CN1191257A - Method for construction of concrete pile - Google Patents
Method for construction of concrete pile Download PDFInfo
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- CN1191257A CN1191257A CN98101041A CN98101041A CN1191257A CN 1191257 A CN1191257 A CN 1191257A CN 98101041 A CN98101041 A CN 98101041A CN 98101041 A CN98101041 A CN 98101041A CN 1191257 A CN1191257 A CN 1191257A
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- 239000004567 concrete Substances 0.000 title claims abstract description 94
- 238000010276 construction Methods 0.000 title claims abstract description 14
- 238000000034 method Methods 0.000 title claims description 65
- 238000013461 design Methods 0.000 claims abstract description 16
- 239000000203 mixture Substances 0.000 claims abstract description 6
- 239000002689 soil Substances 0.000 claims description 59
- 239000002699 waste material Substances 0.000 claims description 32
- 150000001875 compounds Chemical class 0.000 claims description 21
- 238000002347 injection Methods 0.000 claims description 21
- 239000007924 injection Substances 0.000 claims description 21
- 230000010412 perfusion Effects 0.000 claims description 19
- 239000004568 cement Substances 0.000 claims description 17
- 230000003028 elevating effect Effects 0.000 claims description 17
- 239000000945 filler Substances 0.000 claims description 16
- 230000003014 reinforcing effect Effects 0.000 claims description 15
- 239000004571 lime Substances 0.000 claims description 13
- 230000003116 impacting effect Effects 0.000 claims description 8
- 238000007596 consolidation process Methods 0.000 claims description 6
- 238000012545 processing Methods 0.000 claims description 6
- 238000012360 testing method Methods 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 3
- 238000004080 punching Methods 0.000 claims description 3
- 239000002893 slag Substances 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 230000015271 coagulation Effects 0.000 claims 1
- 238000005345 coagulation Methods 0.000 claims 1
- 230000035515 penetration Effects 0.000 abstract description 4
- 239000004570 mortar (masonry) Substances 0.000 abstract 1
- 239000011150 reinforced concrete Substances 0.000 abstract 1
- 238000010586 diagram Methods 0.000 description 7
- 230000000694 effects Effects 0.000 description 7
- 238000005516 engineering process Methods 0.000 description 5
- 238000012546 transfer Methods 0.000 description 5
- 230000008901 benefit Effects 0.000 description 4
- 230000008602 contraction Effects 0.000 description 4
- 230000015572 biosynthetic process Effects 0.000 description 3
- 238000005056 compaction Methods 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 1
- 238000009411 base construction Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000010009 beating Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000009738 saturating Methods 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
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Abstract
A construction method for concrete pile includes sinking pile casing to predetermined depth, filling building garbage while tamping it until resilience to hummer is generated, measuring the penetration depth of successive three tampings untile it is less than design value which can not damage earth body, filling the mixture of building garbage and mortar, tamping, filling concrete and tamping. After artificial spherical bearing stratum is formed, reinforced concrete pile body is formed.
Description
The present invention relates to the construction technology of the cast-in-place concrete pile that Foundation Design uses.
In construction foundation working, adopt various pileworks in a large number.A kind of stake is a compaction pile, and it is flexible, and its effect is that foundation soil body is carried out encryption, improves foundation strength.Another kind of stake is concrete pile or piling bar, and it is a rigidity, its effect be with the upper building Load Transfer in ground, promptly play supporting role.In on July 9th, 1997 application for a patent for invention prospectus disclosed, that publication number is CN1153847A a kind of concrete pipe base construction technology and equipment thereof have been described, this construction technology comes down to construction technology with the construction technology of compaction pile and concrete pile and combines and form, thereby form hard and soft composite pile, be characterized in when keeping cost low, obtaining higher capacity.But, the disclosed pile foundation construction process of above-mentioned CN1153847A document has following shortcoming, promptly major part at the bottom of the formed compaction pile is only beaten the injection amount and controlled by once empty, one of so very possible formation is false, less compacted duricrust orbicule, compacted degree to surrounding soil is very little, not fully compacting, it is stressed to that is to say that the foundation soil body that does not have the bigger zone of transfer participates in the stake end, false when this in addition, when the bottom of less compacted duricrust orbicule is softer soil layer, during the design load that if the bearing capacity of stake is and the position is excessive, then stake point can thorn saturating (passing) this is false, less compacted duricrust orbicule, and enter following than the weak soil layer, thereby can cause the differential settlement of superstructure thing.
The object of the present invention is to provide a kind of job practices of concrete pile, transfer surrounding soil and participate in stressedly, increase a stake end area, improve the bearing capacity of stake by the degree that this method can be maximum.
The objective of the invention is that job practices by the 1st kind of following concrete pile realizes, its step comprises:
A) in ground, form a stake hole in the precalculated position;
B) casing is sunk to desired depth along this hole, until desired depth, this desired depth is to determine like this, be that layer position is more stable promptly at this its soil layer of degree of depth place, soil nature is the soil body preferably, foundation surface can not produce protuberance when this soil layer is carried out the compacted compacting of filler in addition, and this degree of depth is more than or equal to 4m;
C) by this casing to stake hole bottom gradation insert building waste, make weight do elevating movement along this casing by vertical direction, the building waste of being inserted is carried out macro-energy to be rammed, this rams degree is to determine like this, when weight produces bounce-back, the injection amount that test weight continuous three hits under the situation of filler not, wherein previous injection amount greater than after once injection amount, or with after once injection amount maintain an equal level, and above-mentioned three total injection amounts are less than design load, this design load is according to surrounding soil is farthest tamped, but the mode that this surrounding soil is not damaged is determined again, receive the degree of depth that the hammer hour hammer goes out casing greater than 50cm, thereby forming the bottom of artificial bearing stratum in the casing bottom;
D) irritate to the gradation of stake hole bottom by this casing and fill out building waste and cement sand-lime, or the compound of harsh concrete, the amount of inserting always of this compound is at 0.3～1m
3Scope in, and the amount of inserting always less than above-mentioned building waste makes weight do elevating movement by vertical direction along this casing, to irritate building waste and the cement sand-lime of filling out, or the compound of harsh concrete carries out macro-energy and rams, thereby forms the intermediate layer of artificial bearing stratum in the casing bottom;
E) pass through this casing to bottom, stake stake hole gradation perfusion harsh concrete, the amount of inserting always of this harsh concrete is at 0.3～1m
3Scope in, and less than above-mentioned building waste and cement sand-lime, or in the amount of inserting always of rigid concrete compound, make weight do elevating movement along this casing by vertical direction, the harsh concrete that is poured into is carried out macro-energy to be rammed, receiving the degree of depth that the hammer hour hammer goes out casing greater than 5cm, thereby forming the upper strata of artificial bearing stratum and finally constitute spherical artificial bearing stratum;
F) be poured into rigid concrete one by one to irritating casing inside, after each perfusion, make weight do elevating movement by vertical direction along this casing, the harsh concrete that is poured into is rammed, promote casing simultaneously,, thereby above above-mentioned artificial bearing stratum, form the cucurbit section to design elevation;
G) in casing, be lowered to reinforcing cage;
H) concrete perfusion in casing;
I) propose casing, institute's concrete perfusion is vibrated, above above-mentioned cucurbit section, form concrete pile main body straightway
For said method, its advantage is: pile body is rational in infrastructure, bearing capacity of single pile increases substantially, expand the artificial bearing stratum of glomeration stake seat underground filler is rammed, also form the real of the peripheral soil body, big as far as possible dense layer, interlude rams out the sugarcoated haws shape with harsh concrete, obviously increased the contact area of the pile body and the soil body, friction factor and in conjunction with firmness, make soft foundation obtain ground extruding, solved weak soil well, banket, ground does not have the problem of superficial part bearing stratum, and the more common stake at the same level of bearing capacity of single pile enlarges 2～10 times, and the short more raising of pile body is big more; Play the control of three pile penetrations of hitting by continuous sky, rather than only by the once control of empty pile penetration of beating, big as far as possible artificial bearing stratum can formed, to surrounding soil compacted as wide as possible the time, to avoid forming thinner, less pseudohardness orbicule (is that inner small size filler is more closely knit, and the soil body of periphery is fully not closely knit), and then can prevent from bearing when being not excessive design load, a stake end can thrust (passing) this pseudohardness orbicule, and enters following than the weak soil layer; Job practices is simple, does an operation, does not need operations such as place precipitation, foundation ditch heavy excavation; Changing catheter perfusion is that perfusion is rammed in the casing lifting, pounds earlier in rigid concrete, and pour into a mould the back, has solved the sediment difficult problem of common filling pile, and pile quality is guaranteed easily; Construction volume reduces, and the duration shortens, the more common equal stake reduction of erection time 1/3～1/2; Compliance is good, this method be applicable to be not rich in boulder, general native soft foundation, collapsible loess foundation, be that weak loose ground is particularly suitable in base table layer or the certain depth over the ground; Environmental benefit is outstanding, and is not only pollution-free, also can dissolve a large amount of building wastes and other similar discarded object; Remarkable in economical benefits, construction costs is low, and more common equal stake cost reduces by 15%～30%.
Purpose of the present invention also can be by the job practices of the 2nd kind of following concrete pile, and its step comprises:
A) in ground, form a stake hole in the precalculated position;
B) casing is sunk to desired depth along this hole, until desired depth, this desired depth is to determine like this, be that layer position is more stable promptly at this its soil layer of degree of depth place, soil nature is the soil body preferably, foundation surface can not produce protuberance when this soil layer is carried out the compacted compacting of filler in addition, and this degree of depth is more than or equal to 4m;
C) by this casing to stake hole bottom gradation insert building waste, make weight do elevating movement along this casing by vertical direction, the building waste of being inserted is carried out macro-energy to be rammed, this rams degree is to determine like this, when weight produces bounce-back, the injection amount that test weight continuous three hits under the situation of filler not, wherein previous injection amount greater than after once injection amount, or with after once injection amount maintain an equal level, and above-mentioned three total injection amounts are less than design load, this design load is according to surrounding soil is farthest tamped, but the mode that this surrounding soil is not damaged is determined again, receive the degree of depth that the hammer hour hammer goes out casing greater than 50cm, thereby forming the bottom of artificial bearing stratum in the casing bottom;
D) irritate to the gradation of stake hole bottom by this casing and fill out building waste and cement sand-lime, or the compound of harsh concrete, the amount of inserting always of this compound is at 0.3～1m
3Scope in, and the amount of inserting always less than above-mentioned building waste makes weight do elevating movement by vertical direction along this casing, to irritate building waste and the cement sand-lime of filling out, or the compound of harsh concrete carries out macro-energy and rams, thereby forms the intermediate layer of artificial bearing stratum in the casing bottom;
E) the bottom gradation is poured into rigid concrete to stake stake hole by this casing, and the amount of inserting always of this harsh concrete is at 0.3～1m
3Scope in, and less than above-mentioned building waste and cement sand-lime, or the amount of inserting always of the compound of harsh concrete, make weight do elevating movement along this casing by vertical direction, the harsh concrete that is poured into is carried out macro-energy to be rammed, receiving the degree of depth that the hammer hour hammer goes out casing greater than 5cm, thereby forming the upper strata of artificial bearing stratum and finally constitute spherical artificial bearing stratum;
F) in casing, be lowered to reinforcing cage;
G) concrete perfusion in casing;
H) propose casing, institute's concrete perfusion is vibrated, above above-mentioned artificial bearing stratum, form concrete pile main body straightway.
The advantage of the 2nd kind of method of the invention described above and the 1st kind of method are similar, owing to the 2nd kind of method do not have to form the step that is positioned at artificial cucurbit section, so it is applicable to the zone that bearing capacity is slightly little.
The above-mentioned the 1st and 2 kind of method in, form so artificial bearing stratum, its diameter is more than or equal to 1.5 times stake footpath, but smaller or equal to 4 times stake footpath, the height of this artificial bearing stratum is more than or equal to 1.5 times stake footpath.In this manner, can transfer the soil body fully and participate in stressedly, obtain bigger bearing capacity.
The above-mentioned the 1st and 2 kind of method in, adjacent stake is to be that a stake footpath mode of 4～5 times is constructed according to pile spacing.In this manner, influencing each other in the time of can avoiding adjacent the construction can be guaranteed maximum compactness simultaneously again.
In above-mentioned the 1st kind of method, promote the scope of the height of casing at 0.5～1m at every turn.
The above-mentioned the 1st and 2 kind of method in, above-mentioned ramming is that weight by taper is realized.Adopt this mode, can improve the effect of ramming.
The above-mentioned the 1st and 2 kind of method in, before pile driving construction, the shallow-layer soil body in the ground of stake position is carried out consolidation process, the thickness of the shallow-layer soil body of this processing is corresponding with the height of the stake main body of being furnished with reinforcing bar.Adopt this mode, when the participation of a transfer stake end soil body is stressed, also can make pile body weak soil body on every side that pile body is produced effect of contraction.
The above-mentioned the 1st and 2 kind of method in, above-mentioned consolidation process is the mode of cement mix.
The above-mentioned the 1st and 2 kind of method in, insert casing in the stake hole after, the plane bottom hammer that the centre is with holes passes casing, makes this hammer do elevating movement along this casing, and top layer, the stake hole soil body is rammed, and carries out closely knit processing.Adopt this mode, but also the ground topsoil produces effect of contraction to stake.
In above-mentioned the 1st kind of method, many piles in a row are constructed in the following manner, this mode is: before the cucurbit section in forming the 1st pile, to the stake that is adjacent, promptly the 2nd pile is constructed, form its corresponding artificial bearing stratum by the hammering mode, be to form in the process of artificial bearing stratum of the 2nd pile, in the time of can impacting the quality of the 1st pile, to the stake adjacent with the 2nd pile, promptly the 3rd pile is constructed, form its corresponding artificial bearing stratum by the hammering mode, under the situation about when forming the artificial bearing stratum of the 3rd pile, the quality of the 1st pile not being impacted, artificial bearing stratum to the 1st pile is rammed by weight again, makes this artificial bearing stratum return to original dense state, forms the cucurbit section in the 1st pile afterwards, then pour into the 1st pile main body concrete, propose casing; Be to form in the process of artificial bearing stratum of the 2nd pile, in the time of can not impacting to the quality of the 1st pile, behind the artificial bearing stratum that forms the 2nd pile, form the cucurbit section in the 1st pile, then pour into the 1st pile main body concrete, propose casing, thereby form the 1st pile, successively above-mentioned every pile in a row is operated in the manner described above, finally formed many concrete piles in a row.Adopt this mode, can guarantee that the artificial bearing stratum of each pile and the soil body on every side reach required compactness, thereby guarantee the quality of stake.
The above-mentioned the 1st and 2 kind of method in, in step b), described desired depth is in the scope of 4～28m.Adopt this mode, can avoid foundation surface to produce the protuberance phenomenon, make the soil body of stake end top really produce effect of contraction to the artificial bearing stratum and the soil body around it, thereby when ramming mode and form artificial bearing stratum, make artificial bearing stratum closely knit, it is maximum closely knit that in larger scope the soil body is obtained, thereby the stake end is produced big as far as possible supporting role.
The above-mentioned the 1st and 2 kind of method in, at above-mentioned steps b) in, described casing is to sink to desired depth by hammering with the mode of pipe punching, promptly at first excavate locating hole, be lowered to casing then, in it, insert a certain amount of material, this casing of hammering sinks to desired depth until this casing.
The above-mentioned the 1st and 2 kind of method in, at above-mentioned steps b) in, described casing sinks to desired depth by mode of vibration.
The above-mentioned the 1st and 2 kind of method in, above-mentioned steps a) in, above-mentioned stake hole forms by long screw auger.
The above-mentioned the 1st and 2 kind of method in, above-mentioned steps a) in, above-mentioned stake hole is that the mode by holing with slurry wall protection forms.
The above-mentioned the 1st and 2 kind of method in, above-mentioned steps a) in, above-mentioned building waste refers to mashed watt of brickbat, various discarded aggregates, cobble, slag, or the compound of mentioned component.
The above-mentioned the 1st and 2 kind of method in, after the stake main body forms, form apron piece at the top of stake.
In above-mentioned the 2nd kind of method, many piles in a row are constructed in the following manner, this mode is: before the cucurbit section in forming the 1st pile, to the stake that is adjacent, promptly the 2nd pile is constructed, form its corresponding artificial bearing stratum by the hammering mode, be to form in the process of artificial bearing stratum of the 2nd pile, in the time of can impacting the quality of the 1st pile, to the stake adjacent with the 2nd pile, promptly the 3rd pile is constructed, and forms its corresponding artificial bearing stratum by the hammering mode, under the situation the about quality of the 1st pile not being impacted when forming the artificial bearing stratum of the 3rd pile, artificial bearing stratum to the 1st pile is rammed by weight again, make this artificial bearing stratum return to original dense state, pour into the 1st pile main body concrete afterwards, propose casing; Be to form in the process of artificial bearing stratum of the 2nd pile, in the time of can not impacting to the quality of the 1st pile, behind the artificial bearing stratum that forms the 2nd pile, pour into the 1st pile main body concrete, casing is proposed, thereby form the 1st pile, successively above-mentioned every pile in a row is operated in the manner described above, finally form many concrete piles in a row.Adopt this mode, can guarantee that the artificial bearing stratum of each pile and the soil body on every side reach required compactness, thereby guarantee the quality of stake.
Below in conjunction with accompanying drawing the present invention is specifically described.
Fig. 1 is a schematic diagram in the job practices of concrete pile of the present invention, form the step in stake hole in ground;
Fig. 2 is schematic diagram in the job practices of concrete pile of the present invention, sink to the step of casing in the stake hole;
Fig. 3 is a schematic diagram in the job practices of concrete pile of the present invention, insert and ram the step of building waste material bottom the stake hole;
Fig. 4 is a schematic diagram in the job practices of concrete pile of the present invention, irritate the step of the compound of filling out and ram cement sand-lime and building waste bottom the stake hole;
Fig. 5 in the job practices of concrete pile of the present invention, at stake hole bottom concrete and ram the schematic diagram of the step of harsh concrete;
Fig. 6 is a schematic diagram in the job practices of concrete pile of the present invention, form the step of cucurbit section above above-mentioned artificial bearing stratum;
Fig. 7 is a schematic diagram in the job practices of concrete pile of the present invention, form the step of concrete pile main body straightway above above-mentioned cucurbit section;
Fig. 8 is the net shape of the steel concrete concrete pile of the job practices formation of employing concrete pile of the present invention;
Fig. 9 is the 1st embodiment of the job practices of concrete pile of the present invention;
Figure 10 is the 2nd embodiment of the job practices of concrete pile of the present invention;
Figure 11 is the 3rd embodiment of the job practices of concrete pile of the present invention;
Figure 12 is the 4th embodiment of the job practices of concrete pile of the present invention.
As shown in Figure 1, at first form hole 1, stake position.
As shown in Figure 2, then sink to casing 2 to the design elevation place;
As shown in Figure 3, ram the bottom 6 that expands " artificial bearing stratum " then: after above-mentioned casing is sink to the design elevation place, promote elongated hammer 3, hit the filler of these casing 2 bottoms with macro-energy, and according to the weak degree of bottom, elongated hammering when determining to receive hammer goes out the degree of depth of casing, this degree of depth is generally controlled more than the 50cm, to guarantee that " artificial bearing stratum " has enough thickness and lateral dimension, promote elongated hammer 3, fill out an amount of building waste filler, drop hammer and ram, filler is hit outside the casing 2, repeatable operation, until the compacting degree that reaches regulation, this compacting degree is to hit pile penetration according to above-mentioned continuous three to control, begin to take shape the external form of " artificial bearing stratum ", promptly bottom 6;
As shown in Figure 4, ram the intermediate layer 4 of expanding " artificial bearing stratum ": add an amount of dry sand ash in building waste, this compound gradation is inserted, and rammed, carry out this operation repeatedly, its filler total amount is 0.3～1m
3
As shown in Figure 5, ram the upper strata 5 of expanding " artificial bearing stratum ": change and fill out the C20 harsh concrete, proceed to ram operation, its filler total amount is generally at 0.3～1m
3Scope in, require elongated hammer 3 must go out more than the casing 5cm when receiving hammer, to guarantee that fillers are all hit outside the casing in the casing 2;
As shown in Figure 6, form cucurbit section 8: when promoting casing 2, insert harsh concrete, it is rammed, form concrete cucurbit section 8 in above-mentioned " artificial bearing stratum " top;
Shown in Fig. 7 and 8, form stake main body 10: reinforcing cage 9 is placed in the casing 2, measured the absolute altitude on reinforcing cage top, and fix, the perfusion pile concrete, its slump is controlled in the scope of 120～150mm, so that effectively control concrete mix quality, after passing through full casing, casing 2 is proposed, carry out vibration compacting with the flexible axle of the 6m bar that vibrates along whole pile body, measure a stake top mark height, and floating stake top.
As shown in Figure 9, according to the 1st embodiment of the inventive method, can omit the step that forms relevant cucurbit section, and directly on artificial bearing stratum, insert reinforcing cage 9, concrete perfusion.
As shown in figure 10, according to the 2nd embodiment of the inventive method, can after forming artificial bearing stratum and cucurbit section 8, insert reinforcing cage 9, castinplace pile main body concrete.
As shown in figure 11, the 3rd embodiment according to the inventive method, can be before forming the stake hole, in advance the soil body around the pile body is reinforced, reinforced such as the mode that adopts the cement mix, thus the zone 11 of formation through reinforcing, form artificial bearing stratum and cucurbit section 8 afterwards, insert reinforcing cage 9 at last, concrete perfusion forms concrete pile body 10.The soil body that this embodiment is fit to around the pile body also is more weak soil layer, so that also can allow 11 pairs of pile bodies of this layer soil body produce effect of contraction simultaneously.
As shown in figure 12, according to the 4th embodiment of the inventive method, can before forming the stake hole, in advance the soil body around the pile body be reinforced, form reinforcing area 11, form the stake hole afterwards, insert casing, flat, the hammer that has interstitial hole is inserted on this casing, allow this hammer body that topsoil is rammed along the vertical direction, thereby the top layer soil body is reinforced, form and reinforce closely knit zone 12, form artificial bearing stratum afterwards, cucurbit section 8 is then inserted reinforcing cage, concrete perfusion, form concrete pile body 10, make cushion cap 13 afterwards, on cushion cap 13, form apron piece 14, above apron piece 14, form body of wall 15.
Claims (31)
1. the job practices of stake on the coagulation, its step comprises:
A) in ground, form a stake hole in the precalculated position;
B) casing is sunk to desired depth along this hole, until desired depth, this desired depth is to determine like this, be that layer position is more stable promptly at this its soil layer of degree of depth place, soil nature is the soil body preferably, foundation surface can not produce protuberance when this soil layer is carried out the compacted compacting of filler in addition, and this degree of depth is more than or equal to 4m;
C) by this casing to stake hole bottom gradation insert building waste, make weight do elevating movement along this casing by vertical direction, the building waste of being inserted is carried out macro-energy to be rammed, this rams degree is to determine like this, when weight produces bounce-back, the injection amount that test weight continuous three hits under the situation of filler not, wherein previous injection amount greater than after once injection amount, or with after once injection amount maintain an equal level, and above-mentioned three total injection amounts are less than design load, this design load is according to surrounding soil is farthest tamped, but the mode that this surrounding soil is not damaged is determined again, receive the degree of depth that the hammer hour hammer goes out casing greater than 50cm, thereby forming the bottom of artificial bearing stratum in the casing bottom;
D) irritate to the gradation of stake hole bottom by this casing and fill out building waste and cement sand-lime, or the compound of harsh concrete, the amount of inserting always of this compound is at 0.3～1m
3Scope in, and the amount of inserting always less than above-mentioned building waste makes weight do elevating movement by vertical direction along this casing, to irritate building waste and the cement sand-lime of filling out, or the compound of harsh concrete carries out macro-energy and rams, thereby forms the intermediate layer of artificial bearing stratum in the casing bottom;
E) pass through this casing to bottom, stake stake hole gradation perfusion harsh concrete, the amount of inserting always of this harsh concrete is at 0.3～1m
3Scope in, and less than above-mentioned building waste and cement sand-lime, or the amount of inserting always of the compound of harsh concrete, make weight do elevating movement along this casing by vertical direction, the harsh concrete that is poured into is carried out macro-energy to be rammed, receiving the degree of depth that the hammer hour hammer goes out casing greater than 5cm, thereby forming the upper strata of artificial bearing stratum and finally constitute spherical artificial bearing stratum;
F) pour into harsh concrete one by one to irritating casing inside, after each perfusion, make weight do elevating movement by vertical direction along this casing, to ramming of being poured in rigid concrete, promote casing simultaneously,, thereby above above-mentioned artificial bearing stratum, form the cucurbit section to design elevation;
G) in casing, be lowered to reinforcing cage;
H) concrete perfusion in casing;
I) propose casing, institute's concrete perfusion is vibrated, above above-mentioned cucurbit section, form concrete pile main body straightway
2. method according to claim 1 is characterized in that forming so artificial bearing stratum, and its diameter is more than or equal to 1.5 times stake footpath, but smaller or equal to 4 times stake footpath, and the height of this artificial bearing stratum is more than or equal to 1.5 times stake footpath.
3. method according to claim 1 is characterized in that adjacent stake is is that a stake footpath mode of 4～5 times is constructed according to pile spacing.
4. method according to claim 1 is characterized in that at above-mentioned steps f) in, the scope of the height of casing promoted at 0.5～1m at every turn.
5. method according to claim 1 is characterized in that above-mentioned ramming is that weight by taper is realized.
6. method according to claim 1 is characterized in that before pile driving construction, and the shallow-layer soil body in the ground of stake position is carried out consolidation process, and the thickness of the shallow-layer soil body of this processing is corresponding with the height of the stake main body of being furnished with reinforcing bar.
7. method according to claim 6 is characterized in that above-mentioned consolidation process is the mode of cement mix.
8. method according to claim 6 is characterized in that the plane bottom hammer that the centre is with holes passes casing, makes this hammer do elevating movement along this casing, and top layer, the stake hole soil body is rammed, and carries out closely knit processing insert casing in the stake hole after.
9. method according to claim 1, it is characterized in that many piles in a row construct in the following manner, this mode is: before the cucurbit section in forming the 1st pile, to the stake that is adjacent, promptly the 2nd pile is constructed, form its corresponding artificial bearing stratum by the hammering mode, be to form in the process of artificial bearing stratum of the 2nd pile, in the time of can impacting the quality of the 1st pile, to the stake adjacent with the 2nd pile, promptly the 3rd pile is constructed, form its corresponding artificial bearing stratum by the hammering mode, under the situation about when forming the artificial bearing stratum of the 3rd pile, the quality of the 1st pile not being impacted, artificial bearing stratum to the 1st pile is rammed by weight again, makes this artificial bearing stratum return to original dense state, forms the cucurbit section in the 1st pile afterwards, then pour into the 1st pile main body concrete, propose casing; Be to form in the process of artificial bearing stratum of the 2nd pile, in the time of can not impacting to the quality of the 1st pile, behind the artificial bearing stratum that forms the 2nd pile, form the cucurbit section in the 1st pile, then pour into the 1st pile main body concrete, propose casing, thereby form the 1st pile, successively above-mentioned every pile in a row is operated in the manner described above, finally formed many concrete piles in a row.
10. method according to claim 1 is characterized in that in step b) described desired depth is in the scope of 4～28m.
11. method according to claim 1, it is characterized in that at above-mentioned steps b) in, described casing is to sink to desired depth by hammering with the mode of managing punching, promptly at first excavate locating hole, be lowered to casing then, insert a certain amount of material in it, this casing of hammering sinks to desired depth until this casing.
12. method according to claim 1 is characterized in that at above-mentioned steps b) in, described casing sinks to desired depth by mode of vibration.
13. method according to claim 1, it is characterized in that above-mentioned steps a) in, above-mentioned stake hole forms by long screw auger.
14. method according to claim 1, it is characterized in that above-mentioned steps a) in, above-mentioned stake hole is that the mode by holing with slurry wall protection forms.
15. method according to claim 1, it is characterized in that above-mentioned steps a) in, above-mentioned building waste refers to mashed watt of brickbat, various discarded aggregates, cobble, slag, or the compound of mentioned component.
16. method according to claim 1 is characterized in that carrying out above-mentioned steps i) afterwards, form apron piece at the top of stake.
17. the job practices of a concrete pile, its step comprises:
A) in ground, form a stake hole in the precalculated position;
B) casing is sunk to desired depth along this hole, until desired depth, this desired depth is to determine like this, be that layer position is more stable promptly at this its soil layer of degree of depth place, soil nature is the soil body preferably, foundation surface can not produce protuberance when this soil layer is carried out the compacted compacting of filler in addition, and this degree of depth is more than or equal to 4m;
C) by this casing to stake hole bottom gradation insert building waste, make weight do elevating movement along this casing by vertical direction, the building waste of being inserted is carried out macro-energy to be rammed, this rams degree is to determine like this, when weight produces bounce-back, the injection amount that test weight continuous three hits under the situation of filler not, wherein previous injection amount greater than after once injection amount, or with after once injection amount maintain an equal level, and above-mentioned three total injection amounts are less than design load, this design load is according to surrounding soil is farthest tamped, but the mode that this surrounding soil is not damaged is determined again, receive the degree of depth that the hammer hour hammer goes out casing greater than 50cm, thereby forming the bottom of artificial bearing stratum in the casing bottom;
D) irritate to the gradation of stake hole bottom by this casing and fill out building waste and cement sand-lime, or the compound of harsh concrete, the amount of inserting always of this compound is at 0.3～1m
3Scope in, and the amount of inserting always less than above-mentioned building waste makes weight do elevating movement by vertical direction along this casing, to irritate building waste and the cement sand-lime of filling out, or the compound of harsh concrete carries out macro-energy and rams, thereby forms the intermediate layer of artificial bearing stratum in the casing bottom;
E) pass through this casing to bottom, stake stake hole gradation perfusion harsh concrete, the amount of inserting always of this harsh concrete is at 0.3～1m
3Scope in, and less than above-mentioned building waste and cement sand-lime, or the amount of inserting always of the compound of harsh concrete, make weight do elevating movement along this casing by vertical direction, the harsh concrete that is poured into is carried out macro-energy to be rammed, receiving the degree of depth that the hammer hour hammer goes out casing greater than 5cm, thereby forming the upper strata of artificial bearing stratum and finally constitute spherical artificial bearing stratum;
F) in casing, be lowered to reinforcing cage;
G) concrete perfusion in casing;
H) propose casing, institute's concrete perfusion is vibrated, above above-mentioned artificial bearing stratum, form concrete pile main body straightway.
18. method according to claim 1 is characterized in that forming so artificial bearing stratum, its diameter is more than or equal to 1.5 times stake footpath, but smaller or equal to 4 times stake footpath, and the height of this artificial bearing stratum is more than or equal to 1.5 times stake footpath.
19. method according to claim 1 is characterized in that adjacent stake is is that a stake footpath mode of 4～5 times is constructed according to pile spacing.
20. method according to claim 1 is characterized in that above-mentioned ramming is that weight by taper is realized.
21. method according to claim 1 is characterized in that before pile driving construction, and the shallow-layer soil body in the ground of stake position is carried out consolidation process, the thickness of the shallow-layer soil body of this processing is corresponding with the height of the stake main body of being furnished with reinforcing bar.
22. method according to claim 21 is characterized in that above-mentioned consolidation process is the mode of cement mix.
23. method according to claim 21 is characterized in that the plane bottom hammer that the centre is with holes passes casing, makes this hammer do elevating movement along this casing, and top layer, the stake hole soil body is rammed, and carries out closely knit processing insert casing in the stake hole after.
24. method according to claim 1, it is characterized in that many piles in a row construct in the following manner, this mode is: before the cucurbit section in forming the 1st pile, to the stake that is adjacent, promptly the 2nd pile is constructed, form its corresponding artificial bearing stratum by the hammering mode, be to form in the process of artificial bearing stratum of the 2nd pile, in the time of can impacting the quality of the 1st pile, to the stake adjacent with the 2nd pile, promptly the 3rd pile is constructed, and forms its corresponding artificial bearing stratum by the hammering mode, under the situation the about quality of the 1st pile not being impacted when forming the artificial bearing stratum of the 3rd pile, artificial bearing stratum to the 1st pile is rammed by weight again, make this artificial bearing stratum return to original dense state, pour into the 1st pile main body concrete afterwards, propose casing; Be to form in the process of artificial bearing stratum of the 2nd pile, in the time of can not impacting to the quality of the 1st pile, behind the artificial bearing stratum that forms the 2nd pile, pour into the 1st pile main body concrete, casing is proposed, thereby form the 1st pile, successively above-mentioned every pile in a row is operated in the manner described above, finally form many concrete piles in a row.
25. method according to claim 1 is characterized in that in step b) described desired depth is in the scope of 4～28m.
26. method according to claim 1, it is characterized in that at above-mentioned steps b) in, described casing is to sink to desired depth by hammering with the mode of managing punching, promptly at first excavate locating hole, be lowered to casing then, insert a certain amount of material in it, this casing of hammering sinks to desired depth until this casing.
27. method according to claim 1 is characterized in that at above-mentioned steps b) in, described casing sinks to desired depth by mode of vibration.
28. method according to claim 1, it is characterized in that above-mentioned steps a) in, above-mentioned stake hole forms by long screw auger.
29. method according to claim 1, it is characterized in that above-mentioned steps a) in, above-mentioned stake hole is that the mode by holing with slurry wall protection forms.
30. method according to claim 1, it is characterized in that above-mentioned steps a) in, above-mentioned building waste refers to mashed watt of brickbat, various discarded aggregates, cobble, slag, or the compound of mentioned component.
31. method according to claim 1 is characterized in that carrying out above-mentioned steps h) afterwards, form apron piece at the top of stake.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 98101041 CN1052284C (en) | 1998-03-20 | 1998-03-20 | Method for construction of concrete pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 98101041 CN1052284C (en) | 1998-03-20 | 1998-03-20 | Method for construction of concrete pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1191257A true CN1191257A (en) | 1998-08-26 |
| CN1052284C CN1052284C (en) | 2000-05-10 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 98101041 Expired - Lifetime CN1052284C (en) | 1998-03-20 | 1998-03-20 | Method for construction of concrete pile |
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| CN (1) | CN1052284C (en) |
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| CN100360745C (en) * | 2004-12-28 | 2008-01-09 | 王继忠 | Construction method for concrete pile |
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| CN100381645C (en) * | 2003-11-21 | 2008-04-16 | 王继忠 | Constructure method of concrete pile |
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| CN102733379B (en) * | 2012-05-10 | 2013-12-04 | 王继忠 | Construction method for concrete piles |
| CN103147436A (en) * | 2013-03-30 | 2013-06-12 | 马春根 | Noise-free construction method of in-pipe ramming and diffusion pressure-filling head expansion pile |
| CN103266599A (en) * | 2013-05-13 | 2013-08-28 | 汇通路桥建设集团有限公司 | Construction method of rotating drilling dry-drilled piles of sand soil interlayer foundation |
| CN103541352B (en) * | 2013-08-02 | 2015-08-26 | 中冶集团武汉勘察研究院有限公司 | A kind of at ground, sandy soil stratum major diameter Vertical spots underground continuous construction method |
| CN103541352A (en) * | 2013-08-02 | 2014-01-29 | 中冶集团武汉勘察研究院有限公司 | Underground and overground continuous construction method for major-diameter high flat bed pile in sandy soil stratum |
| CN104131552A (en) * | 2014-07-03 | 2014-11-05 | 王继忠 | Construction method of concrete piles |
| CN104314078A (en) * | 2014-11-05 | 2015-01-28 | 王继忠 | Concrete pile construction equipment and construction method thereof |
| CN104404958A (en) * | 2014-11-20 | 2015-03-11 | 上海智岛建筑科技有限公司 | Construction method for precast hollow pedestal piles |
| CN104762956A (en) * | 2015-03-20 | 2015-07-08 | 山东科技大学 | Method for forming novel pile based on construction waste recycled aggregate |
| CN104762956B (en) * | 2015-03-20 | 2017-01-25 | 山东科技大学 | Method for forming pile based on construction waste recycled aggregate |
| CN106498939A (en) * | 2015-09-06 | 2017-03-15 | 北京四维星科技有限责任公司 | A kind of vibro-rammer bottom is swollen footpath dry concrete cast-in-place pile construction method |
| CN105288468A (en) * | 2015-10-23 | 2016-02-03 | 彭树林 | Medicine for treating aseptic avascular necrosis of femoral head and preparation technology |
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