing agent are sunk in hollow pile or anti-friction composition fills pile, form pattern foundation pit supporting structure
Sealing retaining wall.
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 be to extract again after pressed concrete surface
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 and bore
Step is drawn in bar rotation, is cut and is stirred spinning for curing agent and soil body positive mechanical, complete 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 following
The construction of one of 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 spiral
The drilling diameter of drilling is less than step (2) drilling rod spinning and sinks the stake holes diameter to be formed；The depth of pore forming of this auger boring is small
Sink the stake holes depth to be formed in step (2) drilling rod spinning, forms the pen container type tube stake of bottom back cover；Or this auger boring
Depth of pore forming sinks the stake holes depth to be formed not less than step (2) drilling rod spinning, forms the hollow type tube stake of bottom not back cover；
(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, drops hammer certainly anti-
It moves up and down again, forms hollow pile；This sinks to being formed from interior rammer pile body drilling diameter is dropped hammer less than step (2) drilling rod spinning
Stake holes diameter, this from drop hammer it is interior rammer pile body depth of pore forming be less than step (2) drilling rod spinning sink stake holes depth, formed bottom
The pen container type tube stake of portion's back cover；Or the interior rammer pile body depth of pore forming that drops hammer certainly sinks the stake to be formed not less than step (2) drilling rod spinning
Hole depth forms the hollow type tube stake of bottom not back cover；
(c) telephone-moving is in place, and using static pressure, back-pressure, hammering vibration or the concentric immersed tube pile sinking of other external force to set depth, tube drawing is pulled out
Stake forms hollow pile to setting height, and the drilling diameter of this immersed tube pile sinking is less than step (2) drilling rod spinning and sinks to being formed
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 forms bottom
The pen container type tube stake of back cover；Or the depth of pore forming of this immersed tube pile sinking sinks the stake holes to be formed not less than step (2) drilling rod spinning
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, 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；
Method B:
Using static pressure, back-pressure, hammering, vibration or the concentric pile sinking of other external force to set depth, second when being 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, after earth excavation, takes out
The plug to bind or iron plate, 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: interior hammer ram in inner tamping tube in outer tube hammer or inner tamping tube by manual operation,
Mechanically actuated or automatic operation, freely falling body or continuous hammering move up and down, and are driven by the disk of ramming being arranged on inner tamping tube
Outer tube, which synchronizes, 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: the interior hammer ram in outer tube or the inner tamping tube hammer in outer tube or the interior rammer in inner tamping tube
Hammer is moved up and down by manual operation, mechanically actuated or automatic operation, freely falling body or continuous hammering, under punching outer tube
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 edge is cut
The soil body or sheared edge is cut to sink from gravity；2. starting the back-pressure or static pressure intensifier on outer tube, outer tube is along the shearing soil body or cuts
Incision pressurizing sinks；3. starting the vibration device on outer tube, outer tube is along the shearing soil body or sheared edge vibration-sunk；4. starting simultaneously
Vibration and pressurizing device on outer tube, outer tube are heavy along the shearing soil body or sheared edge vibration pressure；5. start the spinning apparatus on outer tube,
Outer tube sinks along the shearing soil body or sheared edge spinning；6. starting the dematron device on outer tube, make outer tube along the shearing soil body or shearing
Mouth 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, is setting
Determine deflection D1, D2 ... the Dn and its summation nD of continuous n times hammering under 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]1/2 E=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]1/2 E=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 is to ram the tamper diffusion head calculated diameter for expanding n times, and Hi is that concrete perfusion height, hn are to ram in outer tube when ramming expansion i times
Degree of lifting on outer tube when expanding n times, Cn are the distance for ramming outer tube sinking bottom end to stake bottom when expanding n times；E value: it goes out at interior rammer system bottom
Pipe is positive value, 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；αnTo expand
Diameter at butt end 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 be brickbat,
One or more of stone, sand, coarse-fine aggregate, slag, cement mixture, dry and wet concrete；Curing agent refer to cement, lime,
The liquid or powdery reinforcement material of one or more of 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, second
Stake and first length ratio LThan=L2/L1, wherein SThan∈ (0,1), LThan>0.5；Work as SThanWhen (0,0.25) ∈, second as the
One 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, immersed tube pile sinking stake diameter is more than no more than hollow pile internal diameter, immersed tube pile sinking depth
Hollow pile bottom, immersed tube pile sinking to set depth solve the problems, such as immersed tube pile sinking depth and tube drawing, and it is cast-in-place to form two sections up and down
The composite pile of stake 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 construction method of composite pile, it is characterized in that: the composite pile includes as first of peripheral pile and as core
Stake second, first be present walling pile, second be present walling pile or prefabricated pile, the first dowel section area be S1, a length of L1 of total stake,
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 with first length ratio LThan=L2/L1, wherein SThan∈ (0,1), LThan>0.5；Work as SThan∈ (0,0.25)
When, second as first body of putting more energy into；Work as SThanWhen (0.25,0.75) ∈, first forms again with second interaction
Close stake；Work as SThanWhen (0.75,1) ∈, first as second circular thin-wall stake；Compound work between second and first
Make coefficient f1-2∈ (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. the construction method of composite pile according to claim 1, it is characterized in that: first is present walling pile, pile body has edge
Pile body expands one of neck, expanding, 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 pile, 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. the construction method of composite pile according to claim 1, it is characterized in that: second is present walling pile or prefabricated pile；Institute
Stating present walling pile has along one of pile body expansion neck, expanding, base expanding and base expanding, full thread, whole line, mutual screw thread straight line or a variety of shapes
Formula；The prefabricated pile is solid pile or hollow pile, and wherein hollow pile inner cavity is the form of full section or subsectin bottler armored concrete.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN112502137A (en) * | 2020-11-30 | 2021-03-16 | 陈远 | Construction method of pile and special equipment |
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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 |
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| CN105649074B (en) * | 2016-03-22 | 2019-09-03 | 沙焕焕 | The squeezed concrete stiff composite pile of tubular pole and its construction method |
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| 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 |
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Also Published As
| Publication number | Publication date |
|---|---|
| CN102733376A (en) | 2012-10-17 |
| CN110318394B (en) | 2020-10-20 |
| CN110318393A (en) | 2019-10-11 |
| CN110318393B (en) | 2020-10-20 |
| CN102733376B (en) | 2019-09-17 |
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