CN202787295U - Dispersive pile-permeable concrete pile novel dual compound foundation - Google Patents
Dispersive pile-permeable concrete pile novel dual compound foundation Download PDFInfo
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- CN202787295U CN202787295U CN 201220481227 CN201220481227U CN202787295U CN 202787295 U CN202787295 U CN 202787295U CN 201220481227 CN201220481227 CN 201220481227 CN 201220481227 U CN201220481227 U CN 201220481227U CN 202787295 U CN202787295 U CN 202787295U
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Abstract
The utility model discloses a dispersive pile-permeable concrete pile novel dual compound foundation. The dispersive pile-permeable concrete pile novel dual compound foundation comprises dispersive piles and permeable concrete piles, wherein the dispersive piles and the permeable concrete piles are arranged in alternate rows, and a broken stone hardcore is laid on the surface of the foundation at the upper part of the dispersive piles and the permeable concrete piles. The compound foundation is of a dual foundation processing form which integrates high load-carrying property and high water drainage property into a whole, and can not only reduce the sedimentation of the foundation after construction, but also effectively improve the liquefaction resistance of the foundation. In addition, excess pore water pressure can be produced in the foundation during the construction of the dispersive piles so as to cause surface lift (a cohesive soil layer) and the sedimentation of pile bodies (a sandy soil layer); and by arranging the permeable concrete piles, the occurrence of engineering hazard can be prevented by dissipating the excess pore water pressure during the construction period.
Description
Technical field
The utility model proposes a kind of granular pile-permeable concrete stake NEW TYPE OF COMPOSITE ground, belong to field of civil engineering.
Background technology
Recent two decades comes, and foundation treatment technology is greatly developed, and wherein composite foundation technology is most widely used.Composite foundation refers to that natural ground part soil body in the ground processing procedure is enhanced or is replaced.Vertical enhancing body in the composite foundation generally can be divided into discrete material pile (such as sand pile and broken stone pile), flexible pile (such as cement mixing method) and rigid pile (such as the CFG stake).The granular piles such as broken stone pile are permeable, can accelerate consolidation of foundation speed, also can reduce the liquefaction potential of sand or silt foundation, and cost are low.But there is following subject matter in simple granular pile composite foundation:
(1) because the Rigidity and strength of discrete material pile is low, and with the confined pressure of stake week soil much relations arranging, the shallow-layer pile body easily expands destruction under the subsidiary stress effect, when being applied to the ground such as bury and organic soil and peat soil, bearing capacity of foundation soil improves little, and settlement after construction is large.
(2) because the Rigidity and strength of discrete material pile is low, so stake is long less, be not suitable for the antidetonation of deep liquefied foundation.
Summary of the invention
The purpose of this utility model is for overcoming above-mentioned the deficiencies in the prior art, a kind of granular pile-permeable concrete stake combined long long-short pile composite foundation and processing method being provided.
For achieving the above object, the utility model adopts following technical proposals:
A kind of granular pile-permeable concrete stake Novel Dual composite foundation comprises granular pile and permeable concrete stake, and described granular pile and permeable concrete stake are put every arranging, and the foundation surface on granular pile and permeable concrete stake top is equipped with hardcore bed.
The arrangement mode of putting every arranging can be: each row's cover off of described granular pile and permeable concrete stake, whole quadrate is arranged.
This arrangement mode also can be: each permeable concrete stake is arranged on the center line of two adjacent granular pile lines of adjacent row, and each permeable concrete stake and described two adjacent granular piles form triangular arrangement.
Described hardcore bed thickness is 30-50cm.
Described granular pile and permeable concrete stake stake directly are 300-800mm; To silt and sand foundation, the pilespacing of adjacent two stakes is not more than 4-5 times of permeable concrete stake stake footpath; Cohesive soil ground is not more than permeable concrete stake stake 2.5-3.5 directly doubly.If there are shallow dark two bearing stratums that meet engine request in the ground, then granular pile can be got on the shallow bearing stratum, the permeable concrete stake can be got on the dark bearing stratum, and stake must get to that the described granular pile stake of the following 1.0-1.5m of bearing stratum is long to be 6-13m, and the permeable concrete stake is long to be 8-30m.
The processing method of above-mentioned granular pile-permeable concrete stake Novel Dual composite foundation, step is as follows:
1) granular pile of constructing first;
2) the permeable concrete stake of constructing again: permeable concrete compressive strength is not less than 20MPa, and transmission coefficient is not less than 2mm/s; The permeable concrete that will meet above-mentioned intensity and transmission coefficient requirement pours into pile, long auger pump pressure in pipe compound perfusion pile or the construction of vibration sinking tube perfusion piling method with long auger; Two kinds of pile driving constructions are no less than 7 days blanking time;
3) lay hardcore bed at foundation surface, thickness is 30-50cm.
Described permeable concrete compressive strength 20-25MPa, transmission coefficient 2-5mm/s.
Described permeable concrete stake and granular pile construction blanking time is 7-15 days.
If there are shallow dark two bearing stratums that meet engine request in the ground, then granular pile can be got on the shallow bearing stratum, and the permeable concrete stake can be got on the dark bearing stratum, and stake must be got to the following 1.0-1.5m of bearing stratum.
Particularly, the step of the processing method of above-mentioned granular pile-permeable concrete stake Novel Dual composite foundation is as follows:
(1) granular pile of constructing first.Material of body of a pile can be used the hard materials such as rubble, cobble, dust, circle gravel, gravelly sand, coarse sand, medium sand or aggregate chips, and mud content must not be greater than 5%, and maximum particle diameter should not be greater than 50mm.The sand-gravel pile construction can be adopted the "forming columns such as vibration sinking tube, hammer hidden pipe or impact holing.When being used for eliminating powder fine sand and Liquefaction of Light Loam, should use the vibration sinking tube "forming column.Should carry out pile-formation process and the compacted test of pile before the construction.When pile quality can not meet design requirement, should behind adjusted design and construction relevant parameters, re-start test or change design.The construction of vibration sinking tube "forming column should be according to immersed tube and compacted situation, the operating current of control back-up sand stone amount, hoisting depth and speed, extrusion passes and time, motor etc.The pile top structure that should select smoothly discharging in the construction and effectively push sand material in the stake hole.When adopting the flap valve shoe, should select the pointed cone type to sand and silt foundation; Should select platybasic type to cohesive soil ground; Disposable pile top can adopt concrete taper pile top.The construction of hammer hidden pipe "forming column can be adopted single pipe method or double-tube method.Hammering method is compacted should be according to the energy of hammering, the back-up sand stone amount of control segmentation with become pile length.The sequence of construction of sand-gravel pile should be carried out in the middle of peripheral or two side direction sand foundation, to cohesive soil ground should be from the centre to the periphery or every applying the worker; When the contiguous construction of existing building, should deviate from the building direction and carry out.Stake position horizontal departure should be greater than 0.3 times of sleeve pipe external diameter during construction; The sleeve pipe perpendicularity deviation should be greater than 1%.
(2) the permeable concrete stake of constructing again: permeable concrete compressive strength 20-25MPa, transmission coefficient 2-5mm/s; 300-800mm should be got in permeable concrete stake stake footpath; Definite need of pilespacing satisfy foundation settlement and requirement for bearing capacity, and to silt and sand foundation, the pilespacing of granular pile-permeable concrete pile composite foundation should not be greater than 4-5 times of permeable concrete stake footpath; Should not be greater than 2.5-3.5 times of stake footpath to cohesive soil ground; Permeable concrete stake and granular pile construction blanking time is 7-15 days.The permeable concrete pile construction, should select following construction technology according to field condition:
1. long auger pours into pile, be applicable to the above cohesive soil of groundwater table, silt, plain fill, medium closely knit above sand, its technological process is: preparation of construction → location unwrapping wire → rig pore-forming → preparation stake material → press and fill with pile → transfer rig → pile body maintenance → integrity → laying bed course.
2. long auger pump pressure in pipe compound pours into pile, be applicable to cohesive soil, silt, sand and to noise or the strict place of mud contamination, its technological process is: preparation of construction → stake position unwrapping wire → rig is in place → adjust a stake machine verticality → determine drilling depth sign → moistening pump line → boring → pore-forming to design elevation → pumping CFG stake compound to design elevation → cleaning inter-pile soil → cutter pile crown → integrity → laying bed course.
3. vibration sinking tube perfusion pile is applicable to silt, cohesive soil and soil foundation, and its technological process is: preparation of construction → location unwrapping wire → pile-forming machine perching → immersed tube pore-forming → pressure is filled with, tube drawing → pile → pile body maintenance → integrity → laying bed course.
Long auger pump pressure in pipe compound perfusion bore forming and vibration sinking tube perfusion bore forming still should meet the following requirements except should carrying out national existing pertinent regulations:
1. should carry out Mix Ratio Test by test room by designing requirement before the construction, prepare permeable concrete by match ratio during construction.The slump of long auger pump pressure in pipe compound bore forming is preferably 160～200mm, and the slump of vibration sinking tube perfusion bore forming is preferably 30～50mm, and stake top laitance thickness should not surpass 200mm behind the vibration sinking tube perfusion pile.
2. long auger pump pressure in pipe compound bore forming should accurately be grasped and promote the drilling rod time behind drilling to completion, and the permeable concrete pump output should match with pipe-pulling speed, runs into saturated sand or saturated powder soil horizon, must not termination of pumping wait upon material; Immersed tube bored bore forming pipe-pulling speed should be by at the uniform velocity control, and pipe-pulling speed should be controlled at about 1.2～1.5m/min, and such as mud or mucky soil, pipe-pulling speed should suitably slow down.
3. to the vibration sinking tube casting method for forming column, when setting by row, the direction of propulsion of piling should change by row, in order to avoid the soil body pushes towards a direction, and for same campshed, should adopt in case of necessity the interval to jump the mode of beating and carry out.To make mid portion soil body extruding more closely knit from the edge to central play, and not only make stake be difficult to squeeze into, and when beating central pile, each is extruded and floats outside also might making, so generally to be advisable from mediad edge play and segmentation play.Avoid the soil body closely knit because of extruding as far as possible, make immersed tube difficulty and biased the moving of stake, or produce horizontal force and pulling force, make the pile body of having accomplished fluently cause fracture.It is harder to meet surface soil layer on occasion, and the below is soft layer, behind the forming pile, also do not reach initial setting strength, when adjacent pile driving construction, vibration-sunk sleeve pipe in the different two-layer soil of soft or hard, because vibration is different for the velocity of wave of two-layer soil, has produced shear stress, the stake of first construction is cut off.Meet this situation, should adopt and jump play increasing pile construction spacing.And for multi-column pier foundation, or the centre distance of stake also should adopt the jumping play during less than 3.5 times of stakes footpath, the stake that the centre is vacated should treat concrete reach the design strength grade 50% after, can injection, to alleviate the extruding force to adjacent stake, prevent that fracture accident from occuring.
4. construction stake top mark height should exceed a design stake top mark height and is no less than 0.5m.
5. in the formation of pile, the permeable concrete test block is done in sampling, and every machinery should be done one group of (3) test block (length of side is the cube of 150mm) in one day, and its cubic compressive strength is measured in standard curing.
6. permeable concrete hand-hole temperature must not be lower than 5 ℃, should take Insulation to pile crown and inter-pile soil during winter construction.
7. clear soil and when cutting stake must not cause the following pile body breaking of top mark height and a disturbance inter-pile soil.
8. permeable concrete construction perpendicularity deviation should be greater than 1%.
9. permeable concrete pile foundation check should be when pile strength satisfies the trial load condition, and should finish carry out behind the 28d in construction.Experiment quantity is preferably 0.5%～1% of total amount of pile, and the experiment quantity of each monomer engineering should not be less than 3 points.Should extract the stake that is no less than total amount of pile 10% and hang down the stress drive test, detect pile body integrity.
2) and then construction low-intensity rigid pile: 350-600mm should be got in low-intensity rigid pile stake footpath; Pilespacing should be got 2.5-5 times of permeable concrete stake stake footpath, need satisfy foundation settlement and requirement for bearing capacity; The long 8-30m that generally gets of stake, when having bearing stratum, stake need be got to the following 1.0-1.5m of bearing stratum; Low-intensity rigid pile and permeable concrete pile construction blanking time are 7-15 days; The job practices of low-intensity rigid pile is identical with the permeable concrete stake with points for attention.
3) lay hardcore bed at foundation surface, thickness is 30-50cm.Setting cushion should adopt the Static compaction method, and the water content of inter-pile soil hour also can adopt dynamic consolidation under foundation bed, and ramming degree of filling out (the mattress layer thickness after the compacting and the ratio of virtual resurfacing thickness) must not be greater than 0.9.
Permeable concrete in the utility model is to be made through Special moulding process in specific proportions by the gathering materials of specific grating, cement, reinforcing material, Admixture and water etc., the concrete of the cellular structure that contains a large amount of connectivity holes (usually between 5%～30% and mostly be the macropore that diameter surpasses 1mm) between skeleton gathers materials, guaranteeing that its compressive strength is generally at 3.5MPa～28MPa in certain water permeability situation, flexural strength is generally at 1MPa～3.8MPa.The transmission coefficient of pervious concrete is generally between 2.0mm/s～5.4mm/s, have in addition reach 1.2cm/s.The proportioning characteristics of pervious concrete are to adopt simple grain level coarse aggregate as skeleton, cement paste or the mortar thin layer that adds a small amount of fines are wrapped in the surface of coarse aggregate particle, as the glued layer between the particles of aggregates, form the porous concrete material of skeleton-gap structure.Experimental study shows that the intensity of permeable concrete and water permeability are the conflict bodies, and this disappears, and that is long, as shown in Figure 1.In engineering design, should according to specific requirement, determine the combination of best intensity and permeability.
The permeable concrete stake refers to pours into the stake that the conventional methods such as piling method, long auger pump pressure in pipe compound piling method or vibration sinking tube perfusion piling method make with permeable concrete through long auger, piling method is prior art, repeats no more.
Granular pile-permeable concrete stake combined long long-short pile composite foundation (embodiment 1 preparation) as shown in Figure 2.Under the overlying burden effect, the Main Function of permeable concrete stake is that load is transmitted to the ground depths by pile body, reduces to compress the distortion of soil layer; In Fig. 2 in the I district depth bounds, the permeable concrete stake is played " fender pile " effect to granular pile, improve the supporting capacity of granular pile itself, the synergy of simultaneously permeable concrete stake and granular pile (embodiment 1 preparation) will produce significantly " to seize on both sides by the arms " to inter-pile soil and reach " blocking " effect, suppress ground protuberance on every side, improve bearing capacity of foundation soil.
Not only water permeability is strong in permeable concrete stake in granular pile-permeable concrete pile composite foundation, and intensity is high, has had the advantage of granular pile and rigid pile concurrently, has both improved bearing capacity of foundation soil, has accelerated again ground consolidation speed, has reduced settlement after construction.Figure 3 shows that on the different composite ground over time curve of post-construction settlement of subgrade.As seen, compare with simple replacement stone pile composite foundation, post-construction settlement of subgrade corresponding to granular pile-permeable concrete pile composite foundation (embodiment 1 preparation) obviously reduces.In addition, because permeable concrete stake material of body of a pile intensity much larger than granular pile material of body of a pile intensity, so compare with simple granular pile composite foundation, can suitably reduce the replacement ratio of pile body when granular pile-permeable concrete pile composite foundation designs.
The granular piles such as broken stone pile are usually used in antidetonation, and the control ground liquefies.But because broken stone pile intensity is low, stake is long generally little, so helpless to the liquefaction of deep layer liquefied foundation, its shock resistance is affected.Figure 4 shows that the horizontal acceleration time-history curves of broken stone pile under the shock effect of somewhere-permeable concrete pile composite foundation (embodiment 1 preparation) and the simple replacement stone pile composite foundation surface soil body.Acceleration amplification factor corresponding to broken stone pile is 3.05, and the acceleration peak value amplification coefficient of broken stone pile-permeable concrete stake correspondence only is 1.80.As seen broken stone pile-permeable concrete stake has stronger cushioning effect than broken stone pile.In addition, when the earthquake harmonic frequency of input was 5Hz, the predominant period of broken stone pile-permeable concrete pile composite foundation was 0.12s, and the predominant period of replacement stone pile composite foundation is about 0.21s.This explanation permeable concrete stake has improved the integral rigidity of composite foundation between earthquake period, has significantly reduced the predominant period in place.To reinforced concrete buildings, its natural vibration period, the empirical relation of T and number of plies n was as follows:
T＝(0.05~0.1)n （1）
In addition, express highway roadbed to two-way Four-Lane Road, its natural vibration period, the relation of T and roadbed height h met following relational expression:
T＝0.038h （2）
By above two formulas as seen, be directly proportional with the building number of plies and roadbed height natural vibration period.To the building of n＞2, its natural vibration period is generally greater than 0.2s; When the roadbed height was 5m, its natural vibration period also will be near 0.2s.According to Theory of Vibration, to high-rise building and elevated formation level, the predominant period of ground is less, and more away from their natural vibration period, their destruction in earthquake is less.Known by above analysis, because the predominant period of broken stone pile-permeable concrete pile composite foundation is significantly less than the predominant period of replacement stone pile composite foundation, and away from the natural vibration period of high-rise building and elevated formation level, so from avoiding the angle that resonates, broken stone pile-permeable concrete pile composite foundation also has significant antihunt action.
Simultaneously, compare with the permeable concrete stake, because the broken stone pile Rigidity and strength is low, so the distortion of replacement stone pile composite foundation is large under the geological process, cause producing larger excess pore water pressure between earthquake period in the ground, so that the easier liquefaction of ground.Figure 5 shows that over time curve of the interior super hole of dissimilar grounds pressure ratio.As seen, broken stone pile and broken stone pile-permeable concrete stake all can have obvious dissipation role to excess pore water pressure between earthquake period, but because rigidity is large, the distortion of the soil body is little for broken stone pile-permeable concrete stake (embodiment 1 preparation), and excess pore water pressure is in lower level always.This explanation is compared with simple broken stone pile, and broken stone pile-permeable concrete stake not only has cushioning effect, and the effect of significant decompression, inhibition foundation liquefaction is arranged.
Granular pile-permeable concrete pile composite foundation is a kind of binary ground processing form that integrates high-bearing performance and high drainage performance, compare with the granular pile composite foundation, can not only improve bearing capacity of foundation soil, reduce the ground settlement after construction, and the anti-liquefying power of energy Effective Raise deeper foundation.
The granular pile that the utility model proposes-permeable concrete pile composite foundation, permeable concrete stake not only Rigidity and strength are high, have the advantage of rigid pile, and water permeability are strong, has abandoned the shortcoming of granular pile, has kept the advantage of granular pile.Granular pile-permeable concrete pile composite foundation is a kind of binary ground processing form that integrates high-bearing performance and high drainage performance, can not only reduce the ground settlement after construction, and the anti-liquefying power of energy Effective Raise ground.Simultaneously, because the utility model has only replaced part pile body in traditional granular pile composite foundation with the permeable concrete stake, so under the prerequisite that improves the composite foundation load-carrying properties, kept the low advantage of replacement stone pile composite foundation cost.
Description of drawings
The relation curve of Fig. 1 permeable concrete compressive strength and transmission coefficient;
Fig. 2 granular pile-permeable concrete stake combined long long-short pile composite foundation schematic diagram
Fig. 3 different composite ground settlement after construction is curve over time;
The different grounds of Fig. 4 center soil table horizontal acceleration time-history curves;
The super hole of 2m depth, Fig. 5 different composite ground center pressure ratio time-history curves;
Fig. 6 (a) is the square figure that lays out pile;
Fig. 6 (b) is the triangle figure that lays out pile.
Wherein the solid circles among Fig. 6 (a), Fig. 6 (b) represents the permeable concrete stake, and empty circles represents agitation pile.
The specific embodiment
Below in conjunction with drawings and Examples the utility model is further specified.
Example 1:
Certain Highway Foundation is mainly rushed proluvial loose depos-its layer by front Quaternary system basement rock and Quaternary system and is formed, the earth's surface is following to be the multiple Different Strata such as sand, gravel, subterrane, buried depth of bedrock 20m, upper and lower being followed successively by: silty clay, silt, flour sand, fine sand, medium sand, coarse sand, gravelly sand, justify gravel, basement rock.Main Problems: 1. natural foundation bearing capacity is lower, and the engine request bearing capacity of foundation soil reaches more than the 250kPa; 2. under geological process, exist the possibility of liquefaction.But simple replacement stone pile composite foundation can not satisfy above requirement, can adopt broken stone pile permeable concrete pile composite foundation to process.
Broken stone pile and permeable concrete stake are every row's triangular arrangement.Requirement is laid hardcore bed at foundation surface, and thickness is 40cm.The granular pile of constructing first when requiring construction, and then the stake of construction permeable concrete, be 10 days blanking time.All pile body error of perpendicularitys are not more than 1.0%.All pile body diameters are identical, and according to the engineering actual conditions, 500mm is got in the stake footpath; Pilespacing is got 1500mm.Require the long 8m of broken stone pile stake, the rubble mud content is not more than 5%, and crush values is less than 32%, and maximum particle diameter is not more than 50mm.Require the long 21m of permeable concrete stake, permeable concrete design compressive strength is 21MPa, and transmission coefficient is 2mm/s, and used cement is 42.5 Portland cements, and coarse aggregate is the limestone gravel of particle diameter 5 ~ 10mm.
Require broken stone pile and permeable concrete stake to adopt the construction of vibration sinking tube method.Its technological process is: preparation of construction → location unwrapping wire → pile-forming machine perching → immersed tube pore-forming → pour into material, tube drawing → pile → integrity → construction cushion coat (this technique is identical with existing technique, repeats no more).
Analyze as calculated, broken stone pile-permeable concrete pile composite foundation bearing capacity reaches 260kPa, engineering demands.
Example 2:
Above 13 layers of certain commercial building ground, raft foundation is adopted on the basis, raft thickness of slab 0.9m, raft plate bottom surface buried depth 1.6m, the substrate design load is 300kPa.According to report of engineering geological exploration, this structure foundation is from top to bottom: 1. miscellaneous fill: thick 0-1.6m, for building waste and banket; 2. silty clay: thick 1.6-7m, characteristic load bearing capacity is 150kPa; 3. clay: thick 7-14m, characteristic load bearing capacity is 210kPa; 4. mud stone: buried depth 14-20m, characteristic value of foundation bearing capacity are 2100kPa.Because natural foundation bearing capacity is not enough, need process.
Can adopt sand pile-permeable concrete stake combined long long-short pile composite foundation method that ground is processed.Sand pile during stub adopts, the long 6m of stake, aperture 400mm, the permeable concrete stake is adopted in long stake, the long 15m of stake, pilespacing 1.0m, arranged in squares.0.3 thick hardcore bed is laid in requirement between composite foundation and substrate.The construction of vibration sinking tube method is adopted in sand pile and permeable concrete stake in the requirement.Its technological process is: preparation of construction → location unwrapping wire → pile-forming machine perching → immersed tube pore-forming → pour into material, tube drawing → pile → integrity → construction cushion coat.
Analyze as calculated, middle sand pile-permeable concrete pile foundation bearing capacity satisfies the engine request of 300kPa.
Although above-mentionedly by reference to the accompanying drawings the specific embodiment of the present utility model is described; but be not the restriction to the utility model protection domain; one of ordinary skill in the art should be understood that; on the basis of the technical solution of the utility model, those skilled in the art do not need to pay various modifications that creative work can make or distortion still in protection domain of the present utility model.
Claims (6)
1. granular pile-permeable concrete stake Novel Dual composite foundation, it is characterized in that, comprise granular pile and permeable concrete stake, described granular pile and permeable concrete stake are put every arranging, and the foundation surface on granular pile and permeable concrete stake top is equipped with hardcore bed.
2. granular pile as claimed in claim 1-permeable concrete stake Novel Dual composite foundation is characterized in that, each row's cover off of described granular pile and permeable concrete stake, and whole quadrate is arranged.
3. granular pile as claimed in claim 1-permeable concrete stake Novel Dual composite foundation, it is characterized in that, each permeable concrete stake is arranged on the center line of two adjacent granular pile lines of adjacent row, and each permeable concrete stake and described two adjacent granular piles form triangular arrangement.
4. granular pile as claimed in claim 1-permeable concrete stake Novel Dual composite foundation is characterized in that described hardcore bed thickness is 30-50cm.
5. granular pile as claimed in claim 1-permeable concrete stake Novel Dual composite foundation is characterized in that, described granular pile and permeable concrete stake stake directly are 300-800mm; To silt and sand foundation, the pilespacing of adjacent two stakes is not more than 4-5 times of permeable concrete stake stake footpath; Cohesive soil ground is not more than permeable concrete stake stake 2.5-3.5 directly doubly.
6. granular pile as claimed in claim 1-permeable concrete stake Novel Dual composite foundation is characterized in that, described granular pile stake is long to be 6-13m, and the permeable concrete stake is long to be 8-30m.
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| Application Number | Priority Date | Filing Date | Title |
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| CN 201220481227 CN202787295U (en) | 2012-09-19 | 2012-09-19 | Dispersive pile-permeable concrete pile novel dual compound foundation |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102839683A (en) * | 2012-09-19 | 2012-12-26 | 山东大学 | Discrete pile-water permeability concrete pile novel binary composite foundation and treatment method of composite foundation |
| CN103741670A (en) * | 2014-01-10 | 2014-04-23 | 东南大学 | Negative skin friction (NSF) removing foundation treatment method |
-
2012
- 2012-09-19 CN CN 201220481227 patent/CN202787295U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102839683A (en) * | 2012-09-19 | 2012-12-26 | 山东大学 | Discrete pile-water permeability concrete pile novel binary composite foundation and treatment method of composite foundation |
| CN102839683B (en) * | 2012-09-19 | 2015-09-16 | 山东大学 | Granular pile-permeable concrete stake dual compound foundation and processing method |
| CN103741670A (en) * | 2014-01-10 | 2014-04-23 | 东南大学 | Negative skin friction (NSF) removing foundation treatment method |
| CN103741670B (en) * | 2014-01-10 | 2015-12-30 | 东南大学 | A kind of method for processing foundation eliminating negative friction |
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