CN102787595A - 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
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- CN102787595A CN102787595A CN2012102917232A CN201210291723A CN102787595A CN 102787595 A CN102787595 A CN 102787595A CN 2012102917232 A CN2012102917232 A CN 2012102917232A CN 201210291723 A CN201210291723 A CN 201210291723A CN 102787595 A CN102787595 A CN 102787595A
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- 238000000034 method Methods 0.000 title claims abstract description 56
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 150
- 239000010959 steel Substances 0.000 claims abstract description 150
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 110
- 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 30
- 230000009471 action Effects 0.000 claims description 17
- 230000003014 reinforcing effect Effects 0.000 claims description 10
- 239000002689 soil Substances 0.000 claims description 9
- 238000005553 drilling Methods 0.000 claims description 8
- 239000000203 mixture Substances 0.000 claims description 8
- 230000008569 process Effects 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
- 241001074085 Scophthalmus aquosus Species 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
- 238000005452 bending Methods 0.000 claims description 5
- 238000006073 displacement reaction Methods 0.000 claims description 5
- 230000015271 coagulation Effects 0.000 claims description 4
- 238000005345 coagulation Methods 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 4
- 238000007569 slipcasting Methods 0.000 claims description 4
- 230000006641 stabilisation Effects 0.000 claims description 4
- 238000011105 stabilization Methods 0.000 claims description 4
- 238000003466 welding Methods 0.000 claims description 4
- 239000004519 grease Substances 0.000 claims description 2
- 239000010985 leather Substances 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 14
- 239000011513 prestressed concrete Substances 0.000 abstract description 3
- 230000008901 benefit Effects 0.000 abstract description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 abstract 2
- 230000002349 favourable effect Effects 0.000 abstract 1
- 230000035882 stress Effects 0.000 description 11
- 238000007667 floating Methods 0.000 description 8
- 238000005336 cracking Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 238000013019 agitation Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 2
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005516 engineering process 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
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000007123 defense Effects 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 230000009429 distress Effects 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000007790 scraping Methods 0.000 description 1
- 238000004078 waterproofing Methods 0.000 description 1
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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 is 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, the basis is embedding more and more darker.Simultaneously; As the development and utilization of the pure basement part of the square formula building of functions such as garage, podium or relatively independent underground structure such as sunk type square, underground garage, underground commercial center, civil air defense constructions and installations, pump house etc. also more and more widely, the anti-floating problem of the underground structure that produces therefrom becomes increasingly conspicuous.To this, all adopt the way that adds floating stake of resistance to plucking and anti-float anchor rod to solve usually.
The employing ordinary reinforced concrete castinplace pile that present anti-floating stake is designed with, the design specifications of this anti-floating stake require the pile body control of crack width in 0.2mm, can't satisfy I and II Crack Control requirement among the standard GB50010-2002; Because the anti-floating stake is positioned under the groundwater table; After the tensile region concrete coagulated and goes up cracking, pile body was in the work down of band crack state always, very easily makes reinforcing bar receive groundwater erosion and directly influence its durability; As carry out the uplift pile of arrangement of reinforcement by demand of anti-crack; Reinforcing bar tensile strength in its cross section has more more than needed, and is very uneconomical, and environment pollution, cost height are grown, had to the ordinary reinforced concrete filling pile construction cycle simultaneously.So the patent of invention of application number 200710065368.6 and 201010282550.9 has proposed the stake of construction part binding prestress anti-floating; This method adopts cement-soil is applied the effect that prestressed method plays anti-floating; But soil cement intensity is relatively low; Steel strand are not easy anchoring and are not easy to insert, and especially in soft clay area, also there is the problem of necking down in cement mixing pile.
It mostly is at the stake end counter-force dish to be set that prestress pulling resistant anchor pole, its way have been adopted in minority uplift pile design, with ground tackle the total length non-bending steel cable is locked on the counter-force dish, and the prestressing force counter-force is provided thus.Because prestress pulling resistant anchor pole pore-forming will adopt impact holing or revolve technologies such as scraping out the hole, efficient is low, and is long in time limit; Prestress pulling resistant anchor pole quality is difficult for guaranteeing that drawing locking prestressing force is limited, and locking device is unreliable sometimes; The steel strand displacement is bigger than normal, need on sole plate, carry out anchoring and waterproofing work, complex process simultaneously; There is anchor rod anchored not firm phenomenon, cause relative slippage takes place between anchor rod body and the slurry, and anchor pole can not bears downward pressure.Practical applications shows that the degree of roughness of anchor bar body and the intensity of self play key effect to anchored force.
The design that has has proposed the stake of posttension unbonded prestressed concrete anti-floating; The stress morphology that has changed the pile body axial tension is changed into axial compression or near zero stress; Make its classes for cracking control satisfy the requirement of I and II, but pile body is a deposited reinforced concrete pile, amount of reinforcement is big; Steel using amount is many, long construction period.
Summary of the invention
To above-mentioned situation; For overcoming the defective of prior art, the present invention's purpose just provides 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 be prone to produce the crack; Influence the pile body durability; Amount of reinforcement is big, and construction costs is high, the problem of long construction period.
Originally be that the technical scheme that invention solves is; Described double action makes up uplift pile from stress; Comprise cement mixing method and precast reinforced reinforced concrete core stake; The cement mixing method bottom has circular expansion to prop up dish; The stake of prefabricated reinforced concrete core is arranged in the cement mixing method; The stake of prefabricated reinforced concrete core is connected steel plate by the second reinforced concrete core stake on the first reinforced concrete core stake of bottom and top through first of the second reinforced concrete core stake bottom and is connected to form, and the top of the second reinforced concrete core stake links to each other with sole plate, and an end of steel strand links to each other with the first anchor ingot plate in the first reinforced concrete core stake bottom through ground tackle; The other end passes second of steel pipe in the second anchor ingot plate in the first reinforced concrete core stake top, the second reinforced concrete core stake, the second reinforced concrete core stake upper end successively and connects steel plate; Be connected steel plate with the 3rd in the sole plate and link to each other, first connects first anchor bar that has plurality of vertical to make progress on the steel plate, on the second connection steel plate the second downward anchor bar of plurality of vertical is arranged.
Described double action may further comprise the steps from the piling method of stress combination uplift pile:
One; Be fixed on steel strand one end on the first anchor ingot plate of the first reinforced concrete core stake lower end through ground tackle; The other end is fixed on the second anchor ingot plate on the first reinforced concrete core stake top through ground tackle; And stretching out the second anchor ingot plate through the circular hole at the second anchor ingot plate center, shuttering after-pouring concrete is made into the first reinforced concrete core stake together of part steel strand and concrete binding;
Two; The center of the steel strand that stretch out in the first reinforced concrete core stake being passed steel pipe is connected steel plate and links to each other and stretch out the second connection steel plate with second of steel pipe upper end; Shuttering after-pouring concrete; Be made into by the first reinforced concrete core stake and the second reinforced concrete core stake and be connected the integral prefabricated reinforced concrete core stake that steel plate is connected to form through first, when the stake of prefabricated reinforced concrete core is longer, the second reinforced concrete core stake of making plurality of sections kernel of section band circular hole; During concreting; Round-meshed upper end connects steel plate and is connected steel plate with the lower end at pre-buried center, the two ends of every section second reinforced concrete core stake, and the stake of every section second coagulation core is connected steel plate through the upper end at two ends connection steel plate with the lower end and is weldingly connected, and steel strand pass from circular hole;
Three; Making the cement mixing method method is: rig brill whitewashing in place, following successively, lifting are stirred, and repeat down brill again and whitewash, repeat to promote stirring, repeat down to bore 1/3 long whitewashing, repeat the lifting stirring, after the design elevation of whitewashing; Stop slip casting and extract drilling rod; At the bottom of stake with soil layer than 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; Dish is propped up in the expansion that at the bottom of stake, forms some circles with the pile body position, and described whitewashing is by weight percent meter: native 37%-50%, cement 7%-18%, I level flyash 2%-7%, grey calcium 0.5%-1%, water 35%-50% stir, and process after condensing; Or with percentage by weight be: native 37%-50%, cement 9%-16%, I level flyash 3%-6%, sand 5%-9.2%, grey calcium 0.5%-1% mix with water 35%-50% and are in the same place, and process after condensing;
Four; First, second reinforced concrete core stake prefabricated reinforced concrete core stake is as a whole inserted in the cement mixing method along the cement mixing method central vertical; After 28 days, steel strand are carried out stretch-draw, each 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, stablized 10-20 minute tensile load; All the other were stablized 5 minutes, write down the elongation of steel strand each time respectively, in stabilization time each time, measured anchor head displacement three times; Treat to accomplish stretch-draw when steel strand prestress is not obviously decayed, steel strand are fixed on second of the second reinforced concrete core stake top through ground tackle connect on the steel plate;
Five; Connect welding base plate anchor bar straight up on the steel plate on second of the second reinforced concrete core stake top; Be in the same place the structure reinforcing bars colligation of base plate anchor bar and steel strand that stretch out and sole plate, be integrally formed structure with sole plate behind the concreting.
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) is saved cost much larger than reinforcing bar tensile strength 300MPa;
2, the present invention can solve the concrete anticracking problem, on concrete pile, applies prestressing force, and the stressed origin of force of stake is the lower end in stake; Concrete compression during stake work, rather than drawn, the tensile stress of reinforcing bar in the reinforced concrete core stake effectively reduced; Reduce the generation of distress in concrete; Can satisfy the designing requirement of one-level cracking resistance seam, can be used for the important building uplift pile, prolong the building life-span on it;
3, cement mixing method pile body girth of the present invention is big and have the bottom and enlarge a dish; Improved the side frictional resistance of uplift pile; Inner prefabricated stake center stake and the cement mixing method of agitation pile also has very big contact surface, can pass to cement-soil to the pulling force that steel strand receive from bottom to top uniformly along pile body;
4, the present invention carries out prestressed stretch-draw before the 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 adaptable across building foundation pile, slope protection pile, and is applied widely, and good society and economic benefit are arranged.
Description of drawings
Fig. 1 is a structural front view of the present invention.
Fig. 2 is a structure vertical 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 a 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
Do further explain below in conjunction with the accompanying drawing specific embodiments of the invention.
Provide by Fig. 1 to Fig. 7; Described double action makes up uplift pile from stress; Comprise cement mixing method and the stake of prefabricated reinforced concrete core; Cement mixing method 5 bottoms have circular expansion to prop up dish 3; The stake of prefabricated reinforced concrete core is arranged in the cement mixing method 5; The stake of prefabricated reinforced concrete core is connected steel plate 13 by the second reinforced concrete core stake 4 on the first reinforced concrete core stake 2 of bottom and top through first of the second reinforced concrete core stake, 4 bottoms and is connected to form, and the top of the second reinforced concrete core stake 4 links to each other with sole plate 6, and an end of steel strand 1 links to each other with the first anchor ingot plate 8 in the first reinforced concrete core stake, 2 bottoms through ground tackle; The other end passes second of the second anchor ingot plate 9 in the first reinforced concrete core stake, 2 tops, the steel pipe 10 in the second reinforced concrete core stake 4, the second reinforced concrete core stake, 4 upper ends successively and connects steel plate 11; Be connected steel plate 16 with the 3rd in the sole plate 6 and link to each other, first anchor bar 17, the second that has plurality of vertical to make progress on the first connection steel plate 13 connects on the steel plates 11 has the second downward anchor bar 15 of plurality of vertical.
There is the expansion of some circles to prop up dish 3 on the described cement mixing method 5; Improved the side frictional resistance of uplift pile; Inner prefabricated stake center stake and the cement mixing method of agitation pile also has very big contact surface, can pass to cement-soil to the pulling force that steel strand receive from bottom to top uniformly along pile body;
The stake of described prefabricated reinforced concrete core is a cylindricality, and the 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;
Described steel strand 1 are to wear the non-bending steel cable that leather sheath forms behind non-bending steel cable or the prestress wire apply grease, and tensile strength is 1860MPa, much larger than reinforcing bar tensile strength 300MPa, save cost;
The described second reinforced concrete core stake 4 is one section or several sections continuous compositions; Every section second reinforced concrete core stake two ends are equipped with upper end connection steel plate 7 respectively and are connected steel plate 14 with the lower end; The upper end connects on the steel plate 7 has the downward anchor bar of plurality of vertical, and the lower end connects the anchor bar that has plurality of vertical to make progress on the steel plate 14;
The described first anchor ingot plate 8, the second anchor ingot plate 9, upper end connect steel plate 7, lower end and connect steel plate 14, first and connect steel plate 13, second and connect steel plate 11 and be connected with the 3rd and be evenly equipped with the circular hole identical with steel strand quantity on the steel plate 16 respectively.
Described double action may further comprise the steps from the piling method of stress combination uplift pile:
One; Be fixed on steel strand 1 one ends on the first anchor ingot plate 8 of the first reinforced concrete core stake, 2 lower ends through ground tackle; The other end is fixed on the second anchor ingot plate 9 on the first reinforced concrete core stake, 2 tops through ground tackle; And stretching out the second anchor ingot plate 9 through the circular hole at the second anchor ingot plate, 9 centers, shuttering after-pouring concrete is made into part steel strand 1 and the concrete binding first reinforced concrete core stake 2 together;
Two; The center of the steel strand 1 that stretch out in the first reinforced concrete core stake 2 being passed steel pipe 10 is connected steel plate 11 and links to each other and stretch out second and connect steel plate 11 with second of steel pipe 10 upper ends; Shuttering after-pouring concrete; Be made into by the first reinforced concrete core stake 2 and the second reinforced concrete core stake 4 and be connected the integral prefabricated reinforced concrete core stake that steel plate 13 is connected to form through first, when the stake of prefabricated reinforced concrete core is longer, the second reinforced concrete core stake 4 of making plurality of sections kernel of section band circular hole; During concreting; Round-meshed upper end connects steel plate 7 and is connected steel plate 14 with the lower end at pre-buried center, the two ends of every section second reinforced concrete core stake 4, and the stake 4 of every section second coagulation core is connected steel plate 14 through the upper end at two ends connection steel plate 7 and is weldingly connected with the lower end, and steel strand 1 pass from circular hole;
Three; Making cement mixing method 5 methods is: rig brill whitewashing in place, following successively, lifting are stirred, and repeat down brill again and whitewash, repeat to promote stirring, repeat down to bore 1/3 long whitewashing, repeat the lifting stirring, after the design elevation of whitewashing; Stop slip casting and extract drilling rod; At the bottom of stake with soil layer than 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; Dish 3 is propped up in the expansion that at the bottom of stake, forms some circles with the pile body position, and described whitewashing is by weight percent meter: native 37%-50%, cement 7%-18%, I level flyash 2%-7%, grey calcium 0.5%-1%, water 35%-50% stir, and process after condensing; Or with percentage by weight be: native 37%-50%, cement 9%-16%, I level flyash 3%-6%, sand 5%-9.2%, grey calcium 0.5%-1% mix with water 35%-50% and are in the same place, and process after condensing;
Four; First, second reinforced concrete core stake prefabricated reinforced concrete core stake is as a whole inserted in the cement mixing method 5 along cement mixing method 5 central vertical; After 28 days, steel strand 1 are carried out stretch-draw, each 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, stablized 10-20 minute tensile load; All the other were stablized 5 minutes, write down the elongation of steel strand 1 each time respectively, in stabilization time each time, measured anchor head displacement three times; Treat to accomplish stretch-draw when steel strand 1 prestressing force is not obviously decayed, steel strand 1 are fixed on second of the second reinforced concrete core stake, 4 tops through ground tackle connect on the steel plate 11;
Five; Connect welding base plate anchor bar 12 straight up on the steel plate 11 on second of the second reinforced concrete core stake, 4 tops; Be in the same place base plate anchor bar 12 and the steel strand that stretch out 1 and the structure reinforcing bars colligation of sole plate 6, be integrally formed structure with sole plate 6 behind the concreting.
In the described step 1, steel strand 1 are the 1/6-1/5 of prefabricated reinforced concrete core stake length overall with the concrete binding partial-length;
Described steel strand 1 with the concrete binding partial-length are >=1.5m.
Below be one embodiment of the present of invention:
Be fixed on steel strand 1 one ends on the first anchor ingot plate 8 of the first reinforced concrete core stake, 2 lower ends through ground tackle; The other end is fixed on the second anchor ingot plate 9 on the first reinforced concrete core stake, 2 tops through ground tackle; And stretch out the second anchor ingot plate 9 through the circular hole at the second anchor ingot plate, 9 centers; Shuttering after-pouring concrete is made into part steel strand 1 and the concrete binding first reinforced concrete core stake 2 together;
The center of the steel strand 1 that stretch out in the first reinforced concrete core stake 2 being passed steel pipe 10 is connected steel plate 11 and links to each other and stretch out second and connect steel plate 11 with second of steel pipe 10 upper ends; Shuttering after-pouring concrete; Be made into by the first reinforced concrete core stake 2 and be connected the integral prefabricated reinforced concrete core stake that steel plate 13 is connected to form through first with the second reinforced concrete core stake 4; Make the second reinforced concrete core stake of 2 sections kernel of section band circular holes; During concreting, round-meshed upper end connects steel plate 7 at pre-buried center, the upper end of first section second reinforced concrete core stake, and round-meshed lower end connects steel plate 14 at pre-buried center, the lower end of second section second reinforced concrete core stake; The stake 4 of two section second coagulation core connects steel plate 7 and is connected steel plate 14 with the lower end and is weldingly connected through the upper end, steel strand 1 pass from circular hole;
Making cement mixing method 5 methods is: rig is in place successively, brill is whitewashed, promoted and stir down; Repeat down to bore whitewashing again, repeat to promote stirring, repeat down to bore 1/3 long whitewashing, repeat to promote and stir, after the design elevation of whitewashing, stop slip casting and extract drilling rod; At the bottom of stake with soil layer than 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; Dish 3 is propped up in the expansion that at the bottom of stake, forms some circles with the pile body position; Described rig adopts the high-pressure rotary jet grouting pile machine, and described whitewashing slurries adopt percentage by weight to be: soil 37.5%, cement 13%, I level flyash 5.6%, sand 7.5%, grey calcium 0.7%, water 35.7% mix together, process after condensing;
After cement mixing method 5 constructions finish, sling the stake of prefabricated reinforced concrete core, insert in the cement mixing method 5 along cement mixing method 5 centers along the prefabricated reinforced concrete core stake of integral body with vibrating hammer through hoist engine;
The cement mixing pile construction was accomplished after 28 days; Steel strand 1 are carried out stretch-draw; Each load of stretch-draw is respectively 0.25,0.5,0.75,1.0,1.1 times of steel strand designs pulling force, stablizes 15 minutes when tensile load designs 1.1 times of pulling force for steel strand, and all the other were stablized 5 minutes; Write down the elongation of steel strand 1 each time respectively; In stabilization time each time, measure anchor head displacement three times, accomplish stretch-draw when steel strand 1 prestressing force is not obviously decayed, steel strand 1 are fixed on second of the second reinforced concrete core stake, 4 tops through ground tackle connect on the steel plate 11;
Connect welding base plate anchor bar 12 straight up on the steel plate 11 on second of the second reinforced concrete core stake, 4 tops; Be in the same place base plate anchor bar 12 and the steel strand that stretch out 1 and the structure reinforcing bars colligation of sole plate 6; Be integrally formed structure with sole plate 6 behind the concreting, accomplish double action and make up uplift pile from stress.
The applicant it is to be noted; It is above-mentioned that point out only is a kind of embodiment; Be not meant to limit the application's protection domain, every usefulness is equal to or is equal to the protection domain that the alternative means make technical scheme identical in essence with the present techniques scheme all belongs to the application.
Claims (9)
1. a double action makes up uplift pile from stress; Comprise cement mixing method and the stake of prefabricated reinforced concrete core; It is characterized in that; Cement mixing method (5) bottom has circular expansion to prop up dish (3); The stake of prefabricated reinforced concrete core is arranged in the cement mixing method (5); The stake of prefabricated reinforced concrete core is connected steel plate (13) by the second reinforced concrete core stake (4) on the first reinforced concrete core stake (2) of bottom and top through first of second reinforced concrete core stake (4) bottom and is connected to form; The top of the second reinforced concrete core stake (4) links to each other with sole plate (6); One end of steel strand (1) links to each other with the first anchor ingot plate (8) in first reinforced concrete core stake (2) bottom through ground tackle, and the other end passes second of the second anchor ingot plate (9) in first reinforced concrete core stake (2) top, the steel pipe (10) in the second reinforced concrete core stake (4), second reinforced concrete core stake (4) upper end successively and connects steel plate (11), and to be connected steel plate (16) continuous with the 3rd in the sole plate (6); First connects first anchor bar (17) that has plurality of vertical to make progress on the steel plate (13), on the second connection steel plate (11) downward second anchor bar (15) of plurality of vertical is arranged.
2. double action according to claim 1 makes up uplift pile from stress, it is characterized in that, has the expansion of some circles to prop up dish (3) on the described cement mixing method (5).
3. double action according to claim 1 makes up uplift pile from stress, it is characterized in that, the stake of described prefabricated reinforced concrete core is a cylindricality, and the cross section is circular or square, and second reinforced concrete core stake (4) kernel of section has circular hole.
4. double action according to claim 1 makes up uplift pile from stress, it is characterized in that, described steel strand (1) are to wear the non-bending steel cable that leather sheath forms behind non-bending steel cable or the prestress wire apply grease.
5. double action according to claim 1 makes up uplift pile from stress; It is characterized in that; The described second reinforced concrete core stake (4) is one section or several sections continuous compositions; Every section second reinforced concrete core stake two ends are equipped with upper end connection steel plate (7) respectively and are connected steel plate (14) with the lower end, and the upper end connects on the steel plate (7) has the downward anchor bar of plurality of vertical, and the lower end connects the anchor bar that has plurality of vertical to make progress on the steel plate (14).
6. double action according to claim 1 makes up uplift pile from stress; It is characterized in that the described first anchor ingot plate (8), the second anchor ingot plate (9), upper end connect steel plate (7), lower end and connect steel plate (14), first and connect steel plate (13), second and connect steel plate (11) and be connected with the 3rd and be evenly equipped with the circular hole identical with steel strand quantity on the steel plate (16) respectively.
7. make up the piling method of uplift pile according to claim 1 or any described double action of 2-6 from stress, it is characterized in that, may further comprise the steps:
One; Be fixed on steel strand (1) one end on the first anchor ingot plate (8) of first reinforced concrete core stake (2) lower end through ground tackle; The other end is fixed on the second anchor ingot plate (9) on first reinforced concrete core stake (2) top through ground tackle; And stretching out the second anchor ingot plate (9) through the circular hole at second anchor ingot plate (9) center, shuttering after-pouring concrete is made into part steel strand (1) and the concrete binding first reinforced concrete core stake (2) together;
Two; The center of the steel strand (1) that stretch out in the first reinforced concrete core stake (2) being passed steel pipe (10) is connected steel plate (11) and links to each other and stretch out the second connection steel plate (11) with second of steel pipe (10) upper end; Shuttering after-pouring concrete; Be made into by the first reinforced concrete core stake (2) and be connected the integral prefabricated reinforced concrete core stake that steel plate (13) is connected to form through first with the second reinforced concrete core stake (4); When the stake of prefabricated reinforced concrete core is longer; Make the second reinforced concrete core stake (4) of plurality of sections kernel of section band circular hole, during concreting, round-meshed upper end connects steel plate (7) and is connected steel plate (14) with the lower end at the pre-buried center, two ends of every section second reinforced concrete core stake (4); The upper end connection steel plate (7) of every section second coagulation core stake (4) through two ends is connected steel plate (14) and is weldingly connected with the lower end, steel strand (1) pass from circular hole;
Three; Making cement mixing method (5) method is: rig brill whitewashing in place, following successively, lifting are stirred, and repeat down brill again and whitewash, repeat to promote stirring, repeat down to bore 1/3 long whitewashing, repeat the lifting stirring, after the design elevation of whitewashing; Stop slip casting and extract drilling rod; At the bottom of stake with soil layer than 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; Dish (3) is propped up in the expansion that at the bottom of stake, forms some circles with the pile body position, and described whitewashing is by weight percent meter: native 37%-50%, cement 7%-18%, I level flyash 2%-7%, grey calcium 0.5%-1%, water 35%-50% stirring, process after condensing; Or with percentage by weight be: native 37%-50%, cement 9%-16%, I level flyash 3%-6%, sand 5%-9.2%, grey calcium 0.5%-1% mix with water 35%-50% and are in the same place, and process after condensing;
Four; First, second reinforced concrete core stake prefabricated reinforced concrete core stake is as a whole inserted in the cement mixing method (5) along cement mixing method (5) central vertical; After 28 days, steel strand (1) are carried out stretch-draw, each 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, stablized 10-20 minute tensile load; All the other were stablized 5 minutes, write down the elongation of steel strand (1) each time respectively, in stabilization time each time, measured anchor head displacement three times; Treat to accomplish stretch-draw when steel strand (1) prestressing force is not obviously decayed, steel strand (1) are fixed on second of second reinforced concrete core stake (4) top through ground tackle connect on the steel plate (11);
Five; Connect steel plate (11) on second of second reinforced concrete core stake (4) top and go up welding base plate anchor bar (12) straight up; The structure reinforcing bars colligation of base plate anchor bar (12) and steel strand (1) that stretch out and sole plate (6) together, be integrally formed structure with sole plate (6) behind the concreting.
8. double action according to claim 7 is characterized in that from the piling method of stress combination uplift pile in the described step 1, steel strand (1) are the 1/6-1/5 of prefabricated reinforced concrete core stake length overall with the concrete binding partial-length.
9. double action according to claim 8 is characterized in that from the piling method of stress combination uplift pile said steel strand (1) with the concrete binding partial-length are >=1.5m.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103205967A (en) * | 2013-03-14 | 2013-07-17 | 张强 | Anti-floating anchor rod structure of raft board |
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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 (1)
| Title |
|---|
| 岳建伟等: "组合桩的竖向承载力特性研究", 《土木工程学报》, vol. 41, no. 05, 15 May 2008 (2008-05-15) * |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103205967A (en) * | 2013-03-14 | 2013-07-17 | 张强 | Anti-floating anchor rod structure of raft board |
| 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 |
| CN103711123A (en) * | 2013-12-17 | 2014-04-09 | 上海岩土工程勘察设计研究院有限公司 | Bamboo joint type mortar pile and construction method thereof |
| 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 |
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| CN104929117B (en) * | 2015-06-26 | 2016-10-26 | 建研地基基础工程有限责任公司 | Construction method of concrete pole body composite anchor rod |
| CN104929117A (en) * | 2015-06-26 | 2015-09-23 | 建研地基基础工程有限责任公司 | Concrete pole body composite anchor rod and construction method thereof |
| 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 |
| CN108179664A (en) * | 2017-12-01 | 2018-06-19 | 中铁二院工程集团有限责任公司 | A kind of reinforcing construction for preventing non-fragment orbit basement high |
| CN110847167A (en) * | 2019-11-27 | 2020-02-28 | 研建创科(北京)科技有限公司 | Combined enhanced uplift anchor rod device and construction method |
| CN113152535A (en) * | 2021-04-23 | 2021-07-23 | 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 |
| 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 |
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| CN114525781A (en) * | 2021-12-28 | 2022-05-24 | 浙江省建筑设计研究院 | Prestressed rod core bag grouting combined anti-floating component and construction method |
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