CN102787595B - Double-acting self-stressing combined uplift pile and pile forming method - Google Patents
Double-acting self-stressing combined uplift pile and pile forming method Download PDFInfo
- Publication number
- CN102787595B CN102787595B CN201210291723.2A CN201210291723A CN102787595B CN 102787595 B CN102787595 B CN 102787595B CN 201210291723 A CN201210291723 A CN 201210291723A CN 102787595 B CN102787595 B CN 102787595B
- Authority
- CN
- China
- Prior art keywords
- reinforced concrete
- concrete core
- stake
- steel plate
- plate
- Prior art date
- 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.)
- Expired - Fee Related
Links
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 151
- 239000010959 steel Substances 0.000 claims abstract description 151
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 114
- 239000004568 cement Substances 0.000 claims abstract description 44
- 239000004567 concrete Substances 0.000 claims abstract description 24
- 238000003756 stirring Methods 0.000 claims abstract description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 8
- 238000002156 mixing Methods 0.000 claims description 29
- 241001074085 Scophthalmus aquosus Species 0.000 claims description 12
- 239000000203 mixture Substances 0.000 claims description 12
- 239000002689 soil Substances 0.000 claims description 9
- 238000005553 drilling Methods 0.000 claims description 8
- 238000011068 load Methods 0.000 claims description 8
- 238000009416 shuttering Methods 0.000 claims description 8
- 239000007921 spray Substances 0.000 claims description 8
- OYPRJOBELJOOCE-UHFFFAOYSA-N calcium Chemical compound [Ca] OYPRJOBELJOOCE-UHFFFAOYSA-N 0.000 claims description 7
- 229910052791 calcium Inorganic materials 0.000 claims description 7
- 239000011575 calcium Substances 0.000 claims description 7
- 239000010881 fly ash Substances 0.000 claims description 7
- 230000003014 reinforcing Effects 0.000 claims description 7
- 238000006073 displacement reaction Methods 0.000 claims description 5
- 239000002956 ash Substances 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 4
- 238000007569 slipcasting Methods 0.000 claims description 4
- 238000011105 stabilization Methods 0.000 claims description 4
- 238000003466 welding Methods 0.000 claims description 4
- 238000005452 bending Methods 0.000 claims description 3
- 239000004519 grease Substances 0.000 claims description 2
- 239000010985 leather Substances 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 12
- 239000011513 prestressed concrete Substances 0.000 abstract description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 abstract 2
- 230000002349 favourable Effects 0.000 abstract 1
- 238000007667 floating Methods 0.000 description 8
- 230000000694 effects Effects 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 238000004873 anchoring Methods 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000005336 cracking Methods 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 241001310793 Podium Species 0.000 description 1
- 230000002968 anti-fracture Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 229910052570 clay Inorganic materials 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000003628 erosive Effects 0.000 description 1
- 238000011049 filling Methods 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000007790 scraping Methods 0.000 description 1
- 238000004078 waterproofing Methods 0.000 description 1
Images
Abstract
The invention relates to a double-acting self-stressing combined uplift pile and a pile forming method. The problems of influence on the durability of a pile body because a traditional prestressed concrete uplift pile is easy to generate cracks, large use quantity of reinforcing steel bars, high engineering cost and long construction period can be effectively solved. The invention has the solving technical scheme that the invention comprises a soil-cement stirring pile, prefabricated reinforcing steel bar-reinforced concrete core piles and a pile forming method thereof. The prefabricated reinforced concrete core piles are arranged in the soil-cement stirring pile, the upper part of a second reinforced concrete core pile is connected with a basic bottom plate, one end of a steel stranded wire is connected with a first anchor ingot plate in the lower part of a first reinforced concrete core pile by an anchor device, and the other end is connected with a third connecting steel plate in the basic bottom plate. According to the double-acting self-stressing combined uplift pile and the pile forming method, the problem of crack resistance of concrete is solved. The operation of prestressed tensioning is carried out before the bottom plate is poured with the concrete, the probability of water seepage of the bottom plate is lowered, the construction period is shortened, the construction difficulty is lowered, the cost is saved, the construction period is short, and the application range is extensive. The double-acting self-stressing combined uplift pile has favorable social and economic benefits.
Description
Technical field
The present invention relates to a kind of building foundation stake and piling method, particularly a kind of double action from stress combination uplift pile and piling method.
Background technology
In recent years, along with high level and super highrise building continue to bring out, basis is embedding more and more darker.Simultaneously, as also more and more extensive in the development and utilization of sunk type square, underground garage, underground commercial center, civil air defense constructions and installations, pump house etc. as the pure basement part of the square formula building of the functions such as garage, podium or relatively independent underground structure, the anti-floating problem of the underground structure producing therefrom becomes increasingly conspicuous.To this, conventionally all adopt the way that adds the floating stake of resistance to plucking and anti-float anchor rod to solve.
The employing ordinary reinforced concrete castinplace pile that current anti-floating pile is designed with, the design specifications of this anti-floating pile requires pile body control of crack width in 0.2mm, cannot meet in standard GB50010-2002 one, the requirement of secondary Crack Control, because anti-floating pile is positioned under groundwater table, after the solidifying upper cracking of concrete in tension zone, pile body is worked always under the state of band crack, very easily make reinforcing bar be subject to groundwater erosion and directly affect its durability, as carried out the uplift pile of arrangement of reinforcement by demand of anti-crack, Steel Bar Tensile Strength in its cross section has more more than needed, very uneconomical, the ordinary reinforced concrete filling pile construction cycle is long simultaneously, there is environment pollution, cost is high.So the patent of invention of application number 200710065368.6 and 201010282550.9 has proposed construction part binding prestress anti-floating pile, the method adopts the effect that cement-soil is applied prestressed method and played anti-floating, but soil cement intensity is relatively low, steel strand are not easy anchoring and are not easy to insert, especially in soft clay area, also there is the problem of necking down in cement mixing pile.
It is mostly, at stake end, counter-force dish is set that minority uplift pile design has adopted prestress pulling resistant anchor pole, its way, total length non-bending steel cable is locked on counter-force dish with ground tackle, and prestressing force counter-force is provided thus.Because prestress pulling resistant anchor pole pore-forming will adopt impact holing or revolve techniques such as scraping out hole, efficiency is low, long in time limit, and prestress pulling resistant anchor pole quality is difficult for guaranteeing, drawing locking prestressing force is limited, sometimes locking device is unreliable, and steel strand displacement is bigger than normal, need on sole plate, carry out anchoring and waterproofing work simultaneously, complex process, there is anchor rod anchored not firm phenomenon, cause relative slippage occurs between anchor rod body and slurry, and anchor pole can not bear downward pressure.Engineering is applied and is shown, the degree of roughness of anchor bar body and the intensity of self play key effect to anchored force.
Some designs have proposed posttension unbonded prestressed concrete anti-floating pile, the stress morphology that has changed pile body axial tension is changed into axial compression or is approached zero stress, make its classes for cracking control meet the requirement of I and II, but pile body is deposited reinforced concrete pile, amount of reinforcement is large, steel using amount is many, long construction period.
Summary of the invention
For above-mentioned situation, for overcoming the defect of prior art, the present invention's object is just to provide a kind of double action from stress combination uplift pile and piling method, can effectively solve the uplift pile of pre existing prestressed concrete and easily produce crack, affect pile body durability, amount of reinforcement is large, and construction costs is high, the problem of long construction period.
Originally be that the technical scheme that invention solves is, described double action combines uplift pile from stress, comprise cement mixing method and precast reinforced reinforced concrete core stake, circular expansion branch is arranged at cement mixing method bottom, in cement mixing method, there is the stake of prefabricated reinforced concrete core, the stake of prefabricated reinforced concrete core is connected to form through the first junction steel plate of the second reinforced concrete core stake bottom by the first reinforced concrete core stake of bottom and the second reinforced concrete core stake on top, the top of the second reinforced concrete core stake is connected with sole plate, one end of steel strand is connected with the first anchor ingot plate in the first reinforced concrete core stake bottom through ground tackle, the other end is successively through the second anchor ingot plate in the first reinforced concrete core stake top, steel pipe in the second reinforced concrete core stake, the second junction steel plate of the second reinforced concrete core stake upper end, be connected with the 3rd junction steel plate in sole plate, on the first junction steel plate, there are some the first anchor bars straight up, on the second junction steel plate, there are some the second anchor bars straight down.
Described double action, from the piling method of stress combination uplift pile, comprises the following steps:
One, steel strand one end is fixed on through ground tackle on the first anchor ingot plate of the first reinforced concrete core stake lower end, the other end is fixed on through ground tackle on the second anchor ingot plate on the first reinforced concrete core stake top, and stretch out the second anchor ingot plate by the circular hole at the second Mao Dingban center, shuttering after-pouring concrete, is made into the first reinforced concrete core stake of part steel strand together with concrete binding;
Two, the steel strand that stretch out in the first reinforced concrete core stake are connected and stretch out the second junction steel plate through the center of steel pipe and the second junction steel plate of steel pipe upper end, shuttering after-pouring concrete, be made into the integral prefabricated reinforced concrete core stake being connected to form through the first junction steel plate by the first reinforced concrete core stake and the second reinforced concrete core stake, in the time that the stake of prefabricated reinforced concrete core is longer, make the second reinforced concrete core stake of some sections of kernel of section band circular holes, when concreting, at pre-buried center, two ends round-meshed upper end junction steel plate and the lower end junction steel plate of every section of second reinforced concrete core stake, every section of second reinforced concrete core stake is weldingly connected through the upper end at two ends junction steel plate and lower end junction steel plate, steel strand pass from circular hole,
Three, making Soil-cement piling method is: rig is in place successively, lower brill whitewashing, promote and stir, repeat again lower brill whitewashing, repeat to promote and stir, repeat 1/3 long whitewashing of lower brill, repeat to promote and stir, until whitewashing is after design elevation, stop slip casting and extract drilling rod, at the bottom of stake and soil layer compared with good position, keep the drilling rod upper-lower position of rig motionless, regulate the spray pressure of the cement pump of whitewashing, keep spray pressure between 3-6MPa, at the bottom of stake and pile body position form the expansion branch of some circles, described whitewashing is by weight percent meter: native 37%-50%, cement 7%-18%, I level flyash 2%-7%, ash calcium 0.5%-1%, water 35%-50% stirs, after condensing, make, or by percentage by weight be: together with native 37%-50%, cement 9%-16%, I level flyash 3%-6%, sand 5%-9.2%, grey calcium 0.5%-1% are uniformly mixed with water 35%-50%, after condensing, make,
Four, by first, the second reinforced concrete core stake prefabricated reinforced concrete core stake is as a whole inserted in cement mixing method along cement mixing method central vertical, after 28 days, steel strand are carried out to stretch-draw, every subordinate load of stretch-draw is respectively 0.25 of steel strand design pulling force, 0.5, 0.75, 1.0, 1.1 doubly, when designing 1.1 times of pulling force for steel strand, stablizes tensile load 10-20 minute, all the other are stablized 5 minutes, record respectively the elongation of steel strand each time, in stabilization time each time, measure anchor head displacement three times, in the time that obviously not decaying, steel strand prestress completes stretch-draw, steel strand are fixed on through ground tackle on second junction steel plate on the second reinforced concrete core stake top,
Five, welding base plate anchor bar straight up on second junction steel plate on the second reinforced concrete core stake top, together with the structure reinforcing bars colligation of base plate anchor bar and the steel strand that stretch out and sole plate, after concreting, form integrative-structure with sole plate.
The present invention compared with prior art has following characteristics and beneficial effect:
1, the present invention uses steel strand can save reinforcing bar, and steel strand tensile strength (1860MPa), much larger than Steel Bar Tensile Strength 300MPa, is saved cost;
2, the present invention can solve concrete anticracking problem, on concrete pile, apply prestressing force, the stressed origin of force of stake is the lower end in stake, when work stake concrete compression, rather than tension, effectively reduces the tensile stress of reinforcing bar in reinforced concrete core stake, reduce the generation of distress in concrete, can meet the anti-fracture design requirement of one-level, can be used for important building uplift pile, extend Building life cycle on it;
3, cement mixing method pile body girth of the present invention expands branch greatly and with bottom, improve the side frictional resistance of uplift pile, prefabricated stake center stake and the cement mixing method of agitation pile inside also have very large contact surface, and the pulling force that steel strand can be subject to is passed to cement-soil from bottom to top uniformly along pile body;
4, the present invention carries out prestressed stretch-draw before bottom slab concreting concrete, has reduced the possibility of base plate infiltration, has shortened construction period, has lowered difficulty of construction;
5, the present invention can be widely used in building foundation pile, slope protection pile, applied widely, has good society and economic benefit.
Accompanying drawing explanation
Fig. 1 is structural front view of the present invention.
Fig. 2 is structure top view of the present invention.
Fig. 3 is the structure chart of the first reinforced concrete core stake of the present invention.
Fig. 4 is the structure chart of the second reinforced concrete core stake of the present invention.
Fig. 5 is cement mixing method structure chart of the present invention.
Fig. 6 is the second reinforced concrete core stake johning knot composition of the present invention.
Fig. 7 is uplift pile of the present invention and sole plate johning knot composition.
The specific embodiment
Below in conjunction with accompanying drawing, the specific embodiment of the present invention is described in further detail.
Provided by Fig. 1 to Fig. 7, described double action combines uplift pile from stress, comprise cement mixing method and the stake of prefabricated reinforced concrete core, circular expansion branch 3 is arranged at cement mixing method 5 bottoms, in cement mixing method 5, there is the stake of prefabricated reinforced concrete core, the stake of prefabricated reinforced concrete core is connected to form through the first junction steel plate 13 of the second reinforced concrete core stake 4 bottoms by the first reinforced concrete core stake 2 of bottom and the second reinforced concrete core stake 4 on top, the top of the second reinforced concrete core stake 4 is connected with sole plate 6, one end of steel strand 1 is connected with the first anchor ingot plate 8 in the first reinforced concrete core stake 2 bottoms through ground tackle, the other end is successively through the second anchor ingot plate 9 in the first reinforced concrete core stake 2 tops, steel pipe 10 in the second reinforced concrete core stake 4, the second junction steel plate 11 of the second reinforced concrete core stake 4 upper ends, be connected with the 3rd junction steel plate 16 in sole plate 6, on the first junction steel plate 13, there are some the first anchor bars 17 straight up, on the second junction steel plate 11, there are some the second anchor bars 15 straight down.
On described cement mixing method 5, there is the expansion branch 3 of some circles, improve the side frictional resistance of uplift pile, prefabricated stake center stake and the cement mixing method of agitation pile inside also have very large contact surface, and the pulling force that steel strand can be subject to is passed to cement-soil from bottom to top uniformly along pile body;
Described prefabricated reinforced concrete core stake is cylindricality, and cross section is circular or square, and the second reinforced concrete core stake 4 kernel of section have circular hole, and steel strand 1 pass from circular hole;
The non-bending steel cable that described steel strand 1 form for wearing leather sheath after prestress wire apply grease, tensile strength is 1860MPa, much larger than Steel Bar Tensile Strength 300MPa, saves cost;
The second described reinforced concrete core stake 4 is one section or several sections of connected compositions, upper end junction steel plate 7 and lower end junction steel plate 14 are equipped with respectively in every section of second reinforced concrete core stake two ends, on upper end junction steel plate 7, there are some anchor bars straight down, on lower end junction steel plate 14, have some anchor bars straight up;
Described the first anchor ingot plate 8, the second anchor ingot plate 9, upper end junction steel plate 7, lower end junction steel plate 14, the first junction steel plate 13, the second junction steel plate 11 are evenly equipped with respectively the circular hole identical with steel strand quantity with on the 3rd junction steel plate 16.
Described double action, from the piling method of stress combination uplift pile, comprises the following steps:
One, steel strand 1 one end is fixed on through ground tackle on the first anchor ingot plate 8 of the first reinforced concrete core stake 2 lower ends, the other end is fixed on through ground tackle on the second anchor ingot plate 9 on the first reinforced concrete core stake 2 tops, and stretch out the second anchor ingot plate 9 by the circular hole at the second anchor ingot plate 9 centers, shuttering after-pouring concrete, is made into the first reinforced concrete core stake 2 of part steel strand 1 together with concrete binding;
Two, the steel strand that stretch out in the first reinforced concrete core stake 21 are connected and stretch out the second junction steel plate 11 with the second junction steel plate 11 of steel pipe 10 upper ends through steel pipe 10 center, shuttering after-pouring concrete, be made into the integral prefabricated reinforced concrete core stake being connected to form through the first junction steel plate 13 by the first reinforced concrete core stake 2 and the second reinforced concrete core stake 4, in the time that the stake of prefabricated reinforced concrete core is longer, make the second reinforced concrete core stake 4 of some sections of kernel of section band circular holes, when concreting, at round-meshed upper end, pre-buried center, two ends junction steel plate 7 and the lower end junction steel plate 14 of every section of second reinforced concrete core stake 4, every section of second reinforced concrete core stake 4 is weldingly connected through the upper end at two ends junction steel plate 7 and lower end junction steel plate 14, steel strand 1 pass from circular hole,
Three, making cement mixing method 5 methods is: rig is in place successively, lower brill whitewashing, promote and stir, repeat again lower brill whitewashing, repeat to promote and stir, repeat 1/3 long whitewashing of lower brill, repeat to promote and stir, until whitewashing is after design elevation, stop slip casting and extract drilling rod, at the bottom of stake and soil layer compared with good position, keep the drilling rod upper-lower position of rig motionless, regulate the spray pressure of the cement pump of whitewashing, keep spray pressure between 3-6MPa, at the bottom of stake and pile body position form the expansion branch 3 of some circles, described whitewashing is by weight percent meter: native 37%-50%, cement 7%-18%, I level flyash 2%-7%, ash calcium 0.5%-1%, water 35%-50% stirs, after condensing, make, or by percentage by weight be: together with native 37%-50%, cement 9%-16%, I level flyash 3%-6%, sand 5%-9.2%, grey calcium 0.5%-1% are uniformly mixed with water 35%-50%, after condensing, make,
Four, by first, the second reinforced concrete core stake prefabricated reinforced concrete core stake is as a whole inserted in cement mixing method 5 along cement mixing method 5 central vertical, after 28 days, steel strand 1 are carried out to stretch-draw, every subordinate load of stretch-draw is respectively 0.25 of steel strand design pulling force, 0.5, 0.75, 1.0, 1.1 doubly, when designing 1.1 times of pulling force for steel strand, stablizes tensile load 10-20 minute, all the other are stablized 5 minutes, record respectively the elongation of steel strand 1 each time, in stabilization time each time, measure anchor head displacement three times, in the time that obviously not decaying, steel strand 1 prestressing force completes stretch-draw, steel strand 1 are fixed on through ground tackle on second junction steel plate 11 on the second reinforced concrete core stake 4 tops,
Five, welding base plate anchor bar 12 straight up on second junction steel plate 11 on the second reinforced concrete core stake 4 tops, together with the structure reinforcing bars colligation of base plate anchor bar 12 and the steel strand 1 that stretch out and sole plate 6, after concreting, form integrative-structure with sole plate 6.
In described step 1, steel strand 1 are the 1/6-1/5 of prefabricated reinforced concrete core stake overall length with concrete binding partial-length;
Described steel strand 1 with concrete binding partial-length are >=1.5m.
Be below one embodiment of the present of invention:
Steel strand 1 one end is fixed on through ground tackle on the first anchor ingot plate 8 of the first reinforced concrete core stake 2 lower ends, the other end is fixed on through ground tackle on the second anchor ingot plate 9 on the first reinforced concrete core stake 2 tops, and stretch out the second anchor ingot plate 9 by the circular hole at the second anchor ingot plate 9 centers, shuttering after-pouring concrete, is made into the first reinforced concrete core stake 2 of part steel strand 1 together with concrete binding;
The steel strand that stretch out in the first reinforced concrete core stake 21 are connected and stretch out the second junction steel plate 11 with the second junction steel plate 11 of steel pipe 10 upper ends through steel pipe 10 center, shuttering after-pouring concrete, be made into the integral prefabricated reinforced concrete core stake being connected to form through the first junction steel plate 13 by the first reinforced concrete core stake 2 and the second reinforced concrete core stake 4, make the second reinforced concrete core stake of 2 sections of kernel of section band circular holes, when concreting, at the round-meshed upper end, pre-buried center, upper end of first paragraph the second reinforced concrete core stake junction steel plate 7, at the round-meshed lower end, pre-buried center, lower end of second segment the second reinforced concrete core stake junction steel plate 14, two section of second reinforced concrete core stake 4 is weldingly connected through upper end junction steel plate 7 and lower end junction steel plate 14, steel strand 1 pass from circular hole,
Making cement mixing method 5 methods is: rig is in place successively, lower brill whitewashing, promote and stir, repeat again lower brill whitewashing, repeat to promote and stir, repeat 1/3 long whitewashing of lower brill, repeat to promote and stir, until whitewashing is after design elevation, stop slip casting and extract drilling rod, at the bottom of stake and soil layer compared with good position, keep the drilling rod upper-lower position of rig motionless, regulate the spray pressure of the cement pump of whitewashing, keep spray pressure at 5MPa, at the bottom of stake and pile body position form the expansion branch 3 of some circles, described rig adopts jet grouting pile driving machine, described whitewashing slurries adopt percentage by weight to be: soil 37.5%, cement 13%, I level flyash 5.6%, sand 7.5%, ash calcium 0.7%, water 35.7% is uniformly mixed together, after condensing, make,
After cement mixing method 5 constructions, by hoist engine, the stake of prefabricated reinforced concrete core is sling, use vibrating hammer to insert in cement mixing methods 5 along cement mixing method 5 centers along overall prefabricated reinforced concrete core stake;
Cement mixing pile driving construction completed after 28 days, steel strand 1 are carried out to stretch-draw, every subordinate load of stretch-draw is respectively 0.25,0.5,0.75,1.0,1.1 times of steel strand design pulling force, when designing 1.1 times of pulling force for steel strand, stablizes 15 minutes tensile load, all the other are stablized 5 minutes, record respectively the elongation of steel strand 1 each time, in stabilization time each time, measure anchor head displacement three times, steel strand 1 prestressing force completes stretch-draw while obviously decay, and steel strand 1 are fixed on through ground tackle on second junction steel plate 11 on the second reinforced concrete core stake 4 tops;
Welding base plate anchor bar 12 straight up on second junction steel plate 11 on the second reinforced concrete core stake 4 tops, together with the structure reinforcing bars colligation of base plate anchor bar 12 and the steel strand 1 that stretch out and sole plate 6, after concreting, form integrative-structure with sole plate 6, complete double action and combine uplift pile from stress.
Applicant it is to be noted; it is above-mentioned that point out is only a kind of embodiment; be not meant to limit the application's protection domain, every use be equal to or be equal to alternative means make and present techniques scheme in essence identical technical scheme all belong to the application's protection domain.
Claims (8)
1. a double action combines uplift pile from stress, comprise cement mixing method and the stake of prefabricated reinforced concrete core, it is characterized in that, circular expansion branch (3) is arranged at cement mixing method (5) bottom, in cement mixing method (5), there is the stake of prefabricated reinforced concrete core, the stake of prefabricated reinforced concrete core is connected to form through first junction steel plate (13) of the second reinforced concrete core stake (4) bottom by the first reinforced concrete core stake (2) of bottom and the second reinforced concrete core stake (4) on top, the top of the second reinforced concrete core stake (4) is connected with sole plate (6), one end of steel strand (1) is connected with the first anchor ingot plate (8) in the first reinforced concrete core stake (2) bottom through ground tackle, the other end is successively through the second anchor ingot plate (9) in the first reinforced concrete core stake (2) top, steel pipe (10) in the second reinforced concrete core stake (4), second junction steel plate (11) of the second reinforced concrete core stake (4) upper end, be connected with the 3rd junction steel plate (16) in sole plate (6), on the first junction steel plate (13), there are some the first anchor bars (17) straight up, on the second junction steel plate (11), there are some the second anchor bars (15) straight down, described prefabricated reinforced concrete core stake is cylindricality, cross section is circular or square, the second reinforced concrete core stake (4) kernel of section has circular hole.
2. double action according to claim 1 combines uplift pile from stress, it is characterized in that, has the expansion branch (3) of some circles on described cement mixing method (5).
3. double action according to claim 1 combines uplift pile from stress, it is characterized in that, the non-bending steel cable that described steel strand (1) form for wearing leather sheath after prestress wire apply grease.
4. double action according to claim 1 combines uplift pile from stress, it is characterized in that, the second described reinforced concrete core stake (4) is one section or several sections of connected compositions, upper end junction steel plate (7) and lower end junction steel plate (14) are equipped with respectively in every section of second reinforced concrete core stake two ends, on upper end junction steel plate (7), there are some anchor bars straight down, on lower end junction steel plate (14), have some anchor bars straight up.
5. double action according to claim 4 combines uplift pile from stress, it is characterized in that, on described the first anchor ingot plate (8), the second anchor ingot plate (9), upper end junction steel plate (7), lower end junction steel plate (14), the first junction steel plate (13), the second junction steel plate (11) and the 3rd junction steel plate (16), be evenly equipped with respectively the circular hole identical with steel strand quantity.
6. the piling method from stress combination uplift pile according to the double action described in claim 1 or 2-5 any one, is characterized in that, comprises the following steps:
One, steel strand (1) one end is fixed on through ground tackle on the first anchor ingot plate (8) of the first reinforced concrete core stake (2) lower end, the other end is fixed on through ground tackle on the second anchor ingot plate (9) on the first reinforced concrete core stake (2) top, and stretch out the second anchor ingot plate (9) by the circular hole at the second anchor ingot plate (9) center, shuttering after-pouring concrete, is made into the first reinforced concrete core stake (2) of part steel strand (1) together with concrete binding;
Two, the steel strand (1) that stretch out in the first reinforced concrete core stake (2) are connected and stretch out the second junction steel plate (11) with second junction steel plate (11) of steel pipe (10) upper end through the center of steel pipe (10), shuttering after-pouring concrete, be made into the integral prefabricated reinforced concrete core stake being connected to form through the first junction steel plate (13) by the first reinforced concrete core stake (2) and the second reinforced concrete core stake (4), in the time that the stake of prefabricated reinforced concrete core is longer, make the second reinforced concrete core stake (4) of some sections of kernel of section band circular holes, when concreting, at pre-buried center, two ends round-meshed upper end junction steel plate (7) and the lower end junction steel plate (14) of every section of second reinforced concrete core stake (4), every section of second reinforced concrete core stake (4) is weldingly connected through the upper end at two ends junction steel plate (7) and lower end junction steel plate (14), steel strand (1) pass from circular hole,
Three, making cement mixing method (5) method is: rig is in place successively, lower brill whitewashing, promote and stir, repeat again lower brill whitewashing, repeat to promote and stir, repeat 1/3 long whitewashing of lower brill, repeat to promote and stir, until whitewashing is after design elevation, stop slip casting and extract drilling rod, at the bottom of stake and soil layer compared with good position, keep the drilling rod upper-lower position of rig motionless, regulate the spray pressure of the cement pump of whitewashing, keep spray pressure between 3-6MPa, at the bottom of stake and pile body position form the expansion branch (3) of some circles, described whitewashing is by weight percent meter: native 37%-50%, cement 7%-18%, I level flyash 2%-7%, ash calcium 0.5%-1%, water 35%-50% stirs, after condensing, make, or by percentage by weight be: together with native 37%-50%, cement 9%-16%, I level flyash 3%-6%, sand 5%-9.2%, grey calcium 0.5%-1% are uniformly mixed with water 35%-50%, after condensing, make,
Four, by first, the second reinforced concrete core stake prefabricated reinforced concrete core stake is as a whole inserted in cement mixing method (5) along cement mixing method (5) central vertical, after 28 days, steel strand (1) are carried out to stretch-draw, every subordinate load of stretch-draw is respectively 0.25 of steel strand design pulling force, 0.5, 0.75, 1.0, 1.1 doubly, when designing 1.1 times of pulling force for steel strand, stablizes tensile load 10-20 minute, all the other are stablized 5 minutes, record respectively the elongation of steel strand (1) each time, in stabilization time each time, measure anchor head displacement three times, in the time that obviously not decaying, steel strand (1) prestressing force completes stretch-draw, steel strand (1) are fixed on through ground tackle on second junction steel plate (11) on the second reinforced concrete core stake (4) top,
Five, the upper welding of the second junction steel plate (11) on the second reinforced concrete core stake (4) top base plate anchor bar (12) straight up, together with the structure reinforcing bars colligation of base plate anchor bar (12) and the steel strand (1) that stretch out and sole plate (6), after concreting, form integrative-structure with sole plate (6).
7. double action according to claim 6, from the piling method of stress combination uplift pile, is characterized in that, in described step 1, steel strand (1) are the 1/6-1/5 of prefabricated reinforced concrete core stake overall length with concrete binding partial-length.
8. double action according to claim 7, from the piling method of stress combination uplift pile, is characterized in that, described steel strand (1) with concrete binding partial-length are >=1.5m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210291723.2A CN102787595B (en) | 2012-08-16 | 2012-08-16 | Double-acting self-stressing combined uplift pile and pile forming method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210291723.2A CN102787595B (en) | 2012-08-16 | 2012-08-16 | Double-acting self-stressing combined uplift pile and pile forming method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102787595A CN102787595A (en) | 2012-11-21 |
| CN102787595B true CN102787595B (en) | 2014-06-04 |
Family
ID=47153169
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201210291723.2A Expired - Fee Related CN102787595B (en) | 2012-08-16 | 2012-08-16 | Double-acting self-stressing combined uplift pile and pile forming method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102787595B (en) |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103205967B (en) * | 2013-03-14 | 2015-02-25 | 中国建筑第八工程局有限公司 | Anti-floating anchor rod structure of raft board |
| CN103711123B (en) * | 2013-12-17 | 2016-01-27 | 上海岩土工程勘察设计研究院有限公司 | The construction method of bamboo joint type mortar pile |
| CN105887873B (en) * | 2015-01-26 | 2018-02-23 | 王庆伟 | The pile making method of prefabricated pile carrier type bored concrete pile |
| CN104929117B (en) * | 2015-06-26 | 2016-10-26 | 建研地基基础工程有限责任公司 | A kind of construction method of concrete shaft Composite Bolt |
| CN107023002A (en) * | 2016-08-30 | 2017-08-08 | 北京荣创岩土工程股份有限公司 | Down-the-hole impacts churning composite pile pile making method |
| CN113152535B (en) * | 2021-04-23 | 2022-02-11 | 建研地基基础工程有限责任公司 | Rear-inserted unbonded steel strand pressure-bearing type uplift pile construction method and assembly used in same |
| CN113737796A (en) * | 2021-09-07 | 2021-12-03 | 江苏兴宇建设集团有限公司 | Construction method for high-pressure water flushing assisted pile driving and pile pulling synchronous grouting of steel plate pile |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002054135A (en) * | 2000-08-07 | 2002-02-20 | Asahi Kasei Corp | Composite structure |
| JP4219210B2 (en) * | 2003-05-01 | 2009-02-04 | ジャパンパイル株式会社 | Advanced ground improvement pile and its construction method |
| CN101748728A (en) * | 2008-10-10 | 2010-06-23 | 上海强劲基础工程有限公司 | Soil cement expanding uplift pile |
| CN101798810A (en) * | 2009-02-20 | 2010-08-11 | 上海强劲基础工程有限公司 | Cement-soil composite pile inserted into reinforced concrete core materials |
| CN102251520A (en) * | 2011-05-27 | 2011-11-23 | 岳建伟 | Novel cement soil composite mixing pile and pile formation method thereof |
| CN202194130U (en) * | 2011-07-21 | 2012-04-18 | 从卫民 | Compound pre-stressed anti-pulling pile with enlarged head |
-
2012
- 2012-08-16 CN CN201210291723.2A patent/CN102787595B/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002054135A (en) * | 2000-08-07 | 2002-02-20 | Asahi Kasei Corp | Composite structure |
| JP4219210B2 (en) * | 2003-05-01 | 2009-02-04 | ジャパンパイル株式会社 | Advanced ground improvement pile and its construction method |
| CN101748728A (en) * | 2008-10-10 | 2010-06-23 | 上海强劲基础工程有限公司 | Soil cement expanding uplift pile |
| CN101798810A (en) * | 2009-02-20 | 2010-08-11 | 上海强劲基础工程有限公司 | Cement-soil composite pile inserted into reinforced concrete core materials |
| CN102251520A (en) * | 2011-05-27 | 2011-11-23 | 岳建伟 | Novel cement soil composite mixing pile and pile formation method thereof |
| CN202194130U (en) * | 2011-07-21 | 2012-04-18 | 从卫民 | Compound pre-stressed anti-pulling pile with enlarged head |
Non-Patent Citations (2)
| Title |
|---|
| 岳建伟等.组合桩的竖向承载力特性研究.《土木工程学报》.2008,第41卷(第05期), |
| 组合桩的竖向承载力特性研究;岳建伟等;《土木工程学报》;20080515;第41卷(第05期);59，60 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102787595A (en) | 2012-11-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102787595B (en) | Double-acting self-stressing combined uplift pile and pile forming method | |
| CN202559345U (en) | Bottom-expanded pre-stress anti-floating anchor rod | |
| CN102518135A (en) | Foundation pit support construction method combining horizontal rotary jet-grouting soil bolting and bore concrete piles | |
| CN101629418A (en) | Post-tensioned prestressing cast pile and construction method thereof | |
| CN103215952A (en) | High polymer anchoring grouting method | |
| CN201459716U (en) | Retard-bonded or unbonded post-tensioned prestressing filling pile | |
| CN203741868U (en) | Reinforced concrete retaining wall structure with combined anchor wire | |
| CN105604340B (en) | It is a kind of to improve the old room room plus floor remodeling method of shock resistance and safe life | |
| CN101544022B (en) | Preparation method for preformed hole fender pile | |
| CN111894045A (en) | Anti-floating anchoring structure and anti-floating anchoring construction method for basement bottom plate | |
| CN113123373A (en) | Pressure-bearing uplift pile with rear-inserted unbonded steel strand U-shaped pipe and construction method thereof | |
| CN210263075U (en) | Arrange bars formula tubular pile post back slip casting internal anchor outer stagnant water support system | |
| CN108643215B (en) | Construction method of anchor pier type foundation after rotary spraying and pressing into variable cross section | |
| CN103790168A (en) | Application method of soil nailing wall in deep foundation pit supporting | |
| CN205776152U (en) | Prestressed anchor waveform sheet pile retaining structure | |
| CN213952209U (en) | PSB finish rolling screw-thread steel pipe pile prestressing force anti-floating pile structure | |
| CN108914945A (en) | A kind of deep basal pit pile for prestressed pipe, prestress anchorage cable combined supporting construction method | |
| CN107859017A (en) | A kind of fabricated ocean engineering concrete architectural structure system | |
| CN212582757U (en) | Anti-floating anchoring structure for basement bottom plate | |
| CN201605588U (en) | Structure for reinforcing and fixing slope surface of prestress anchoring frame beam | |
| CN101845851A (en) | Tendon-free prestressed concrete structure | |
| CN101545255A (en) | Method for manufacturing a PHC tubular pile in soft soil region through chambering and grouting | |
| CN105064411A (en) | Method for building post-pouring expansion reinforcing band of wallboard of underground structure | |
| CN102433882A (en) | Construction method for forming foundation pit support through combining concrete pile wall and jet grouting anchor piles and anchor bar structural piece | |
| CN213897088U (en) | PSB finish rolling screw-thread steel prestressed concrete fender pile structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| ASS | Succession or assignment of patent right |
Owner name: HENAN UNIVERSITY Free format text: FORMER OWNER: YUE JIANWEI Effective date: 20140425 |
|
| C41 | Transfer of patent application or patent right or utility model | ||
| C53 | Correction of patent for invention or patent application | ||
| CB03 | Change of inventor or designer information |
Inventor after: Yue Jianwei Inventor after: Xu Gang Inventor after: Liu Fengli Inventor after: Zhang Dawei Inventor after: Gu Lihua Inventor after: Chen Xu Inventor after: Liu Xiaotong Inventor before: Yue Jianwei |
|
| COR | Change of bibliographic data |
Free format text: CORRECT: INVENTOR; FROM: YUE JIANWEI TO: YUE JIANWEI XU GANG LIU FENGLI ZHANG DAWEI GU LIHUA CHEN XU LIU XIAOTONG |
|
| TA01 | Transfer of patent application right |
Effective date of registration: 20140425 Address after: Minglun Street Shunhe Hui District in Henan province 475001 City No. 1 Applicant after: Henan University Address before: Minglun Street Shunhe Hui District in Henan province 475001 city Henan University No. 1 Applicant before: Yue Jianwei |
|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140604 Termination date: 20180816 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |