CN101812854A - Control method of construction quality of deep mixing piles based on energy consumption monitoring - Google Patents
Control method of construction quality of deep mixing piles based on energy consumption monitoring Download PDFInfo
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- CN101812854A CN101812854A CN 201010151519 CN201010151519A CN101812854A CN 101812854 A CN101812854 A CN 101812854A CN 201010151519 CN201010151519 CN 201010151519 CN 201010151519 A CN201010151519 A CN 201010151519A CN 101812854 A CN101812854 A CN 101812854A
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Abstract
A control method of construction quality of deep mixing piles based on energy consumption monitoring belongs to the technical field of constructional engineering and is characterized by obtaining the best construction parameters and implementing mixing at the site through geologic survey of the construction site, an indoor mixing test, an indoor model pile test and an unconfined compression test. Compared with the prior art, the method can be used for controlling the construction quality of the deep mixing piles more reasonably.
Description
Technical field
What the present invention relates to is a kind of method of construction engineering technical field, specifically is a kind of control method of construction quality of deep mixing piles based on energy consumption monitoring.
Background technology
Deep-mixed pile in the consolidation process of soft foundation successful Application more than 30 year, its work progress is by Mixing Machine chemical mixture (cement, lime etc.) to be mixed on the spot with foundation soil, and the intensity of deep-mixed pile is to obtain by the chemical reaction of cement (or lime) with soil.The influence factor of intensity mainly comprises the feature of curing compound and on-the-spot soil, the uniformity coefficient and the curing condition of mixing, wherein the uniformity coefficient of Hun Heing is a very crucial influence factor, and the quality problems in the engineering mainly are because inhomogeneous the causing that mixes.Site operation generally has two kinds of approach can improve the mixing uniformity of cement mixing soil: the first is developed various high efficiency mixing plants, as stirring vane and difformity nozzle, developed multiple new worker's method in recent years, as two stirring (DM) worker method, the deep stirring pile stirring head that has fixed blade, and the mixed construction method of combination stirring and churning advantage is as the churning deep layer stirring-head of band diffusion preventing plate and mouth spray; It two is how to use existing mixing plant in construction effectively, improves the execution control level, makes it constantly perfect.But general on-the-spot quality control of stirring relies on operating personnel's experience substantially, because the difference of operating personnel's experience just can be brought the difference of construction quality, thereby makes that the execution control integral level is lower.There is on-the-spot test to show that mixing intensity is not only relevant with the type of stirring vane, also relevant with the total energy that applies in the whipping process.
Through the prior art literature search is found, the building lot treatment technology standard (JGJ79-2002) used of China is relevant for stirring and the regulation of stirring again at present, but the length of mixing time and the number of times that stirs again are generally by operating personnel's experience decision.Do the difference that can cause construction quality like this, and the waste of resource, reasonability is relatively poor.
Summary of the invention
The present invention is directed to the prior art above shortcomings, a kind of control method of construction quality of deep mixing piles based on energy consumption monitoring is provided, by indoor stirring test, and set up the indoor model ground, improve construction equipment then, and carry out the Model Pile test, obtain the relation between unconfined compression strength and the agitation energy then, determine best construction parameter at last, thus construction quality that can more rational control deep-mixed pile.
The present invention is achieved by the following technical solutions, the present invention includes following steps:
The first step, job site geological exploration: geological mapping is carried out at the scene that needs are constructed earlier, obtains the job site soil sample and carries out the parameter testing analysis, obtains job site soil layer division information and geological information;
Described job site soil sample is meant: use the heavy wall borrow equipment, fetch earth from ground to the projected depth of stake at the construction field (site), be used to do indoor Mix Ratio Test, the amount of fetching earth is determined according to the test specimen amount, is no less than three test specimens with every layer of soil and is advisable;
Described parameter analysis may further comprise the steps:
1. at first utilize the static sounding of pore water pressure type to detect the penetration resistance on stratum and pore water pressure change curve with the degree of depth; Ratio with the pore water pressure that records and penetration resistance is a transverse axis then, is the longitudinal axis with penetration resistance with the ratio of ply stress initially, makes graph of a relation, should scheme to divide some different soil nature characteristic areas, and each feature is represented a kind of type of soil; The data of static sounding curve of actual measurement are marked in this figure to judge the type of place soil layer; According to the type contrast penetration-resistance curve and the pore water pressure distribution curve of soil, determine job site soil layer division information again; The MTD of static sounding is 1.5 times of the agitation pile degree of depth of need constructing; At least 3 holes of amount detection.
2. hole at the construction field (site) with thin-wall sampler and extract the sample of natural undisturbed soil, adopt laser particle analyzer that the soil sample of fetching is carried out sizing assay test, obtain its particle and form, determine the percentage composition of clay, powder, sand grains; Measure soil moisture in layer, liquid plastic limit, void ratio; Measure the fixed character of soil layer with fixed tester; With the organic content in the method mensuration soil of heat-flash decrement; Measure the pH value of soil with the pH analyzer; Measure the unconfined compression strength of soil layer with uniaxial test; The degree of depth that fetches earth is 1.5 times of pile body length, at least 3 in the hole of fetching earth in boundary of works area; Thereby determine geological information.
3. use the heavy wall borrow equipment, the projected depth from ground to stake fetches earth, and is used to do indoor Mix Ratio Test, and the amount of fetching earth is determined according to the test specimen amount, is no less than three test specimens with every layer of soil and is advisable;
Second step, indoor stirring test specifically comprise two steps:
1. with the disturbed sample obtained by weight 5%, 10%, 15%, 20%, 25% makes test specimen; Each 6 test specimen of each ratio, wherein 3 maintenances are 14 days, and other 3 maintenances were measured unconfined compression strength respectively after 28 days, all need carry out indoor Mix Ratio Test for every layer of soil.
2. the result with above-mentioned mixing ratio test makes figure, and wherein vertical pivot is an intensity, and transverse axis is a cement mixing content; From above-mentioned figure, read best cement mixing content according to design strength then.
The 3rd step, indoor model stake test specifically comprise two steps:
1. utilize the job site soil sample to set up the indoor model ground: the soil sample that at first will fetch is put into the model groove and is stirred fully, makes ground consolidation then under the situation of preloading, makes the indoor model ground.
2. carrying out the Model Pile test on the indoor model ground: set at original agitation pile on the basis of equipment, increase current-flow test set and calculate the consumed energy of mixer in preset time at the power supply link position; The best cement mixing content of determining according to second step sets some agitation piles line label of going forward side by side with the agitation pile of the improved equipment that sets on the indoor model ground;
Described current-flow test set is meant: ammeter, stray electrical current analyzer or intelligent flow measurement instrument;
The consumed energy of described mixer in preset time obtains in the following manner:
W＝U·I·t
In the formula: U is that operating voltage, the I of mixer is that electric current, t are mixing time.
The agitation pile equipment of setting of described improved is meant: set at original agitation pile on the basis of equipment, increase the device of measuring electric current in the power supply junction.
The 4th step, before the stake sclerosis, extract from agitation pile with thin-wall sampler and to obtain the cement soil sample and to make the test test specimen, to test test specimen, to put into temperature be 20 ± 3 ℃, relative humidity is after the fog room more than 90% carries out maintenance and reaches the regulation curing age, carry out unconfined compression test and obtain unconfined compression strength, and the consumed energy of mixer in preset time that obtains in the 3rd step determines to stir energy and the relation of unconfined compression strength and the relation between unconfined compression strength and job site soil layer division information and the geological information that is consumed, and finally definite best construction parameter also carries out the scene stirring and implements.
Described unconfined compression test is meant: during test, cylindrical sample is placed in the no confining pressure instrument, under the situation that does not add any lateral pressure, apply pressure at right angle, till making test specimen shear failure, the maximum axial pressure that sample can bear during shear failure is called unconfined compression strength, and this process of the test is called unconfined compression test.
Described on-the-spot the stirring implements to be meant: set the device power supply (DPS) junction at agitation pile one ammeter is set, to measure consumed energy; Then according to the design strength requirement in the constructure scheme, and the relation between the consumed energy, unconfined compression strength and the best construction parameter three that have determined in the 4th step, determine best construction parameter, and need how many energy of consumption; Carry out first mixing pile construction subsequently, when setting agitation pile, pay close attention to the variation of ammeter, when reaching the energy of consumption, stop to stir, first construction finished; Repeat according to this then, finish the construction of other agitation piles.
The present invention at first determines that by indoor stirring test cement the best mixes ratio, and carry out Model Pile and test, determine the relation between consumed energy, unconfined compression strength and the best construction parameter three, obtain best construction parameter, under the guidance of this parameter, just can be quantitative, control the construction quality of agitation pile comparatively accurately.
Description of drawings
Fig. 1 is embodiment unconfined compression strength and cement mixed ratio graph of a relation.
Fig. 2 is the embodiment piling plan.
Fig. 3 is embodiment unconfined compression strength and agitation energy graph of a relation
The specific embodiment
Below embodiments of the invention are elaborated, present embodiment is being to implement under the prerequisite with the technical solution of the present invention, provided detailed embodiment and concrete operating process, but protection scope of the present invention is not limited to following embodiment.
As depicted in figs. 1 and 2, the present embodiment following steps are carried out:
(1) clear and definite on-the-spot geological condition: topmost (0.0～0.6m) for the unsaturation soil layer, formed by weathering for one deck; (0.6～13.5m) clay layer is cinerous in its lower floor; Again layer of sand, i.e. the deep layer in top clay, lower sandstone.The water content of institute's soil sampling is between 90～150%, and clay content is 60%, and silt content is 35%, and sand grain content is 5%.
(2) carry out indoor Mix Ratio Test, by weight 5%, 10%, 15%, 20%, 25% makes test specimen with the disturbed sample obtained; Each 6 test specimen of each ratio, wherein 3 maintenances are 14 days, and other 3 maintenances are after 28 days, measure unconfined compression strength respectively, and make unconfined compression strength and cement mixed ratio graph of a relation, as Fig. 1, according to design strength, read and determine that best cement mixing content is 20% subsequently.
(3) set up the indoor model ground, soil sample is placed in (1.5m * 1.5m highly is 1m) native case, and fully stir, fixed under the load of 20kPa then.
(4) set increase by one ammeter on the equipment at original agitation pile, set 4 piles then on this model ground, be numbered 1,2,3,4, concrete stake position is arranged as Fig. 2; Concrete parameter: water/binder ratio is 80%, cement mixed ratio is 20%, mixing speed is 0.25m/min downwards, and upwards mixing speed is 0.25m/min, and the diameter of stake is 150mm, length is 500mm, the slewing rate of stirring-head is 30 rev/mins, and No. 1 stake is stirred again, and No. 2 stakes are stirred 2 times again, No. 3 stakes are stirred 3 times again, and No. 4 stakes are stirred 4 times again.Digging out and make diameter after 28 days in maintenance is 50mm, height is the test specimen of 100mm, do unconfined compression test then, measure compressive strength, obtain the relation of unconfined compression strength and agitation energy, concrete as Fig. 3, can determine best construction parameter by this figure and in conjunction with designing requirement: cement mixed ratio is 20%, and stir speed (S.S.) is 30 rev/mins, and upwards mixing speed is 0.25m/min, mixing speed is 0.25m/min downwards, and stirring number of times again is 3 times.
(5) the on-the-spot stirring constructed, and by definite optimal parameter of the 4th step, and with reference to Fig. 3, carries out mixing pile construction, through measuring 28d intensity, all reached designing requirement, and pile body is even and integrality is fine.
Present embodiment can be quantitative control mixing pile construction quality, simple technician's experience control construction quality that relies on before comparing, more science is more accurate, the agitation pile pile body that construction is finished is even and integrality is fine, and makes the construction management of being more convenient for.
Claims (6)
1. the control method of construction quality of deep mixing piles based on energy consumption monitoring is characterized in that, may further comprise the steps:
The first step, job site geological exploration: geological mapping is carried out at the scene that needs are constructed earlier, obtains the job site soil sample and carries out the parameter testing analysis, obtains job site soil layer division information and geological information;
Second step, indoor stirring test, concrete steps are:
2.1) with the disturbed sample obtained by weight 5%, 10%, 15%, 20%, 25% makes test specimen; Each 6 test specimen of each ratio, wherein 3 maintenances are 14 days, and other 3 maintenances were measured unconfined compression strength respectively after 28 days, all need carry out indoor Mix Ratio Test for every layer of soil;
2.2) result of above-mentioned mixing ratio test is made figure, wherein vertical pivot is an intensity, transverse axis is a cement mixing content; From above-mentioned figure, read best cement mixing content according to design strength then;
The 3rd step, indoor model stake test, concrete steps are:
3.1) utilize the job site soil sample to set up the indoor model ground: the soil sample that at first will fetch is put into the model groove and is stirred fully, makes ground consolidation then under the situation of preloading, makes the indoor model ground;
3.2) carrying out the Model Pile test on the indoor model ground: set at original agitation pile on the basis of equipment, increase current-flow test set and calculate the consumed energy of mixer in preset time at the power supply link position; The best cement mixing content of determining according to second step sets some agitation piles line label of going forward side by side with the agitation pile of the improved equipment that sets on the indoor model ground;
The 4th goes on foot, obtains best construction parameter and carry out scene stirring enforcement by unconfined compression test.
2. the control method of construction quality of deep mixing piles based on energy consumption monitoring according to claim 1, it is characterized in that, the described job site soil sample of obtaining is meant: use the heavy wall borrow equipment, at the construction field (site) from ground to the stake projected depth fetch earth, be used to do indoor Mix Ratio Test, the amount of fetching earth is determined according to the test specimen amount, is no less than three test specimens with every layer of soil.
3. the control method of construction quality of deep mixing piles based on energy consumption monitoring according to claim 1 is characterized in that, described parameter analysis may further comprise the steps:
1. at first utilize the static sounding of pore water pressure type to detect the penetration resistance on stratum and pore water pressure change curve with the degree of depth; Ratio with the pore water pressure that records and penetration resistance is a transverse axis then, is the longitudinal axis with penetration resistance with the ratio of ply stress initially, makes graph of a relation, should scheme to divide some different soil nature characteristic areas, and each feature is represented a kind of type of soil; The data of static sounding curve of actual measurement are marked in this figure to judge the type of place soil layer; According to the type contrast penetration-resistance curve and the pore water pressure distribution curve of soil, determine job site soil layer division information again; The MTD of static sounding is 1.5 times of the agitation pile degree of depth of need constructing; At least 3 holes of amount detection;
2. hole at the construction field (site) with thin-wall sampler and extract the sample of natural undisturbed soil, adopt laser particle analyzer that the soil sample of fetching is carried out sizing assay test, obtain its particle and form, determine the percentage composition of clay, powder, sand grains; Measure soil moisture in layer, liquid plastic limit, void ratio; Measure the fixed character of soil layer with fixed tester; With the organic content in the method mensuration soil of heat-flash decrement; Measure the pH value of soil with the pH analyzer; Measure the unconfined compression strength of soil layer with uniaxial test; The degree of depth that fetches earth is 1.5 times of pile body length, at least 3 in the hole of fetching earth in boundary of works area; Thereby determine geological information;
3. use the heavy wall borrow equipment, the projected depth from ground to stake fetches earth, and is used to do indoor Mix Ratio Test, and the amount of fetching earth is determined according to the test specimen amount, is no less than three test specimens with every layer of soil.
4. the control method of construction quality of deep mixing piles based on energy consumption monitoring according to claim 1, it is characterized in that, described unconfined compression test is meant: during test, cylindrical sample is placed in the no confining pressure instrument, under the situation that does not add any lateral pressure, apply pressure at right angle, till making test specimen shear failure, the maximum axial pressure that sample can bear during shear failure is called unconfined compression strength, and this process of the test is called unconfined compression test.
5. the control method of construction quality of deep mixing piles based on energy consumption monitoring according to claim 1, it is characterized in that, describedly obtain best construction parameter by unconfined compression test and be meant: before the stake sclerosis, extract from agitation pile with thin-wall sampler and to obtain the cement soil sample and to make the test test specimen, to test test specimen, to put into temperature be 20 ± 3 ℃, relative humidity is after the fog room more than 90% carries out maintenance and reaches the regulation curing age, carry out unconfined compression test and obtain unconfined compression strength, and the consumed energy of mixer in preset time that obtains in the 3rd step determines to stir energy and the relation of unconfined compression strength and the relation between unconfined compression strength and job site soil layer division information and the geological information that is consumed, and finally determines best construction parameter.
6. the control method of construction quality of deep mixing piles based on energy consumption monitoring according to claim 1 is characterized in that, described on-the-spot the stirring implements to be meant: set the device power supply (DPS) junction at agitation pile one ammeter is set, to measure consumed energy; Then according to the design strength requirement in the constructure scheme, and the relation between the consumed energy, unconfined compression strength and the best construction parameter three that have determined in the 4th step, determine best construction parameter, and need how many energy of consumption; Carry out first mixing pile construction subsequently, when setting agitation pile, pay close attention to the variation of ammeter, when reaching the energy of consumption, stop to stir, first construction finished; Repeat according to this then, finish the construction of other agitation piles.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102373718A (en) * | 2011-10-17 | 2012-03-14 | 上海交通大学 | Method for determining diameter of high-pressure rotary jet grouting pile based on circular free turbulent jet theory |
| CN102561410A (en) * | 2010-12-17 | 2012-07-11 | 上海市电力公司 | Method for testing mechanical property of uplift pile under deep excavation condition |
| CN102980819A (en) * | 2012-10-30 | 2013-03-20 | 上海交通大学 | Method for detecting strength of soil-cement admixture by using hardness test |
| CN104727357A (en) * | 2015-03-27 | 2015-06-24 | 浙江大学宁波理工学院 | Pile foundation defect detection and repair method for cast-in-situ bored pile |
| CN104863128A (en) * | 2014-02-24 | 2015-08-26 | 舜元建设(集团)有限公司 | Method for quickly determining pile forming diameter in single-pipe jet grouting method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1161799A (en) * | 1997-08-08 | 1999-03-05 | Kazuo Iki | High pressure jet agitation pile method by two or more jet nozzles |
| CN2542726Y (en) * | 2002-05-17 | 2003-04-02 | 王成 | Monitoring recorder for construction quality of multi-pile head cement-earth mixing pile |
| CN101634156A (en) * | 2009-08-06 | 2010-01-27 | 上海隧道工程股份有限公司 | Automatic monitoring and recording device of construction parameters of cement soil deep triaxial mixing pile |
-
2010
- 2010-04-21 CN CN2010101515191A patent/CN101812854B/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1161799A (en) * | 1997-08-08 | 1999-03-05 | Kazuo Iki | High pressure jet agitation pile method by two or more jet nozzles |
| CN2542726Y (en) * | 2002-05-17 | 2003-04-02 | 王成 | Monitoring recorder for construction quality of multi-pile head cement-earth mixing pile |
| CN101634156A (en) * | 2009-08-06 | 2010-01-27 | 上海隧道工程股份有限公司 | Automatic monitoring and recording device of construction parameters of cement soil deep triaxial mixing pile |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102561410A (en) * | 2010-12-17 | 2012-07-11 | 上海市电力公司 | Method for testing mechanical property of uplift pile under deep excavation condition |
| CN102373718A (en) * | 2011-10-17 | 2012-03-14 | 上海交通大学 | Method for determining diameter of high-pressure rotary jet grouting pile based on circular free turbulent jet theory |
| CN102980819A (en) * | 2012-10-30 | 2013-03-20 | 上海交通大学 | Method for detecting strength of soil-cement admixture by using hardness test |
| CN102980819B (en) * | 2012-10-30 | 2015-12-16 | 上海交通大学 | The method of cement mixing soil intensity is detected with hardness test |
| CN104863128A (en) * | 2014-02-24 | 2015-08-26 | 舜元建设(集团)有限公司 | Method for quickly determining pile forming diameter in single-pipe jet grouting method |
| CN104727357A (en) * | 2015-03-27 | 2015-06-24 | 浙江大学宁波理工学院 | Pile foundation defect detection and repair method for cast-in-situ bored pile |
| CN104727357B (en) * | 2015-03-27 | 2016-04-20 | 浙江大学宁波理工学院 | The detection of the defect of pile foundation of bored pile and method for repairing and mending |
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