CN105350525A - Construction method for piles - Google Patents
Construction method for piles Download PDFInfo
- Publication number
- CN105350525A CN105350525A CN201510755512.3A CN201510755512A CN105350525A CN 105350525 A CN105350525 A CN 105350525A CN 201510755512 A CN201510755512 A CN 201510755512A CN 105350525 A CN105350525 A CN 105350525A
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- China
- Prior art keywords
- tube
- hammer
- outer tube
- pile
- inner tamping
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- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/02—Placing by driving
- E02D7/06—Power-driven drivers
- E02D7/08—Drop drivers with free-falling hammer
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D9/00—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof
- E02D9/02—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof by withdrawing
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction method for piles. The construction method includes the steps of implementation, pipe sinking, pouring, pipe drawing and the like. Construction is convenient, and the construction effect is good. By means of adjusting the compaction coefficient D, the form coefficient alpha and the bearing capacity coefficient m, environment friendliness is achieved, and the application range of the soft and hard soil area is widened; the shape and the size of an expansion head are guaranteed, soil around the expansion head can be reinforced and compacted, and the discreteness of the bearing capacity of the expansion head is overcome; and the bearing capacity of the expansion head is improved and guaranteed, the bearing capacity of the expansion head can be predicted, and pile bodies can be anchored into the expansion head to form expansion head anchor piles till the multistage expansion head is formed. Positioning, pipe sinking, pouring, tamping and extending and pipe drawing are conducted, multiple devices act in a streamlined manner, and work efficiency is improved. The inner tamping cast-in-place piles are constructed in the centers of the cement-soil piles, and restraint of the cement-soil piles in the hardening period is avoided; and a common pipe sinking process usually lasts for shorter than one day, the construction period of the construction method usually lasts for shorter than five days and even shorter, and timeliness is greatly improved.
Description
Technical field
The present invention relates to the construction method of a kind of.
Background technology
Existing tube-sinking cast-in-situ pile, give the construction technology of stake processed, composite pile, general employing hammering, vibration, pressurization (embracing pressure, top pressure, back-pressure) process for sinking, run into pan soil district and be difficult to piling construction, often work hard but get little result, encountering Soft Soil Area, to add timber pile long, often expensively do not please.Not at all easy, pile sinking is to set depth, and bottom-spreading technology does not pass a test, and bottom-spreading technology has reached a standard, and tube drawing has become again problem, and tube drawing technology has reached a standard, and has ageingly ergonomicityly become again problem.
The maximum pile driving pressure 1200t of existing pile press, maximum extract force 800t.Run into pan soil district, be difficult to immersed tube; Run into Soft Soil Area, pile press deadweight in addition, counterweight, the maximum bearing capacity 1200t+800t=2000t in place, place sclerosis cost is too high, and pile compacting equipment stiffness by itself, oil pump oil pipe oil hydraulic system manufacture level can not meet tube drawing requirement, are difficult to tube drawing.
Summary of the invention
The object of the present invention is to provide the construction method of a kind of easy construction, stake that construction effect is good.
Technical solution of the present invention is:
A construction method, it is characterized in that: comprise the following steps:
(1) in place: by equipment immersed tube system in place on the stake position set, or the stake position nearside of having constructed, or Hao Zhuanwei center of having constructed; Position also can bury shoe underground in advance in stake;
(2) immersed tube: equipment immersed tube system is sunk down into the first set depth by setting pile driving pressure, pile penetration;
(3) build: above put forward inner tamping tube hammer system, build pile body; Or transfer precast pile to the first set depth; Pile sinking can be continued to setting second degree of depth;
(4) tube drawing: by the method for concrete in interior pressure and/or vibrating tube; As there is gap around pile body, can further precast pile peripheral clearance curing compound be filled in full; Extract outer tube, forming pile;
Immersed tube method in step (two), comprises one or more in following method:
(1) start stake construction equipment compression system, directly outer guard system is sunk to set depth;
(2) put forward inner tamping tube hammer system on, freely falling body, clicks outward, and what above arranged by inner tamping tube hammer rams dish, drives outer tube to sink to set depth;
(3) carry the inner tamping tube mothers and sons hammer of inner tamping tube hammer system on, freely falling body, female hammer, son hammer synergy, doubly-linked hits, by inner tamping tube hammer upper arrange ram dish, drive outer tube to sink to set depth;
(4) carry the inner tamping tube hammer of inner tamping tube hammer system on, mother's hammer is motionless, son hammer independent role, and freely falling body, inside clicks, and what above arranged by inner tamping tube hammer rams dish, drives outer tube to sink to set depth;
(5) start the electronic son hammer of inner tamping tube or the son that is connected with electric winch hammer, female hammer is motionless, and son hammer does and moves continuously up and down, interior double hit, rams dish by the upper setting of inner tamping tube hammer, and drive outer tube sinks to set depth;
(6) arrange pile cover on the top of outer tube, interior pipe is arranged on pile cover, or interior pipe to be arranged on pile cover and to enter in outer tube through pile cover, arranges interior hammer ram system in interior pipe; Start inner tamping tube hammer or electronic son hammer, freely falling body or move continuously up and down, inside clicks or interior double hit, directly outer tube is sunk to set depth;
(7) carry inner tamping tube hammer on, the soil body under interior rammer punching outer tube or pile body, form sheared edge, outer tube, along sheared edge, sinks down into set depth by from gravity, vibration, pressurization or coil.
After step (two) immersed tube, first carry out rammer and expand shaping, then carry out building of step (three); Also the end, can not be expanded; Ramming the shaping method of expansion is: above put forward the interior rammer system in outer tube, drop in outer tube, above pull out outer tube certain altitude h >=0 by setting inventory by inserts; Interior rammer system repeatedly is rammed inserts and is formed enlarged footing, adjusts the supporting capacity of the compacted degree of the soil body, the size of tamper diffusion head, shape and adjustment tamper diffusion head by adjusting following coefficient, concrete adjustment mode be following manner wherein one or more:
A) by adjustment compacted coefficient D ∈ (D1, D2 ... Dn, V) adjust the compacted degree of the soil body, when ramming inserts, deflection D1, the D2 of n hammering continuously under setting impact energy ... Dn and summation nD thereof;
B) size, the shape of tamper diffusion head is adjusted by adjustment shape factor α ∈ (H, h, c, E, D, V):
A) adjusted size, the shape of tamper diffusion head by adjustment shape factor α ∈ (H, h, E), form fusiform tamper diffusion head;
Dn＝α
nd
0[(ΣHi+hn)/hn]
1/2E＝0
B) adjusted size, the shape of tamper diffusion head by adjustment shape factor α ∈ (H, h, c, E), form column tamper diffusion head;
Dn＝α
nd
0[(ΣHi+hn-Cn)/hn]
1/2E＝0
C) adjusted size, the shape of tamper diffusion head by adjustment shape factor α ∈ (E, D, V), form spherical tamper diffusion head;
Dn=α
n2 (3V/4 is towering)
1/3e=0;
Wherein Dn rams the tamper diffusion head calculated diameter expanding n time, concrete perfusion height in outer tube when Hi expands i time for ramming, degree of lifting on outer tube when hn expands n time for ramming, and Cn rams distance when expanding n time at the bottom of outer tube sinking bottom to stake; E value: go out at the bottom of interior rammer system outer tube on the occasion of, be negative value within the outer tube at the bottom of interior rammer system, concordant with outer tube at the bottom of interior rammer system is zero, d
0for outer tube diameter; Measurement unit is m; α
nfor enlarged footing diameter correction factor, α ∈ (0.8,1.2);
C) by adjustment bearing capacity factor m=R
k/ Y is 0.5-2, adjusts the supporting capacity of enlarged footing; Wherein R
kfor the ultimate vertical bearing capacity of enlarged footing, Y is enlarged footing terminal piling pressure;
First time enlarged footing shaping after, above put forward the interior rammer system in outer tube, ram enlarged footing downwards, compression system is embraced immersed tube system and to be pressurizeed downwards enlarged footing, and/or downwards in ram pressurization enlarged footing, insert certain depth h under immersed tube system
under, pile body part enters or all enters, and forms tip enlarged footing anchoring pile;
Or, first time enlarged footing shaping after, pile body is through enlarged footing, immersed tube is to set depth, on put forward interior rammer system in outer tube, drop in outer tube by setting inventory, above pull out outer tube certain altitude h >=0, pressurize downwards by oil cylinder top pressure inner tamping tube in compression system or embrace immersed tube system by the pressure device in compression system and pressurize downwards, extrude inserts and form secondary enlarged footing.
During step (two) immersed tube, can not fetch earth and maybe can carry out sleeve pipe by following method and fetch earth: immersed tube is to set depth, by the soil body in interior rammer system compresses pipe, on carry, quietly pull out interior pipe and go out ground to setting height, Vibration on Start-up device, interior rammer device, to allow in pipe the compression soil body through repeated multiple times vibration, interior rammer and from gravity fall effect, until sleeve pipe fetches earth meet setting requirement.
Step (four) drawing method, specifically comprise in following manner one or more:
(1) embrace and pull out formula: utilize and embrace pulling device in tube drawing system, embrace immersed tube system upwards tube drawing;
(2) formula is pulled: utilize and pull device, by pulling the immersed tube system be connected with derrick panel, upwards tube drawing in tube drawing system;
(3) instead pull out formula: utilize the anti-pulling device in tube drawing system, instead pull out the immersed tube system be connected with derrick, pulley, upwards tube drawing;
(4) to extricate oneself from a predicament and brace oneself up to action formula: utilize the device of extricating oneself from a predicament and brace oneself up to action in tube drawing system, vibrate upwards tube drawing;
(5) coil formula: utilize the coil arrangement in tube drawing system, shakes pipe, dematron, screwed pipe or full circle swinging, upwards tube drawing.
Described inner tamping tube hammer system is father's capitate formula or female hammer, mother and sons' capitate formula; Described father's capitate formula is: inner tamping tube inner chamber is that whole hollow form or inner tamping tube inner chamber all fill slag, yellow sand or molten iron solid form; Described mother and sons' capitate formula, comprise female hammer and son hammer, wherein female hammer is partially filled slag, yellow sand or molten iron by the inner chamber of inner tamping tube, forms the form in lower real overhead; Son hammer be arranged on female hammer upper hollow section built-in from dropping hammer, hydraulic hammer, steam hammer, diesel hammer or down-hole hammer; Female hammer and son are provided with between hammering into shape is convenient to linkage that is fixing and that shirk; Be provided with between inner tamping tube hammer system and outer tube and be convenient to linkage that is fixing and that shirk; The outer tube of more piece composition, arranges between adjacent segments and is convenient to linkage that is fixing and that shirk.
Inner tamping tube is individual layer, bimetallic tube, multilayer pipe form, and inner tamping tube top can arrange and ram dish; Outer tube is individual layer, bimetallic tube, multilayer pipe form, outer tube top can add dog-house, or add compression system (embracing pressure, top pressure, back-pressure), or add coil system (dematron, shake pipe, screwed pipe, coil, full circle swinging), form outer guard system.
The setting outer guard system of rigidity, the inner tamping tube system of coupling, linkage in addition, forms the immersed tube system and device of stake construction equipment.
Immersed tube system and device can with Static pressure pile driver, Driven Piles machine, Vibation pile placing machine, long spire stake machine, rub thin wall tubular pile machine with the hands, shake thin wall tubular pile machine, the coordinative composition of equipments such as full circle swinging stake machine, crane, percussive drill uses, and can match with corresponding construction technology.
The present invention has enriched process for sinking, solves the heavy tube drawing problem that soft or hard soil district greatly enhances stake; Enrich the regulation coefficient of enlarged footing, both ensure that the size shape of enlarged footing, the soil stabilization of enlarged footing periphery can have been made again compacted, the supporting capacity of enlarged footing can be predicted again, pile body can also have been made to anchor into enlarged footing and form anchoring pile, until multistage enlarged footing.Existing equipment integrated construction one pile effect is general, the present invention can position respectively, immersed tube, rammer expand, cast, the operation of tube drawing multiple devices streamlined, improve effect.Stake is rammed in center, the cement earth pile position construction of having constructed, not by the constraint of cement-soil hardening period: common immersed tube technique is generally no more than one day, otherwise pile sinking does not go down, the present invention is generally no more than five days, even longer, also can go down by pile sinking, substantially increase timeliness, solve and greatly enhance the ageing of a composite pile and both effectiveness problem.The present invention can the preset stake such as construction steel pile tube, pile for prestressed pipe, can to construct the present walling piles such as tube-sinking cast-in-situ pile, concrete filled steel tube castinplace pile, bottom-enlarging filling pile, also can construct composite pile, compound expanded bore pile, be a kind ofly compare the controlled pile foundation construction new technology of environmental protection flow quality.
Below in conjunction with embodiment, the invention will be further described.
Detailed description of the invention
A construction method, comprise the following steps:
(1) in place: by equipment immersed tube system in place on the stake position set, or the stake position nearside of having constructed, or Hao Zhuanwei center of having constructed; Position also can bury shoe underground in advance in stake;
(2) immersed tube: by equipment immersed tube system by setting pile driving pressure, pile penetration sinks down into the first set depth;
(3) build: above put forward inner tamping tube hammer system, build pile body, or transfer precast pile to the first set depth; Pile sinking can be continued to setting second degree of depth;
(4) tube drawing: by the method for concrete in interior pressure and/or vibrating tube, as there is gap around pile body, can fill in full further by precast pile peripheral clearance curing compound; Extract outer tube, forming pile;
Immersed tube method in step (two), comprises one or more in following method:
(1) start stake construction equipment compression system, directly outer guard system is sunk to set depth;
(2) put forward inner tamping tube hammer system on, freely falling body, clicks outward, and what above arranged by inner tamping tube hammer rams dish, drives outer tube to sink to set depth;
(3) carry the inner tamping tube mothers and sons hammer of inner tamping tube hammer system on, freely falling body, female hammer, son hammer synergy, doubly-linked hits, by inner tamping tube hammer upper arrange ram dish, drive outer tube to sink to set depth;
(4) carry the inner tamping tube hammer of inner tamping tube hammer system on, mother's hammer is motionless, son hammer independent role, and freely falling body, inside clicks, and what above arranged by inner tamping tube hammer rams dish, drives outer tube to sink to set depth;
(5) start the electronic son hammer of inner tamping tube or the son that is connected with electric winch hammer, female hammer is motionless, and son hammer does and moves continuously up and down, interior double hit, rams dish by the upper setting of inner tamping tube hammer, and drive outer tube sinks to set depth;
(6) arrange pile cover on the top of outer tube, interior pipe is arranged on pile cover, or interior pipe to be arranged on pile cover and to enter in outer tube through pile cover, arranges interior hammer ram system in interior pipe; Start inner tamping tube hammer or electronic son hammer, freely falling body or move continuously up and down, inside clicks or interior double hit, directly outer tube is sunk to set depth;
(7) carry inner tamping tube hammer on, the soil body under interior rammer punching outer tube or pile body, form sheared edge, outer tube, along sheared edge, sinks down into set depth by from gravity, vibration, pressurization or coil.
After step (two) immersed tube, first carry out rammer and expand shaping, then carry out building of step (three); Also the end, can not be expanded; Ramming the shaping method of expansion is: above put forward the interior rammer system in outer tube, drop in outer tube, above pull out outer tube certain altitude h >=0 by setting inventory by inserts; Interior rammer system repeatedly is rammed inserts and is formed enlarged footing, adjusts the supporting capacity of the compacted degree of the soil body, the size of tamper diffusion head, shape and adjustment tamper diffusion head by adjusting following coefficient, concrete adjustment mode be following manner wherein one or more:
A) by adjustment compacted coefficient D ∈ (D1, D2 ... Dn, V) adjust the compacted degree of the soil body, when ramming inserts, deflection D1, the D2 of n hammering continuously under setting impact energy ... Dn and summation nD thereof;
B) size, the shape of tamper diffusion head is adjusted by adjustment shape factor α ∈ (H, h, c, E, D, V):
A) adjusted size, the shape of tamper diffusion head by adjustment shape factor α ∈ (H, h, E), form fusiform tamper diffusion head;
Dn＝α
nd
0[(ΣHi+hn)/hn]
1/2E＝0
B) adjusted size, the shape of tamper diffusion head by adjustment shape factor α ∈ (H, h, c, E), form column tamper diffusion head;
Dn＝α
nd
0[(ΣHi+hn-Cn)/hn]
1/2E＝0
C) adjusted size, the shape of tamper diffusion head by adjustment shape factor α ∈ (E, D, V), form spherical tamper diffusion head;
Dn=α
n2 (3V/4 is towering)
1/3e=0;
Wherein Dn rams the tamper diffusion head calculated diameter expanding n time, concrete perfusion height in outer tube when Hi expands i time for ramming, degree of lifting on outer tube when hn expands n time for ramming, and Cn rams distance when expanding n time at the bottom of outer tube sinking bottom to stake; E value: go out at the bottom of interior rammer system outer tube on the occasion of, be negative value within the outer tube at the bottom of interior rammer system, concordant with outer tube at the bottom of interior rammer system is zero, d
0for outer tube diameter; Measurement unit is m; α
nfor enlarged footing diameter correction factor, α ∈ (0.8,1.2);
C) by adjustment bearing capacity factor m=R
k/ Y is 0.5-2, adjusts the supporting capacity of enlarged footing; Wherein R
kfor the ultimate vertical bearing capacity of enlarged footing, Y is enlarged footing terminal piling pressure;
First time enlarged footing shaping after, above put forward the interior rammer system in outer tube, ram enlarged footing downwards, compression system is embraced immersed tube system and to be pressurizeed downwards enlarged footing, and/or downwards in ram pressurization enlarged footing, insert certain depth h under immersed tube system
under, pile body part enters or all enters, and forms tip enlarged footing anchoring pile;
Or, first time enlarged footing shaping after, pile body is through enlarged footing, immersed tube is to set depth, on put forward interior rammer system in outer tube, drop in outer tube by setting inventory, above pull out outer tube certain altitude h >=0, pressurize downwards by oil cylinder top pressure inner tamping tube in compression system or embrace immersed tube system by the pressure device in compression system and pressurize downwards, extrude inserts and form secondary enlarged footing.
During step (two) immersed tube, can not fetch earth and maybe can carry out sleeve pipe by following method and fetch earth: immersed tube is to set depth, by the soil body in interior rammer system compresses pipe, on carry, quietly pull out interior pipe and go out ground to setting height, Vibration on Start-up device, interior rammer device, to allow in pipe the compression soil body through repeated multiple times vibration, interior rammer and from gravity fall effect, until sleeve pipe fetches earth meet setting requirement.
Step (four) drawing method, specifically comprise in following manner one or more:
(1) embrace and pull out formula: utilize and embrace pulling device in tube drawing system, embrace immersed tube system upwards tube drawing;
(2) formula is pulled: utilize and pull device, by pulling the immersed tube system be connected with derrick panel, upwards tube drawing in tube drawing system;
(3) instead pull out formula: utilize the anti-pulling device in tube drawing system, instead pull out the immersed tube system be connected with derrick, pulley, upwards tube drawing;
(4) to extricate oneself from a predicament and brace oneself up to action formula: utilize the device of extricating oneself from a predicament and brace oneself up to action in tube drawing system, vibrate upwards tube drawing;
(5) coil formula: utilize the coil arrangement in tube drawing system, shakes pipe, dematron, screwed pipe or full circle swinging, upwards tube drawing.
Described inner tamping tube hammer system is father's capitate formula or female hammer, mother and sons' capitate formula; Described father's capitate formula is: inner tamping tube inner chamber is that whole hollow form or inner tamping tube inner chamber all fill slag, yellow sand or molten iron solid form; Described mother and sons' capitate formula, comprise female hammer and son hammer, wherein female hammer is partially filled slag, yellow sand or molten iron by the inner chamber of inner tamping tube, forms the form in lower real overhead; Son hammer be arranged on female hammer upper hollow section built-in from dropping hammer, hydraulic hammer, steam hammer, diesel hammer or down-hole hammer; Female hammer and son are provided with between hammering into shape is convenient to linkage that is fixing and that shirk; Be provided with between inner tamping tube hammer system and outer tube and be convenient to linkage that is fixing and that shirk; The outer tube of more piece composition, arranges between adjacent segments and is convenient to linkage that is fixing and that shirk.
Inner tamping tube is individual layer, bimetallic tube, multilayer pipe form, and inner tamping tube top can arrange and ram dish; Outer tube is individual layer, bimetallic tube, multilayer pipe form, outer tube top can add dog-house, or add compression system (embracing pressure, top pressure, back-pressure), or add coil system (dematron, shake pipe, screwed pipe, coil, full circle swinging), form outer guard system.
The setting outer guard system of rigidity, the inner tamping tube system of coupling, linkage in addition, forms the immersed tube system and device of stake construction equipment.
Immersed tube system and device can with Static pressure pile driver, Driven Piles machine, Vibation pile placing machine, long spire stake machine, rub thin wall tubular pile machine with the hands, shake thin wall tubular pile machine, the coordinative composition of equipments such as full circle swinging stake machine, crane, percussive drill uses, and can match with corresponding construction technology.
Claims (7)
1. a construction method for stake, is characterized in that: comprise the following steps:
(1) in place: by equipment immersed tube system in place on the stake position set, or the stake position nearside of having constructed, or Hao Zhuanwei center of having constructed;
(2) immersed tube: equipment immersed tube system is sunk down into the first set depth by setting pile driving pressure, pile penetration;
(3) build: above put forward inner tamping tube hammer system, build pile body, or transfer precast pile to the first set depth;
(4) tube drawing: by the method for concrete in interior pressure and/or vibrating tube; As there is gap around pile body, can further precast pile peripheral clearance curing compound be filled in full; Extract outer tube, forming pile;
Immersed tube method in step (two), comprises one or more in following method:
(1) start stake construction equipment compression system, directly outer guard system is sunk to set depth;
(2) put forward inner tamping tube hammer system on, freely falling body, clicks outward, and what above arranged by inner tamping tube hammer rams dish, drives outer tube to sink to set depth;
(3) carry the inner tamping tube mothers and sons hammer of inner tamping tube hammer system on, freely falling body, female hammer, son hammer synergy, doubly-linked hits, by inner tamping tube hammer upper arrange ram dish, drive outer tube to sink to set depth;
(4) carry the inner tamping tube hammer of inner tamping tube hammer system on, mother's hammer is motionless, son hammer independent role, and freely falling body, inside clicks, and what above arranged by inner tamping tube hammer rams dish, drives outer tube to sink to set depth;
(5) start the electronic son hammer of inner tamping tube or the son that is connected with electric winch hammer, female hammer is motionless, and son hammer does and moves continuously up and down, interior double hit, rams dish by the upper setting of inner tamping tube hammer, and drive outer tube sinks to set depth;
(6) arrange pile cover on the top of outer tube, interior pipe is arranged on pile cover, or interior pipe to be arranged on pile cover and to enter in outer tube through pile cover, arranges interior hammer ram system in interior pipe; Start inner tamping tube hammer or electronic son hammer, freely falling body or move continuously up and down, inside clicks or interior double hit, directly outer tube is sunk to set depth;
(7) carry inner tamping tube hammer on, the soil body under interior rammer punching outer tube or pile body, form sheared edge, outer tube, along sheared edge, sinks down into set depth by from gravity, vibration, pressurization or coil.
2. the construction method of a kind of according to claim 1, is characterized in that: after rapid (two) immersed tube, first carries out rammer and expands shaping, then carry out building of step (three); Also the end, can not be expanded; Ramming the shaping method of expansion is: above put forward the interior rammer system in outer tube, drop in outer tube, above pull out outer tube certain altitude h >=0 by setting inventory by inserts; Interior rammer system repeatedly is rammed inserts and is formed enlarged footing, adjusts the supporting capacity of the compacted degree of the soil body, the size of tamper diffusion head, shape and adjustment tamper diffusion head by adjusting following coefficient, concrete adjustment mode be following manner wherein one or more:
A) by adjustment compacted coefficient D ∈ (D1, D2 ... Dn, V) adjust the compacted degree of the soil body, when ramming inserts, deflection D1, the D2 of n hammering continuously under setting impact energy ... Dn and summation nD thereof;
B) size, the shape of tamper diffusion head is adjusted by adjustment shape factor α ∈ (H, h, c, E, D, V):
A) adjusted size, the shape of tamper diffusion head by adjustment shape factor α ∈ (H, h, E), form fusiform tamper diffusion head;
Dn＝α
nd
0[(ΣHi+hn)/hn]
1/2E＝0
B) adjusted size, the shape of tamper diffusion head by adjustment shape factor α ∈ (H, h, c, E), form column tamper diffusion head;
Dn＝α
nd
0[(ΣHi+hn-Cn)/hn]
1/2E＝0
C) adjusted size, the shape of tamper diffusion head by adjustment shape factor α ∈ (E, D, V), form spherical tamper diffusion head;
Dn=α
n2 (3V/4 is towering)
1/3e=0;
Wherein Dn rams the tamper diffusion head calculated diameter expanding n time, concrete perfusion height in outer tube when Hi expands i time for ramming, degree of lifting on outer tube when hn expands n time for ramming, and Cn rams distance when expanding n time at the bottom of outer tube sinking bottom to stake; E value: go out at the bottom of interior rammer system outer tube on the occasion of, be negative value within the outer tube at the bottom of interior rammer system, concordant with outer tube at the bottom of interior rammer system is zero, d
0for outer tube diameter; Measurement unit is m; α
nfor enlarged footing diameter correction factor, α ∈ (0.8,1.2);
C) by adjustment bearing capacity factor m=R
k/ Y is 0.5-2, adjusts the supporting capacity of enlarged footing; Wherein R
kfor the ultimate vertical bearing capacity of enlarged footing, Y is enlarged footing terminal piling pressure;
First time enlarged footing shaping after, above put forward the interior rammer system in outer tube, ram enlarged footing downwards, compression system is embraced immersed tube system and to be pressurizeed downwards enlarged footing, and/or downwards in ram pressurization enlarged footing, insert certain depth h under immersed tube system
under, pile body part enters or all enters, and forms tip enlarged footing anchoring pile;
Or, first time enlarged footing shaping after, pile body is through enlarged footing, immersed tube is to set depth, on put forward interior rammer system in outer tube, drop in outer tube by setting inventory, above pull out outer tube certain altitude h >=0, pressurize downwards by oil cylinder top pressure inner tamping tube in compression system or embrace immersed tube system by the pressure device in compression system and pressurize downwards, extrude inserts and form secondary enlarged footing.
3. the construction method of a kind of according to claim 1, it is characterized in that: during step (two) immersed tube, can not fetch earth and maybe can carry out sleeve pipe by following method and fetch earth: immersed tube is to set depth, by the soil body in interior rammer system compresses pipe, on carry, quietly pull out interior pipe and go out ground to setting height, Vibration on Start-up device, interior rammer device, to allow in pipe the compression soil body through repeated multiple times vibration, interior rammer and from gravity fall effect, until sleeve pipe fetches earth meet setting requirement.
4. the construction method of a kind of according to claim 1,2 or 3, is characterized in that: step (four) drawing method, specifically comprises one or more in following manner:
(1) embrace and pull out formula: utilize and embrace pulling device in tube drawing system, embrace immersed tube system upwards tube drawing;
(2) formula is pulled: utilize and pull device, by pulling the immersed tube system be connected with derrick panel, upwards tube drawing in tube drawing system;
(3) instead pull out formula: utilize the anti-pulling device in tube drawing system, instead pull out the immersed tube system be connected with derrick, pulley, upwards tube drawing;
(4) to extricate oneself from a predicament and brace oneself up to action formula: utilize the device of extricating oneself from a predicament and brace oneself up to action in tube drawing system, vibrate upwards tube drawing;
(5) coil formula: utilize the coil arrangement in tube drawing system, shakes pipe, dematron, screwed pipe or full circle swinging, upwards tube drawing.
5. the construction method of a kind of according to claim 1,2 or 3, is characterized in that: described inner tamping tube hammer system is father's hammer, female capitate formula or mother and sons' capitate formula; Described father's capitate formula is: inner tamping tube inner chamber is that whole hollow form or inner tamping tube inner chamber all fill slag, yellow sand or molten iron solid form; Described mother and sons' capitate formula, comprise female hammer and son hammer, wherein female hammer is partially filled slag, yellow sand or molten iron by the inner chamber of inner tamping tube, forms the form in lower real overhead; Son hammer be arranged on female hammer upper hollow section built-in from dropping hammer, hydraulic hammer, steam hammer, diesel hammer or down-hole hammer; Female hammer and son are provided with between hammering into shape is convenient to linkage that is fixing and that shirk; Be provided with between inner tamping tube hammer system and outer tube and be convenient to linkage that is fixing and that shirk; The outer tube of more piece composition, arranges between adjacent segments and is convenient to linkage that is fixing and that shirk.
6. the construction method of a kind of according to claim 1,2 or 3, is characterized in that: inner tamping tube is individual layer, bimetallic tube, multilayer pipe form, and top can arrange and ram dish; Outer tube is individual layer, bimetallic tube, multilayer pipe form, and outer tube top can add dog-house or add compression system, or adds coil system, forms outer guard system.
7. the construction method of a kind of according to claim 1, is characterized in that: when step (three) is built, transfer precast pile to the first set depth; Continue pile sinking to setting second degree of depth.
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| CN201510755512.3A CN105350525A (en) | 2015-11-09 | 2015-11-09 | Construction method for piles |
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|---|---|---|---|---|
| CN105735253A (en) * | 2016-03-01 | 2016-07-06 | 江苏东合南岩土科技股份有限公司 | Construction method for expansion head anti-pressing and anti-pulling pile |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06136745A (en) * | 1992-04-28 | 1994-05-17 | J D F:Kk | Construction method for hollow widened bottom cast-in-place concrete pile |
| CN1912255A (en) * | 2006-08-25 | 2007-02-14 | 中机工程勘察设计研究院 | Construction method of immersed tube club-footed bored concrete pile |
| CN101768970A (en) * | 2010-01-14 | 2010-07-07 | 王继忠 | Construction method of concrete pile |
| CN102226341A (en) * | 2011-04-25 | 2011-10-26 | 朱建新 | Construction method for piles |
| CN102733376A (en) * | 2012-07-02 | 2012-10-17 | 朱建新 | Composite pile and construction method thereof |
-
2015
- 2015-11-09 CN CN201510755512.3A patent/CN105350525A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06136745A (en) * | 1992-04-28 | 1994-05-17 | J D F:Kk | Construction method for hollow widened bottom cast-in-place concrete pile |
| CN1912255A (en) * | 2006-08-25 | 2007-02-14 | 中机工程勘察设计研究院 | Construction method of immersed tube club-footed bored concrete pile |
| CN101768970A (en) * | 2010-01-14 | 2010-07-07 | 王继忠 | Construction method of concrete pile |
| CN102226341A (en) * | 2011-04-25 | 2011-10-26 | 朱建新 | Construction method for piles |
| CN102733376A (en) * | 2012-07-02 | 2012-10-17 | 朱建新 | Composite pile and construction method thereof |
Cited By (17)
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| CN105735253B (en) * | 2016-03-01 | 2017-10-10 | 江苏东合南岩土科技股份有限公司 | A kind of construction method of enlarged footing resistance to compression uplift pile |
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| CN108118698A (en) * | 2018-01-19 | 2018-06-05 | 朱建新 | The construction method of stake and special Static pressure pile driver |
| CN108589713A (en) * | 2018-05-08 | 2018-09-28 | 新河县双兴桩工机械有限公司 | Rammed bulb pile Immersed tunnel device |
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