CN103938651B - The stake of Large stone porous concrete and treatment process of composite foundation thereof under water - Google Patents

The stake of Large stone porous concrete and treatment process of composite foundation thereof under water Download PDF

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Publication number
CN103938651B
CN103938651B CN201410154704.4A CN201410154704A CN103938651B CN 103938651 B CN103938651 B CN 103938651B CN 201410154704 A CN201410154704 A CN 201410154704A CN 103938651 B CN103938651 B CN 103938651B
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pile
stake
porous concrete
under water
foundation
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CN103938651A (en
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葛智
武新胜
宋修广
张宏博
孙仁娟
黄大伟
魏姗姗
胡益彰
王原原
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Shandong University
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Shandong University
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Abstract

The invention discloses one Large stone porous concrete stake under water, the raw material of described concrete pile comprise cementitious material (cement, micro-wollastonite powder), gather materials, water and thickener, be in mass ratio: cementitious material/gather materials=0.18 ~ 0.23, the particle diameter of employing 0% ~ 25% of gathering materials is the particle diameter of the rubble collocation 75% ~ 100% of 5 ~ 10mm is the rubble of 10 ~ 20mm, and the mass ratio of water and cementitious material is 0.25 ~ 0.35; The mass ratio of thickener and cementitious material is 0.02 ~ 0.04; Pile body concrete pore rate > 15% used, coefficient of permeability is 5 ~ 35mm/s; Under curing condition, compressive strength is 8 ~ 20MPa under water, land and water strength ratio ﹥ 75%; Pile body concrete slump >=15cm used.The present invention also discloses the processing method that this utilizes the composite foundation of this concrete pile.

Description

The stake of Large stone porous concrete and treatment process of composite foundation thereof under water
Technical field
The invention belongs to field of civil engineering, relate to one Large stone porous concrete pile composite foundation and processing method thereof under water.
Background technology
Porous concrete is the concrete with water-permeable and air permeable function that concrete solid part skeleton is formed with a series of hole be connected.Existing porous concrete gather materials multiplex particle diameter be 5 ~ 10mm rubble form, there are some researches show when porous concrete aggregate size scope at 5 ~ 10mm and disproportionately graded time, the porosity of porous concrete is lower, after the fluid being rich in mud of certain volume is by porous concrete, the interconnected pore of porous concrete can produce blocking, permeable effect can reduction greatly, and time serious, porous concrete can lose permeable effect.
In addition, the common porous concrete of new mixing does not possess anti-dispersion under water, scour resistance, when utilizing common porous concrete material to process ground, in the porous concrete of new mixing there is the interconnected pore of emanating and then blocking in porous concrete in cement paste meeting and aggregate under the environment having underground water, after plug-hole occurs, porous concrete will lose permeable effect.
The general slump of common porous concrete is very little or do not have the slump, and during pile body employing porous concrete, in order to ensure that porous concrete is closely knit shaping, do not occur broken pile, the phenomenons such as undergauge, pipe-pulling speed can not be too fast.Tube-sinking cast-in-situ pile bore forming pipe-pulling speed should by the uniform velocity controlling, and pipe-pulling speed should control at about 1.2m/min ~ 1.5m/min, and when chance mud or mucky soil, pipe-pulling speed should suitably slow down.Vibratedly in vibration sinking tube process many can bring two kinds of adverse consequences: in the porous concrete of 1) new mixing, aggregate also can be separated with the interference of cement paste in external force, cause porous concrete local hole blocked by cement paste thus cause whole pile body structure to lose drain function, also can weaken porous concrete stake bearing capacity of single pile and Bearing Capacity of Composite Foundation; 2) undue disturbance pile peripheral earth, is unfavorable for bearing capacity of single pile and Bearing Capacity of Composite Foundation, is also unfavorable for the draining of porous concrete stake, because will diminish by the transmission coefficient of the soil body after disturbance.
Summary of the invention
The object of the invention is for overcoming above-mentioned the deficiencies in the prior art, the one stake of Large stone porous concrete and treatment process of composite foundation thereof is under water provided.
For achieving the above object, the present invention adopts following technical proposals:
One is the stake of Large stone porous concrete under water, the raw material of described concrete pile comprise cementitious material, gather materials, water and thickener, be in mass ratio: cementitious material/gather materials=0.18 ~ 0.23, the particle diameter of employing 0% ~ 25% of gathering materials is the particle diameter of the rubble collocation 75% ~ 100% of 5-10mm is the rubble of 10-20mm, and the mass ratio of water and cementitious material is 0.25 ~ 0.35; The mass ratio of thickener and cementitious material is 0.02 ~ 0.04; Cementitious material comprises cement and micro-wollastonite powder, and in mass ratio, micro-wollastonite powder accounts for 0 ~ 0.1 of cement consumption; Pile body concrete pore rate > 15% used, coefficient of permeability is 5 ~ 35mm/s; Under curing condition, compressive strength is 8 ~ 20MPa under water, land and water strength ratio ﹥ 75%; Pile body concrete slump >=15cm used.
Utilize a treatment process of composite foundation for Large stone porous concrete stake under water, comprise the following steps:
Step 1 determines relevant parameter, comprises the thickness of amount of filler, under water the Large stone porous concrete stake top hardcore bed in the match ratio of Large stone porous concrete under water in the reinforcing scope of ground, pile body arrangement, the spacing of Large stone porous concrete stake under water, under water Large stone porous concrete pile composite foundation reinforcement depth, stake footpath, stake holes, stake holes.
The parameter that step 2 obtains according to step 1, construct:
In the position arranging pile body, effective leading truck will be overlapped and fix; Casing length is 1.15 times of designing pile length; Sleeve pipe is squeezed in soil to predetermined projected depth; Then in sleeve pipe, drop under water that Large stone porous concrete is until flush with sleeve pipe place suitable for reading, vibration limit, limit tube drawing, pulls up pipe and completes pile to during ground; Pipe-pulling speed is 3 ~ 10m/min, and after pile pipe extracts ground, confirm that it binds with granular materials or damp clay after meeting designing requirement, next pile construction is carried out in telephone-moving.
Step 3 detects the construction quality of pile body.
The defining method of the reinforcing scope of the ground described in step 1 is as follows: reinforcing scope is greater than foundation bed area and is no less than 1 ~ 3 campshed in basic outer rim increase;
Pile body method for arranging described in step 1 is as follows: need carry out large area (﹥ 1000m 2) full hall process time, pile body adopts equilateral triangle to arrange; For single footing or strip foundation, stake position adopts square, rectangle, or isosceles triangle is arranged; For circular foundation or ring foundation, radioactivity is adopted to arrange.
The spacing defining method of the porous concrete of the Large stone under water stake described in step 1 is as follows: pile spacing is not more than 4.5 times of Large stone porous concrete stake diameter under water.
The defining method of the ground stabilization degree of depth described in step 1 is as follows:
1., as buried depth little (the ﹤ 10m) of soil supporting layer, reinforcement depth is the buried depth of bearing stratum, pile body bottom
Squeeze into bearing stratum;
2., as soil supporting layer buried depth comparatively large (>=10m), for the engineering of Deformation control, reinforcement depth should meet the requirement that Large stone porous concrete pile composite foundation distortion is under water no more than structure foundation allowable strain; For the engineering controlled by stability, reinforcement depth should be greater than the degree of depth of most dangerous sliding surface;
3., in Liquefaction Foundation, reinforcement depth should adopt by the pertinent regulations of existing national standards " seismic design provision in building code " GB50011-2010;
4., stake is long can not be less than 4m, and is no more than 30m.
Stake footpath defining method described in step 1 is as follows: when adopting immersed tunnelling method pile, diameter is 0.3 ~ 0.8m, and the diameter of saturated clayey soil foundation pile is 0.5 ~ 0.8m.
In stake holes described in step 1, the match ratio of Large stone porous concrete is determined as follows under water.
The raw material of described concrete pile comprise cementitious material (cement and micro-wollastonite powder), gather materials, water and thickener; Be: cementitious material/gather materials=0.18 ~ 0.23 that the particle diameter of employing 0% ~ 25% of gathering materials is the particle diameter of the limestone gravel collocation 75% ~ 100% of 5-10mm is the limestone gravel of 10-20mm, and the mass ratio of water and cementitious material is 0.25 ~ 0.35 in mass ratio; The mass ratio of thickener and cementitious material is 0.02 ~ 0.04; According to requirement of strength and porosity requirement, the cementitious material of experiment different proportion and the mass ratio gathered materials and different water/binder ratio mixing porous concretes; Make the porous concrete cube specimen that the length of side is 15cm, test its transmission coefficient and compressive strength, the match ratio of getting the test specimen required that satisfies condition is the match ratio of filler in composite foundation stake holes.
Filler method for determination of amount in stake holes described in step 1: the amount of filler in stake holes equals stake holes volume and is multiplied by fullness coefficient, and fullness coefficient gets 1.2 ~ 1.4;
The thickness of the porous concrete stake of the Large stone under water top hardcore bed described in step 1 is 300 ~ 500mm.
Sequence of construction described in step 2 is: should carry out in the middle of peripheral or two side direction sand foundation, should from centre to the periphery or every applying work to cohesive soil ground.
Immersed tube leading truck described in step 2 is perpendicular to the ground, and vertical missing should not be greater than 1.5%, and pile position and design attitude deviation are not more than 50mm, and stake footpath Deviation Control is within 20mm, and the long deviation of stake is not more than 100mm.
Construction quality described in step 3 comprises following content:
1) after construction period and construction terminate, the construction note of stake is checked; Check sleeve pipe heave amplitude and speed;
2) detection of construction quality of pile body adopts Single Pile Load test, and adopt dynamic sounding to detect to pile body, adopt Standard piercing to inter-pile soil, static sounding, dynamic sounding or other home position testing methods detect;
3), during ground final acceptance of construction, bearing capacity examination adopts composite foundation loading test;
4) composite foundation loading test is no less than 2 ‰ of total amount of pile, and the Bearing Capacity of Composite Foundation testing site of each single building is no less than 3 points.
Work progress should also be noted that except observing relevant regulations stipulate following some:
1. should carry out piling experiment before formal construction, with the reasonability of demonstration test parameter, when finding to meet design requirement, relevant parameters need again be tested or change design
When 2. formally constructing, the stake that will propose in strict accordance with design is long, pilespacing, stake footpath, filler match ratio, the pile pipe pipe-pulling speed that amount of filler and test are determined and height, the construction parameters such as the operating current of motor are constructed, to guarantee to extrude the continuity of all even pile body.
3. should ensure that crane gear is steady, leading truck is perpendicular to the ground, and vertical missing should not be greater than 1.5%, and pore-forming center and design pile center deviation are not more than 50mm, and stake footpath Deviation Control is within 20mm, and the long deviation of stake is not more than 100mm.
The invention has the beneficial effects as follows:
The present invention's Large stone porous concrete stake under water, strength and stiffness are high, have the advantage of rigid pile, and water permeability is strong simultaneously, has the advantage of broken stone pile.Large stone porous concrete stake pile shaft material has macroporosity under water, not easily blocks in the environment of fluid being rich in mud.Because this large grain diameter water permeability concrete has higher land and water strength ratio and the performance of anti-dispersion under water, the blocking of porous concrete can not be caused very well in conjunction with anti-dispersion with aggregate under water environment.By changing the rheological property of the cement paste of porous concrete, porous concrete is made to have the character of Self-leveling, therefore porous concrete stake does not need too many vibrational energy can be closely knit shaping when vibration sinking tube tube drawing, and therefore pipe-pulling speed can be promoted to 3 ~ 10m/min.Decrease the disturbance to soil around pile, be conducive to improving bearing capacity of single pile and Bearing Capacity of Composite Foundation.
Test shows, bearing capacity of single pile and the CFG stake of Large stone porous concrete stake are under water suitable with cement mixing method.Show that the bearing capacity of single pile of Large stone porous concrete stake under water meets the requirement of basement process.
Test shows, when roadbed calculated height is 6.0m, porous concrete pile composite foundation settlement amount after construction is the total settlement of 0.018m, CFG pile composite foundation is 0.187m, and the degree of consolidation at 10m place, two kinds of composite foundation undergrounds curve in time as shown in Figure 4.Large stone porous concrete stake is under water remarkable for the acceleration consolidation effect of foundation soil.Under water Large stone porous concrete stake material therefor under water Large stone porous concrete material there is Self-leveling character under water, decrease vibration sinking tube construction bad stake rate.
Accompanying drawing explanation
Fig. 1. Large stone porous concrete stake schematic diagram under water;
Fig. 2. schematic diagram is arranged in Large stone porous concrete stake under water;
Fig. 3. Large stone porous concrete stake arrangement form figure under water;
Fig. 4. Large stone porous concrete pile composite foundation and 10m place, the CFG pile composite foundation underground degree of consolidation-time history under water.
Wherein, 1. Large stone porous concrete stake under water.
Detailed description of the invention
Below in conjunction with drawings and Examples, the present invention is further described.
Fig. 1 is shown in Large stone porous concrete stake under water.
Embodiment 1: certain project is positioned at impact Plain, the Yellow River, belongs to areas formerly flooded by the Huanghe River, and geological condition has silt, clay, silt, clay from top to bottom.Groundwater table is at about 2m, and groundwater table is enriched.In order to reduce settlement amount after construction, ensure the stable of building, design adopts Large stone porous concrete pile composite foundation under water to process soft foundation.
Determine according to site condition, bridges and culverts ground stabilization is full hall reinforcing, reinforces area and is greater than foundation bed area and increases by 1 campshed in basic outer rim.Pile body should adopt arranged in squares, as shown in Figure 3.The spacing of Large stone porous concrete stake under water should be determined by field trial according to superstructure and place situation, and pile spacing is 4 times of Large stone porous concrete stake diameter under water, i.e. 2m.According to foundation soil condition, bearing stratum buried depth is greater than 15m, and in order to ensure the Deformation control of engineering, reinforcement depth meets the requirement that the distortion of tire replacement stone pile composite foundation is no more than structure foundation allowable strain, show that reinforcement depth is 8.5m according to test; By pile-forming equipment and soil layer situation.Be 0.5m according to factor determination diameters such as foundation soil situation and pile-forming equipments.Determined by field trial, the fullness coefficient g of stake holes volume gets 1.2.Room test show that the porous concrete match ratio of this example is in table 1 by experiment
Specific construction technique is: fixed the position of sleeve pipe on the ground, casing length is 10m, Vibration on Start-up machine, sleeve pipe is squeezed in soil, sleeve pipe is driven into the 8.5m degree of depth, in sleeve pipe, drops into porous concrete, then cover tube edge vibration limit is pulled up, extract sleeve pipe to ground pile, bind with rubble, telephone-moving is constructed to next pile.
The cylinder test specimen that to make cube specimen that 6 length of sides are 15cm and 3 diameters be at the scene 15cm height is 15cm.3 cube specimen standard curings, in 3 cube specimen water, maintenance to 28 tests its compressive strength after the length of time.The maintenance of cylinder time standard tests its transmission coefficient and porosity performance to 28d.Record experimental result in table 2.
In work progress, crane gear is steady, and leading truck is perpendicular to the ground, and vertical missing is not more than 1.5%, and pore-forming center is 40mm with designing pile center's deviation, and stake footpath Deviation Control is within 20mm, and the long deviation of stake is 80mm.Sequence of construction: undertaken by the sequence of construction at two side direction centers, beats every stake jumping every row.
The detection of construction quality of pile body is by testing Bearing Capacity of Composite Foundation, and test result is 253.0KPa, and Large stone porous concrete pile composite foundation bearing capacity is apparently higher than Loar-boaring Capacity of Composite Gravel Foundation under water.
Table 1 is Large stone porous concrete match ratio under water
Table 2 is Large stone porous concrete performance under water
Embodiment 2: Shanxi engineering is business firmly dual-purpose building, and building overall height is 49m, and in order to reduce settlement amount after construction, ensure the stable of building, design adopts Large stone porous concrete pile composite foundation under water to process soft foundation.
Determine according to site condition, bridges and culverts ground stabilization is full hall reinforcing, reinforces area and is greater than foundation bed area and increases by 1 campshed in basic outer rim.Pile body should adopt arranged in squares, as shown in Figure 3.The spacing of playing porous concrete stake immediately under water should be determined by field trial according to superstructure and place situation, 3 times of pile spacing Large stone porous concrete stake diameter under water, i.e. 1.5m.According to foundation soil condition, bearing stratum buried depth is greater than 20m, and in order to ensure the Deformation control of engineering, reinforcement depth meets the requirement that the distortion of tire replacement stone pile composite foundation is no more than structure foundation allowable strain, show that reinforcement depth is 15m according to test; By pile-forming equipment and soil layer situation.Be 0.5m according to factor determination diameters such as foundation soil situation and pile-forming equipments.Determined by field trial, the fullness coefficient g of stake holes volume gets 1.2.Room test show that the porous concrete match ratio of this example is in table 3 by experiment.
Specific construction technique is: fixed the position of sleeve pipe on the ground, and sleeve pipe is squeezed in soil by Vibration on Start-up machine, sleeve pipe is driven into the 15m degree of depth, and sleeve pipe exceeds design altitude 1.5m; In sleeve pipe, drop into porous concrete, then sleeve pipe is pulled out to ground pile, pipe-pulling speed is that 6m/min rubble binds, and telephone-moving follows pile driving construction to next.
The cylinder test specimen that to make cube specimen that 6 length of sides are 15cm and 3 diameters be at the scene 15cm height is 15cm.3 cube specimen standard curings, in 3 cube specimen water, maintenance to 28 tests its compressive strength after the length of time.The maintenance of cylinder time standard tests its transmission coefficient and porosity performance to 28d.Record experimental result in table 4.
In work progress, crane gear is steady, and leading truck is perpendicular to the ground, and vertical missing is not more than 1.5%, and pore-forming center is 30mm with designing pile center's deviation, and stake footpath Deviation Control is within 15mm, and the long deviation of stake is 70mm.Sequence of construction: undertaken by the sequence of construction at two side direction centers, beats every stake jumping every row.
The detection of construction quality of pile body is by testing Bearing Capacity of Composite Foundation, and test result is 275.0KPa, and Large stone porous concrete pile composite foundation bearing capacity is apparently higher than Loar-boaring Capacity of Composite Gravel Foundation under water.
Table 3 is Large stone porous concrete match ratio under water
Table 4 is Large stone porous concrete performance under water
By reference to the accompanying drawings the specific embodiment of the present invention is described although above-mentioned; but not limiting the scope of the invention; one of ordinary skill in the art should be understood that; on the basis of technical scheme of the present invention, those skilled in the art do not need to pay various amendment or distortion that creative work can make still within protection scope of the present invention.

Claims (10)

1. a Large stone porous concrete stake under water, it is characterized in that, the raw material of described concrete pile comprise cementitious material, gather materials, water and thickener, be in mass ratio: cementitious material/gather materials=0.18 ~ 0.23, the particle diameter of employing 0% ~ 25% of gathering materials is the particle diameter of the rubble collocation 75% ~ 100% of 5-10mm is the rubble of 10-20mm, and the mass ratio of water and cementitious material is 0.25 ~ 0.35; The mass ratio of thickener and cementitious material is 0.02 ~ 0.04, and cementitious material comprises cement and micro-wollastonite powder, and in mass ratio, micro-wollastonite powder accounts for 0 ~ 0.1 of cement consumption; Pile body concrete pore rate > 15% used, coefficient of permeability is 5 ~ 35mm/s; Under curing condition, compressive strength is 8 ~ 20MPa under water, land and water strength ratio ﹥ 75%; Pile body concrete slump >=15cm used.
2. utilize a treatment process of composite foundation for the porous concrete of the Large stone under water stake described in claim 1, it is characterized in that, comprise the following steps:
Step 1 determines relevant parameter, comprises the thickness of amount of filler, under water the Large stone porous concrete stake top hardcore bed in the match ratio of Large stone porous concrete under water in the reinforcing scope of ground, pile body arrangement, the spacing of Large stone porous concrete stake under water, under water Large stone porous concrete pile composite foundation reinforcement depth, stake footpath, stake holes, stake holes;
The parameter that step 2 obtains according to step 1, construct:
In the position arranging pile body, effective leading truck will be overlapped and fix; Casing length is 1.15 times of designing pile length; Sleeve pipe is squeezed in soil to predetermined projected depth; Then in sleeve pipe, drop under water that Large stone porous concrete is until flush with sleeve pipe place suitable for reading, vibration limit, limit tube drawing, pulls up pipe and completes pile to during ground; Pipe-pulling speed is 3 ~ 10m/min, and after pile pipe extracts ground, confirm that it binds with granular materials or damp clay after meeting designing requirement, next pile construction is carried out in telephone-moving;
Step 3 detects the construction quality of pile body.
3. method as claimed in claim 2, it is characterized in that, the defining method of the reinforcing scope of the ground described in step 1 is as follows: reinforcing scope is greater than foundation bed area and is no less than 1 ~ 3 campshed in basic outer rim increase;
The spacing defining method of the porous concrete of the Large stone under water stake described in step 1 is as follows: pile spacing is not more than 4.5 times of Large stone porous concrete stake diameter under water.
4. method as claimed in claim 2, it is characterized in that, the pile body method for arranging described in step 1 is as follows: need carry out area ﹥ 1000m 2during full hall process, pile body adopts equilateral triangle to arrange; For single footing or strip foundation, stake position adopts square, rectangle, or isosceles triangle is arranged; For circular foundation or ring foundation, radioactivity is adopted to arrange.
5. method as claimed in claim 2, it is characterized in that, the defining method of the ground stabilization degree of depth described in step 1 is as follows:
1., as the buried depth ﹤ 10m of soil supporting layer, reinforcement depth is the buried depth of bearing stratum, and bearing stratum is squeezed in pile body bottom;
2., as soil supporting layer buried depth >=10m, for the engineering of Deformation control, reinforcement depth should meet the requirement that Large stone porous concrete pile composite foundation distortion is under water no more than structure foundation allowable strain; For the engineering controlled by stability, reinforcement depth should be greater than the degree of depth of most dangerous sliding surface;
3., in Liquefaction Foundation, reinforcement depth should adopt by the pertinent regulations of existing national standards " seismic design provision in building code " GB50011-2010;
4., stake is long can not be less than 4m, and is no more than 30m.
6. method as claimed in claim 2, it is characterized in that, the stake footpath defining method described in step 1 is as follows: when adopting immersed tunnelling method pile, diameter is 0.3 ~ 0.8m, and the diameter of saturated clayey soil foundation pile is 0.5 ~ 0.8m.
7. method as claimed in claim 2, it is characterized in that, in the stake holes described in step 1, the match ratio of Large stone porous concrete is determined as follows under water:
The raw material of described concrete pile comprise cementitious material, gather materials, water and thickener, and described cementitious material comprises cement and micro-wollastonite powder; Be: cementitious material/gather materials=0.18 ~ 0.23 that the particle diameter of employing 0% ~ 25% of gathering materials is the particle diameter of the limestone gravel collocation 75% ~ 100% of 5-10mm is the limestone gravel of 10-20mm, and the mass ratio of water and cementitious material is 0.25 ~ 0.35 in mass ratio; The mass ratio of thickener and cementitious material is 0.02 ~ 0.04; According to requirement of strength and porosity requirement, the cementitious material of experiment different proportion and the mass ratio gathered materials and different water/binder ratio mixing porous concretes; Make the porous concrete cube specimen that the length of side is 15cm, test its transmission coefficient and compressive strength, the match ratio of getting the test specimen required that satisfies condition is the match ratio of filler in composite foundation stake holes.
8. method as claimed in claim 2, is characterized in that, the filler method for determination of amount in the stake holes described in step 1: the amount of filler in stake holes equals stake holes volume and is multiplied by fullness coefficient, and fullness coefficient gets 1.2 ~ 1.4;
The thickness of the porous concrete stake of the Large stone under water top hardcore bed described in step 1 is 300 ~ 500mm.
9. method as claimed in claim 2, it is characterized in that, the sequence of construction described in step 2 is: should carry out in the middle of peripheral or two side direction sand foundation, should from centre to the periphery or every applying work to cohesive soil ground;
Leading truck described in step 2 is perpendicular to the ground, and vertical missing should not be greater than 1.5%, and pile position and design attitude deviation are not more than 50mm, and stake footpath Deviation Control is within 20mm, and the long deviation of stake is not more than 100mm.
10. method as claimed in claim 2, it is characterized in that, the construction quality described in step 3 comprises following content:
1) after construction period and construction terminate, the construction note of stake is checked; Check sleeve pipe heave amplitude and speed;
2) detection of construction quality of pile body adopts Single Pile Load test, and adopt dynamic sounding to detect to pile body, adopt Standard piercing to inter-pile soil, static sounding, dynamic sounding or other home position testing methods detect;
3), during ground final acceptance of construction, bearing capacity examination adopts composite foundation loading test;
4) composite foundation loading test is no less than 2 ‰ of total amount of pile, and the Bearing Capacity of Composite Foundation testing site of each single building is no less than 3 points.
CN201410154704.4A 2014-04-17 2014-04-17 The stake of Large stone porous concrete and treatment process of composite foundation thereof under water Expired - Fee Related CN103938651B (en)

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CN106812129A (en) * 2015-11-30 2017-06-09 中勘冶金勘察设计研究院有限责任公司 A kind for the treatment of technology of the rigid pile composite foundation with discharging consolidation function
CN106202651B (en) * 2016-06-25 2019-03-01 山东交通学院 A kind of optimum design method of heat regeneration asphalt mixture mineral aggregate gradation
CN108035344A (en) * 2017-12-20 2018-05-15 河海大学 A kind of permeable rigid pile of high polymer rubble and its construction technology

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EP1982964A1 (en) * 2007-04-20 2008-10-22 Evonik Degussa GmbH Preparation containing organosilicium compound and its use
KR101177307B1 (en) * 2012-03-30 2012-08-30 주식회사 정우소재 Cement of underwater nonsegregation
CN103102125A (en) * 2013-01-25 2013-05-15 同济大学 Manufactured sand underwater dispersion resistant concrete and preparation method thereof
CN103360000A (en) * 2013-06-28 2013-10-23 江苏名和集团有限公司 Pervious concrete and preparation method thereof

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Publication number Priority date Publication date Assignee Title
EP1982964A1 (en) * 2007-04-20 2008-10-22 Evonik Degussa GmbH Preparation containing organosilicium compound and its use
KR101177307B1 (en) * 2012-03-30 2012-08-30 주식회사 정우소재 Cement of underwater nonsegregation
CN103102125A (en) * 2013-01-25 2013-05-15 同济大学 Manufactured sand underwater dispersion resistant concrete and preparation method thereof
CN103360000A (en) * 2013-06-28 2013-10-23 江苏名和集团有限公司 Pervious concrete and preparation method thereof

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