CN100560875C - The retrofit testing method of single-pile vertical orientation resistance to plucking static loading test - Google Patents
The retrofit testing method of single-pile vertical orientation resistance to plucking static loading test Download PDFInfo
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Abstract
The invention discloses a kind of retrofit testing method of single-pile vertical orientation resistance to plucking static loading test, concrete corrective measure comprises: the selection principle of reference point, counter-force load are to the control principle of the test pile anti-pulling capacity amount of influence, the technical data requirement of displacement measuring instrument; Determine to load the measure of distance between counterforce device buttress, counter-force stake and the test pile; Determine the measure of distance between reference pegs and buttress, counter-force stake, the test pile; The monitoring measure of reference pegs, definite method of bearing capacity reducing coefficient.The present invention rationally controls and has eliminated the influence of counter-force load to the test pile anti-pulling capacity, can solve the incorrect regulation of domestic standard about distance between test pile, reaction support, the reference pegs, make single-pile vertical orientation resistance to plucking static loading test have more operability and stronger engineering practicability, improve test survey result's accuracy, reduced testing cost.
Description
Technical field
The invention belongs to the building building technology field, be specifically related to the pile foundation detection field.
Background technology
Single-pile vertical orientation resistance to plucking static loading test is mainly measured pile top load and two parameters of stake top displacement, according to pile top load, stake top displacement measurement analyzing evaluation single-pile vertical orientation anti-pulling capacity.Single-pile vertical orientation resistance to plucking static loading test can be selected ground buttress crossbeam counterforce device, counter-force stake crossbeam counterforce device according to field condition.Single-pile vertical orientation resistance to plucking static loading test mainly detects or tests according to standards such as JGJ106-2003, ASTMD3689-90 at present, for eliminating or control the influence of counter-force load to the test pile test result, these standards have been made following regulation to loading counterforce device, displacement measurement system, displacement measuring instrument:
(1) ground buttress crossbeam counterforce device
1. the distance between buttress and the test pile
The distance on JGJ106-2003 regulation test pile center and counter-force buttress limit is more than or equal to 4d and greater than 2.0m, and d is the test pile intended diameter; ASTMD3689-90 regulation reaction support is not less than 5 times of test pile diameters to the clear distance of test pile, and is not less than 2.5m.
2. the distance between reference pegs and counter-force buttress, the test pile
Centre distance between stake of JGJ106-2003 stipulated standard and the test pile is more than or equal to 3-4d and greater than 2.0m, and the distance on reference pegs and ballast platform buttress limit is more than or equal to 4d and greater than 2.0m; The stake of ASTMD3689-90 stipulated standard is not less than 2.5m to the clear distance of counter-force buttress, test pile.
(2) counter-force stake crossbeam counterforce device
1. the distance between counter-force stake and the test pile
Centre distance between JGJ106-2003 regulation test pile and the anchoring pile is more than or equal to 3-4d and greater than 2.0m; The stake of ASTMD 3689-90 regulation counter-force is not less than 5d to the clear distance of test pile, and is not less than 2.5m.
2. the distance between reference pegs and test pile, the counter-force stake
Centre distance between stake of JGJ106-2003 stipulated standard and test pile, the anchoring pile is more than or equal to 3-4d and greater than 2.0m; The stake of ASTMD3689-90 stipulated standard is not less than 2.5m to the clear distance of counter-force stake, test pile.
(3) displacement measuring instrument technical data
JGJ106-2003 regulation displacement measuring instrument should adopt displacement transducer or long range dial gage, and measure error is not more than 0.1%FS, and resolving power is better than or equals 0.01mm; ASTMD3689-90 predetermined bits shift measurement meter accuracy 0.25mm, resolving power 0.25mm.
(4) along with the continuous increase in Pile Foundations Design load and stake footpath, the counter-force load becomes increasingly conspicuous to the influence of test pile anti-pulling capacity and reference pegs displacement.Find that by analysis the single-pile vertical orientation resistance to plucking Static Load Test Method that J6J106-2003, ASTMD3689-90 provide has the following disadvantages and defective:
1. lack the theoretical foundation of counter-force load to the influence of test pile anti-pulling capacity.
2. lack counter-force load, test pile load experimental basis to reference pegs Influence of Displacement amount.
3. in the ground buttress crossbeam counterforce device, the regulation of the distance at buttress limit and test pile center is not considered the influence of buttress width.The test pile center that domestic standard provides and the distance on buttress limit cause the large diameter pile static loading test to be difficult to carry out the present situation of standard more than or equal to 4d and greater than the regulation of 2.0m.
4. the regulation of the distance between counter-force stake and the test pile does not wait from 3d-6d, has bigger difference.
5. the regulation of the distance between reference pegs and test pile, counter-force stake, the buttress limit is not distinguished the difference of compressive pile, uplift pile, buttress.
The restriction of the condition that 6. ought be put to the test, counter-force load when big, not have proposition to depart from the test method of clearance to the amount of influence of test pile anti-pulling capacity.
7. large-scale loading test, because reference point is difficult to avoid counter-force load perturbing area, the incorrect property of the instrument parameter of domestic regulation and stipulation causes the monitoring to the reference pegs displacement often to be difficult to carry out.
Summary of the invention
The objective of the invention is to control and eliminate buttress in the single-pile vertical orientation resistance to plucking static loading test, counter-force stake surrounding soil subsidiary stress and the influence of distortion to test result, and provide a kind of retrofit testing method of single-pile vertical orientation resistance to plucking static loading test, thereby improve the accuracy of measurement result.
For reaching above-mentioned purpose, the retrofit testing method of single-pile vertical orientation resistance to plucking static loading test provided by the invention comprises following concrete test measure:
(1) determine the selection principle of reference point: choose counter-force load, test pile load to the ground deformation effect less than the foundation deformation point of 1mm as reference point;
(2) determine the control principle of counter-force load to the test pile resistance to plucking supporting capacity amount of influence: the counter-force load to the amount of influence of test pile resistance to plucking supporting capacity less than 5% maximum load amount;
(3) determine the technical data of displacement measuring instrument: it is 1mm that the minimum division value of displacement measuring instrument is not more than 1.0% of the critical displacement 100mm of resistance to plucking test pile, and the error of indication is not more than ± 1.0%FS;
(4) determine distance between counter-force buttress and the test pile: the distance of determining ground buttress and test pile according to testing equipment condition, ground buttress size, buttress foundation load level, the clear distance of ground buttress and test pile is chosen for 1b-5b and more than or equal to 2m, wherein b is a counter-force buttress width, and the bearing capacity that obtains under this condition need multiply by bearing capacity reducing coefficient;
(5) determine buttress foundation load level: the compressive stress that 1. buttress foundation load level, test pile counter-force put on the buttress ground is smaller or equal to 1.5 times of the buttress characteristic value of foundation bearing capacity; 3. the technical measures of taking are for increasing the buttress bearing capacity of foundation soil or increasing the buttress loaded area;
(6) determine centre distance between counter-force stake and the test pile: 1. the centre distance of counter-force stake and test pile is more than or equal to 6d and greater than 2m, and d is the diameter or the hem width of counter-force stake; 2. the centre distance of choosing counter-force stake and test pile is 3d-5d and greater than 2m, the bearing capacity that obtains under this condition need multiply by bearing capacity reducing coefficient;
(7) determine distance between reference pegs and buttress, counter-force stake, the test pile: 1. the distance on reference pegs and buttress limit is more than or equal to 1.5b and greater than 3m, and the compressive stress that counter-force puts on the buttress ground satisfies 1.5 times smaller or equal to the buttress characteristic value of foundation bearing capacity; 2. the centre distance of reference pegs and compressive pile is got more than or equal to 6m under the condition of d more than or equal to 1.5m more than or equal to 4d and greater than 2m; 3. the centre distance of reference pegs and uplift pile is got more than or equal to 6m under the condition of d more than or equal to 1.0m more than or equal to 6d and greater than 2m; 4. in compressive pile stake footpath greater than 1.5m, uplift pile stake footpath greater than 1.0m, and the centre distance of reference pegs and compressive pile, uplift pile gets under the condition of 6m, determines whether to take monitoring measure to the reference pegs displacement according to actual conditions;
(8) determine the monitoring measure of reference pegs: 1. the displacement when reference point surpasses under the condition of 1mm, adopts second level displacement measurement system that the displacement of reference pegs is monitored; 2. first order displacement measurement system is measured test pile with respect to pulling out displacement on the reference pegs, and second level displacement measurement system measuring basis stake is with respect to the displacement of fixed point; 3. datum line beam system, the displacement measurement instrument that second level displacement measurement system adopts and the first order is same measured, or the displacement measuring instrument that adopts resolution ratio to be better than 1mm is measured;
(9) determine bearing capacity reducing coefficient:, be that bearing capacity reducing coefficient gets 0.90 under the condition of 1b-5b at the clear distance of buttress and test pile 1. to ground buttress crossbeam counterforce device; 2. to counter-force stake crossbeam counterforce device, be under the condition of 6d, 5d, 4d, 3d in the centre distance of counter-force stake and test pile, bearing capacity reducing coefficient gets 1,0.95,0.90,0.85 respectively.
The present invention also proposes, examination to engineering piles detects, maximum trial load conversion coefficient is got the inverse of bearing capacity reducing coefficient, its maximum trial load is got the ultimate load of designing requirement and the product of maximum trial load conversion coefficient, get at bearing capacity reducing coefficient under 1.0,0.95,0.90,0.85 the condition, maximum trial load conversion coefficient gets 1/1.0,1/0.95,1/0.90,1/0.85 respectively.
The present invention also proposes in addition, and single-pile static loading test carries out at the scene, need to determine the control criterion of displacement measurement errors: displacement measurement errors is less than 5% the total displacement of surveying.
The retrofit testing method of single-pile vertical orientation resistance to plucking static loading test provided by the invention, be be based upon the stressed character analysis of single-pile vertical orientation static loading test stake soil, the counter-force load influences component analysis, counter-force load and test pile load to the test pile anti-pulling capacity and reference pegs is influenced on the basis of component analysis, below the invention will be further described:
One, test basis
The result of the test of compressive pile, uplift pile, the distortion of buttress surrounding soil, for control rationally and the influence of elimination reaction support surrounding soil distortion, the deformation test of the deformation test of 17 buttress surrounding soils, 16 compressive pile surrounding soils, the deformation test of 7 uplift pile surrounding soils have been carried out to result of the test.
(1) buttress surrounding soil deformation test
Totally 17 of three kinds of prototype tests that the buttress width is 0.7m, 1m, 2m have been carried out in the deformation test of buttress surrounding soil, and the distortion of the buttress surrounding soil that obtains with the pass of buttress distance is:
The buttress foundation load is during less than ultimate bearing capacity of foundation soil, buttress surrounding soil deflection: apart from buttress limit 1b and greater than 2m place foundation deformation in 2mm, b is the buttress width; Apart from buttress limit 1.5b and greater than 3m place foundation deformation in 1mm; The buttress foundation load is during greater than ultimate bearing capacity of foundation soil, and the ground deflection is bigger around the buttress, and possible sedimentation also may be swelled.
(2) compressive pile surrounding soil deformation test
Compressive pile surrounding soil deformation test has been carried out the stake footpath and has been totally 16 of four kinds of prototype tests of 400mm, 500mm, 1000mm, 1200mm, and the pile peripheral earth deformed region that obtains, the distortion of stake surrounding soil with the pass of pile center's distance are:
The deformation effect zone of the prefabricated compressive pile of the soil compaction formula face of land soil body, the deep soil body is 4d-7d, and d is stake footpath, apart from pile center greater than 4d after the deflection of pile peripheral earth less than 1mm.
The deformation effect zone of the castinplace pile face of land soil body is more than or equal to 4d, apart from pile center greater than 4d after the deflection of pile peripheral earth less than 1mm.
(3) deformation test of uplift pile surrounding soil
Uplift pile surrounding soil deformation test has been carried out the stake footpath and has been totally 7 of two kinds of prototype tests of 400mm, 500mm, the pile peripheral earth deformed region that obtains, stake surrounding soil distortion with the pass of pile center's distance are: the deformation effect zone of the uplift pile face of land soil body is 2d-6d, greater than the deflection of pile peripheral earth behind the 6d less than 1mm.
Two, theoretical foundation
(1) rub according to the analysis of Slip Line Theory and the soil body and examine the angle reference value and calculate that the deformation failure zone of ground is 2b-9b around the buttress, b is the buttress width.
(2) the buttress load is to the influence of test pile anti-pulling capacity
The buttress load can be divided into the influence of the densification effect of buttress ground subsidiary stress, the distortion of buttress surrounding soil, buttress surrounding soil to the test pile anti-pulling capacity to the influence of test pile anti-pulling capacity.Set up its calculation expression according to buttress ground subsidiary stress to the influence of test pile bearing capacity, to analyze buttress ground subsidiary stress to the examination influence on pile bearing capacity, analyze buttress foundation deformation and densification effect to trying influence on pile bearing capacity according to the distortion measured result of soil layer around the buttress ground, on this basis, determine distance between counter-force buttress and the test pile.The concrete analysis result is: when the buttress foundation load below ultimate bearing capacity of foundation soil, and the buttress limit is from the distance on stake limit during greater than 1b and greater than 2m, the buttress foundation load is roughly 10%～15% to the influence on pile bearing capacity scope.
(3) the counter-force pile load is to the influence of test pile anti-pulling capacity
The counter-force pile load is to the influence of test pile anti-pulling capacity: adopt the influence of elasticity analysis counter-force stake surrounding soil stress to the test pile anti-pulling capacity, and, set up the half theoretical semiempirical relation of counter-force pile load to the influence of test pile anti-pulling capacity in conjunction with the existing achievement in research of the pile spacing in the efficiency of pile groups to the pile bearing capacity influence.
1. counter-force stake surrounding soil stress is to the influence of test pile stake anti-pulling capacity: the counter-force stake is separated and can simply be expressed as according to shear displacemant: Δ τ=τ the additional shear stress that the test pile surrounding soil produces
0r
0/ r.
Δ τ: the additional shear stress that the counter-force stake produces the test pile surrounding soil,
τ
0: the shear stress of the test pile stake pedosphere face soil body,
r
0: the radius of test pile,
R: the distance on counter-force pile center and test pile limit.
When the center to center distance of test pile and counter-force stake is 6d, r=11r
0, be 9% to the amount of influence of test pile anti-pulling capacity;
When the center to center distance of test pile and counter-force stake is 5d, r=9r
0, be 11% to the amount of influence of test pile anti-pulling capacity;
When the center to center distance of test pile and counter-force stake is 4d, r=7r
0, be 14% to the amount of influence of test pile anti-pulling capacity;
When the center to center distance of test pile and counter-force stake is 3d, r=5r
0, be 20% to the amount of influence of test pile anti-pulling capacity.
2. analyze the influence of pile spacing to pile bearing capacity according to efficiency of pile groups: the stake-stake in the clump of piles interacts, and its stake is stressed in the same way, may cause enhancement effect or weaken effect; And the counter-force pile load is to the influence of test pile anti-pulling capacity, the counter-force stake is subjected to force direction opposite with test pile, but the subsidiary stress that the counter-force stake produces its test pile surrounding soil, native stress, the distortion of distortion partial offset test pile stake week, this effect can be thought the test pile anti-pulling capacity is played advantageous effect, can improve the bearing capacity of test pile stake week soil.This advantageous effect can determine that promptly the counter-force pile load is as follows to the increase rate of test pile anti-pulling capacity with reference to efficiency of pile groups:
When the centre distance of counter-force stake and test pile is 6d, smaller or equal to 5% counter-force stake total load;
When the centre distance of counter-force stake and test pile is 5d, smaller or equal to 10% counter-force stake total load;
When the centre distance of counter-force stake and test pile is 4d, smaller or equal to 15% counter-force stake total load;
When the centre distance of counter-force stake and test pile is 3d, smaller or equal to 20% counter-force stake total load.
3. the counter-force pile load is to the analysis-by-synthesis of test pile bearing capacity influence
According to 1., 2. the counter-force pile load can comprehensively be generalized into table 1 to the analysis result of test pile anti-pulling capacity influence.
Table 1 counter-force pile load is to the amount of the influence recommended value of test pile anti-pulling capacity
The detailed description of retrofit testing measure:
(1) determine the selection principle of reference point: choose counter-force load, test pile load to the ground deformation effect less than the foundation deformation point of 1mm as reference point, based on the following: the measured result according to buttress, the distortion of stake surrounding soil is known, the influence basin of buttress foundation deformation is 2b-9b, the deformation effect scope of pile peripheral earth is more than 2d-7d, select fixed point as reference point, both unrealistic also uneconomical, choose foundation deformation point less than 1mm as reference point, can satisfy the requirement of single-pile vertical orientation static loading test.
(2) determine the control principle of counter-force load to the test pile resistance to plucking supporting capacity amount of influence: the counter-force load to the amount of influence of test pile resistance to plucking supporting capacity less than 5% maximum load amount, based on the following: the counter-force load is to single-pile vertical orientation anti-pulling capacity existence influence in various degree, especially there is the influence of certain degree in large-tonnage dead load test on pile foundation counter-force load to the test pile anti-pulling capacity, to eliminate the counter-force load fully to the test influence on pile bearing capacity, both unrealistic, also with excessive increase testing cost; In addition, determine bearing capacity of single pile by classification, as divide ten grades of loadings, then the analyzing evaluation error is near 10%; Therefore, suggestion counter-force load is as follows to the control principle of the test pile resistance to plucking supporting capacity amount of influence: the counter-force load should be less than 5% maximum load amount to the amount of influence of test pile resistance to plucking supporting capacity.
(3) determine the technical data of displacement measuring instrument: it is 1mm that the minimum division value of displacement measuring instrument is not more than 1.0% of the critical displacement 100mm of resistance to plucking test pile, the error of indication is not more than ± 1.0%FS, based on the following: displacement measurement carries out at the scene, and the control criterion of displacement measurement errors can be taken as displacement measurement errors less than 5% the total displacement of surveying.For the degree of accuracy that makes measuring apparatus meets the demands, the allowable error that generally should make measuring apparatus is 1/3 ~ 1/10 of a measurand allowable error.When controlling the bearing capacity of stake by displacement simultaneously, the critical displacement of uplift pile is 100mm, therefore advise that displacement measuring instrument adopts following metering performance to require: the degree of accuracy should not be lower than 1.0 grades, minimum division value should not be 1mm greater than 1.0% of the critical displacement 100mm of resistance to plucking test pile, and the error of indication should be ± 1.0%FS.
(4) determine distance between counter-force buttress and the test pile: the distance of determining ground buttress and test pile according to testing equipment condition, ground buttress size, buttress foundation load level, the clear distance of ground buttress and test pile can be chosen for 1b-5b and more than or equal to 2m, b is the buttress width, and the bearing capacity that obtains under this condition need multiply by bearing capacity reducing coefficient; Based on the following: according to the buttress foundation load to the theoretical analysis result of test pile anti-pulling capacity influence and definite counter-force load control principle to the test pile resistance to plucking supporting capacity amount of influence: the counter-force load to the amount of influence of test pile resistance to plucking supporting capacity less than 5% maximum load amount, distance between ground buttress crossbeam counterforce device buttress and the test pile can be defined as: the compressive stress that counter-force puts on the buttress ground satisfies 1.5 times smaller or equal to the buttress characteristic value of foundation bearing capacity, the centre distance of buttress limit and resistance to plucking test pile is 1b-5b, and the buttress foundation load is roughly 10-15% to the influence of resistance to plucking test pile bearing capacity.The bearing capacity of Huo Deing need multiply by bearing capacity reducing coefficient with this understanding.
(5) determine buttress foundation load level: the compressive stress that 1. buttress foundation load level, test pile counter-force put on the buttress ground is smaller or equal to 1.5 times of the bearing characteristic value of foundation bearing capacity; 2. technical measures: increase the buttress bearing capacity of foundation soil or increase the buttress loaded area.Based on the following: the buttress foundation load is during greater than ultimate bearing capacity of foundation soil, the buttress foundation load has bigger influence to the test pile anti-pulling capacity, for certain safety stock is arranged, the compressive stress that suggestion test pile counter-force puts on the buttress ground is smaller or equal to 1.5 times of the bearing characteristic value of foundation bearing capacity; Counter-force buttress ground in most of the cases, its bearing capacity of foundation soil all can not directly satisfy counter-force load requirement, especially soft foundation, must carry out ground to the buttress ground for this reason and handle, and increasing the buttress bearing capacity of foundation soil, or enlarges the loaded area of buttress ground.
(6) determine centre distance between counter-force stake and the test pile: 1. the centre distance of counter-force stake and test pile is more than or equal to 6d and greater than 2m, and d is the diameter or the hem width of anchoring pile; 2. the condition restriction that ought be put to the test, the centre distance that can choose counter-force stake and test pile according to actual conditions are 3d-5d and greater than 2m, but the bearing capacity that obtains under this condition need multiply by bearing capacity reducing coefficient; Based on the following: according to the counter-force pile load to the theoretical analysis result of test pile anti-pulling capacity influence and definite counter-force load control principle to the test pile resistance to plucking supporting capacity amount of influence: the counter-force load, can be defined as the centre distance of counter-force stake and test pile more than or equal to 6d and greater than 2m less than 5% maximum load amount the amount of influence of test pile resistance to plucking supporting capacity.The centre distance of counter-force stake and test pile is defined as the present situation of 3-4d in view of existing domestic standard JGJ106-2003, JTJ041-2000, and the girder steel in the measurement mechanism, datum line beam are subjected to the restriction of conditions such as traffic condition, on-the-spot installation, and the restriction of engineering piles spacing etc., the centre distance of counter-force stake and test pile also can be taken as 5d, 4d, 3d and greater than 2m; The counter-force pile load is respectively maximum trial load smaller or equal to 5%, 10%, 15%, 20% to the increase rate of test pile vertically pulling-resistant bearing capacity, and the bearing capacity of Huo Deing need multiply by bearing capacity reducing coefficient with this understanding.
(7) determine distance between reference pegs and buttress, counter-force stake, the test pile: 1. the distance on reference pegs and buttress limit is more than or equal to 1.5b and greater than 3m, and the compressive stress that counter-force puts on the buttress ground satisfies 1.5 times smaller or equal to the buttress characteristic value of foundation bearing capacity; 2. the centre distance of reference pegs and compressive pile is more than or equal to 4d and greater than 2m, when d desirable more than or equal to 6m during more than or equal to 1.5m; 3. the centre distance of reference pegs and uplift pile is more than or equal to 6d and greater than 2m, when d desirable more than or equal to 6m during more than or equal to 1.0m; 4. when compressive pile stake footpath greater than 1.5m, uplift pile stake footpath greater than 1.0m, and the centre distance of reference pegs and compressive pile, uplift pile is when getting 6m, should determine whether to take monitoring measure to the reference pegs displacement according to actual conditions; Based on the following: according to the measured result of buttress, pile peripheral earth deflection, the counter-force pile load of foundation, resistance to plucking test pile load, counter-force buttress load are to reference pegs Influence of Displacement quantitative relationship:
1. the buttress foundation deformation is to the influence of reference pegs distortion, and the buttress foundation load is out of shape in 1mm apart from buttress limit 1.5b and greater than 3m place reference pegs during less than the buttress ultimate bearing capacity of foundation soil.
2. reference pegs is from the centre distance of compressive pile during more than or equal to 4d, the compression test stake to the influence of foundation pile distortion less than 1mm.
3. reference pegs is from the centre distance of resistance to plucking test pile during more than or equal to 6d, the resistance to plucking test pile to the influence of foundation pile distortion less than 1mm.
According to 1.-3. the result of the test and the selection principle of reference point, can determine the distance between reference pegs and buttress, counter-force stake, the test pile.Consider that shaped steel is generally 12m length, and the restriction of traffic condition, datum line beam should not be longer than 12m, when compressive pile stake footpath greater than 1.5m, uplift pile stake footpath greater than 1.0m, and when the centre distance of reference pegs and compressive pile, uplift pile is got 6m, should determine whether to take monitoring measure according to actual conditions to the reference pegs displacement.
(8) determine the monitoring measure of reference pegs: 1. the distortion when reference point surpasses under the condition of 1mm, adopts second level displacement measurement system that the displacement of reference pegs is monitored; 2. first order displacement measurement system is measured test pile with respect to pulling out displacement on the reference pegs, and second level displacement measurement system measuring basis stake is with respect to the displacement of fixed point; 3. second level displacement measurement system both can adopt the datum line beam system same with the first order, displacement measurement instrument to measure, and also the displacement measuring instrument that can adopt resolution ratio to be better than 1mm is measured; Based on the following: be subjected to the restriction of conditions such as traffic condition, on-the-spot installation in view of the girder steel in the measurement mechanism, datum line beam, reference point often is difficult to avoid buttress and test pile perturbing area, when counter-force load, test pile load surpass under the condition of 1mm the reference pegs deformation effect, suggestion adopts the method for monitoring criteria system variant to guarantee test pile displacement measurement result's accuracy.Concrete monitoring principle is as follows: displacement measurement can adopt the two-stage measuring system, and first order displacement measurement system is measured test pile with respect to pulling out displacement on the reference pegs, and second level displacement measurement system measuring basis stake is with respect to the displacement of fixed point.Second level displacement measurement system both can adopt with same datum line beam system, the displacement measuring instrument of the first order and measure, and also can adopt accuracy of instrument is that the measuring instrument that 1mm, resolving power are better than 1mm is measured.
(9) determine bearing capacity reducing coefficient: 1. to ground buttress crossbeam counterforce device, when the clear distance of buttress and test pile was 1b-5b, the buttress foundation load was roughly 10-15% to the influence of test pile anti-pulling capacity, and bearing capacity reducing coefficient gets 0.90; 2. to counter-force stake crossbeam counterforce device, when the centre distance of counter-force stake and test pile is 6d, 5d, 4d, 3d, the reaction support load is 5%, 10%, 15%, 20% maximum load amount to the test pile anti-pulling capacity amount of influence, then bearing capacity reducing coefficient gets 1,0.95,0.90,0,85 respectively; Based on the following:
The centre distance of counter-force stake and test pile is defined as the present situation of 3-4d in view of existing domestic standard JGJ106-2003, and the girder steel in the measurement mechanism, datum line beam are subjected to the restriction of conditions such as traffic condition, on-the-spot installation, and the restriction of engineering piles spacing etc., cause the counter-force load test pile anti-pulling capacity amount of influence to be surpassed the control principle of 5% maximum load amount.For taking into account the restriction of existing domestic standard present situation, traffic condition and field trial condition, the following clearance test measure that departs from is proposed, to guarantee the economy of precision of test result and testing cost.
Bearing capacity reducing coefficient: when the counter-force load to the test pile anti-pulling capacity amount of influence during greater than 5% maximum load amount, the test pile anti-pulling capacity that obtains with this understanding be multiply by one smaller or equal to 1 bearing capacity reducing coefficient, thereby obtain the true bearing capacity of test pile, to eliminate of the influence of counter-force load to the test pile anti-pulling capacity.
Specific practice is: when the counter-force load is 5%, 10%, 15%, 20% maximum load amount to the test pile anti-pulling capacity amount of influence, then bearing capacity reducing coefficient gets 1,0.95,0.90,0.85 respectively, to guarantee that the reaction support load is to the control principle of the test pile bearing capacity amount of influence less than 5% maximum load amount.
(10) determine maximum trial load conversion coefficient: the examination to engineering piles detects, maximum trial load conversion coefficient is got the inverse of bearing capacity reducing coefficient, its maximum trial load is got the ultimate load of designing requirement and the product of maximum trial load conversion coefficient, when bearing capacity reducing coefficient got 1.0,0.95,0.90,0.85, maximum trial load conversion coefficient got 1/1.0,1/0.95,1/0.90,1/0.85 respectively; Its foundation is with (9).
Compared with the prior art, the present invention has the following advantages:
(1) the counter-force load is controlled in the 5% maximum trial load the test pile resistance to plucking supporting capacity amount of influence.
(2) the displacement measuring instrument metering performance requirement of Ti Chuing, the selection principle of improved reference point, the monitoring method of reference pegs make the displacement measurement method of on-the-spot single-pile vertical orientation resistance to plucking static loading test have more operability and reasonability.
(3) notion of the bearing capacity reducing coefficient of Ti Chuing, the counter-force load should be less than 5% control principle to the test pile anti-pulling capacity amount of influence, taken into account the restriction of present situation, traffic condition and the field trial condition of existing domestic standard, make large-tonnage single pile vertically pulling-resistant static loading test have more operability, changed the part static loading test and be difficult to rationally eliminate the present situation of counter-force load the influence of test pile anti-pulling capacity.
(4) can solve domestic standard is continued to use 60-70 age paxilla footpath about distance between test pile, counter-force stake, counter-force buttress, the reference pegs unreasonable regulation, under special experiment condition, integrate with ASTMD3689, when the distance between test pile and counter-force buttress, the counter-force stake does not satisfy standard test conditions, adopt the solution of bearing capacity reduction, have stronger engineering practicability.
(5) improve the accuracy that single-pile vertical orientation resistance to plucking static loading test is tested the result, reduced testing cost.
Description of drawings
Fig. 1 is No. 19 stake buttress ground crossbeam counterforce device layout schematic diagrames of the present invention
Fig. 2 is No. 23 stake counter-force stake crossbeam counterforce device layout schematic diagrames of the present invention
Fig. 3 is No. 460 engineering piles counter-force stake crossbeam counterforce device layout schematic diagrames of the present invention
Fig. 4 is No. 422 engineering piles counter-force stake crossbeam counterforce device layout schematic diagrames of the present invention
The specific embodiment
The present invention will be described to enumerate a part of specific embodiment below, is necessary to be pointed out that at this following specific embodiment only is used for that the invention will be further described, does not represent limiting the scope of the invention.Some nonessential modifications that other people make according to the present invention and adjustment still belong to protection scope of the present invention.
Embodiment 1
1 project profile
Shunde District, Fushan City, Guangdong Province cultural plaza pile foundation engineering, it is the pile for prestressed pipe of φ 500 that the stake footpath is intended adopting in the basis, and designing pile length is 20～50 meters, and single pile anti-pulling capacity characteristic value is 470kN, for instructing design and construction, must carry out foundation pile vertical compression bearing capacity static loading test.
Engineering geological condition: form by plain fill, silt clay, silty clay, flour sand, severely-weathered granite gneiss etc.
Present embodiment is an example with the test pile of test pile No. 19, stake footpath Φ 500, the long 22m of stake, destructive testing.2 testing schemes
Estimating single pile resistance to plucking ultimate load is 1500kN, adopts buttress ground crossbeam counterforce device, as shown in Figure 1.
(1) girder adopts 450 * 600 * 11000 girder steel, single load bearing beam power 2500kN.Buttress adopts two buttresses of long 3m, wide 2m, and 3.5m is got to the distance at test pile center in the buttress limit.
(2) buttress foundation load level
The buttress ground through rubble change fill out processing after, the buttress characteristic value of foundation bearing capacity is 100kPa, estimating single pile resistance to plucking ultimate load is 1500kN, then the buttress counter-force puts on the compressive stress of buttress ground and is: 1500/6/2=125kPa, less than 1.5 times of buttress characteristic value of foundation bearing capacity, i.e. 100 * 1.5=150kPa.
(3) determine the distance of buttress limit to test pile
3.5m is got to the distance at test pile center in the buttress limit, and then buttress is 3.25m to the clear distance of test pile, and promptly buttress is 1.625b to the clear distance of test pile, and b is the buttress width.Must carry out reduction to bearing capacity.
(4) installation of one-level baseline system
Datum line beam adopts the i iron of 8m, and two, the distance between the datum line beam is got 1.0m, and reference pegs is parallel to the spacing of datum line beam length direction and gets 8m, gets 1.0m perpendicular to the spacing of datum line beam direction.
The distance at reference pegs and test pile center is 4m, satisfies more than or equal to 6d and greater than the requirement of 2m, d is test pile stake footpath, and the present embodiment stake directly is 500mm.The distance on reference pegs and counter-force buttress limit is 3.9m, satisfies more than or equal to 1.5b and greater than the requirement of 3m, b buttress width 2m.
(5) bearing capacity reducing coefficient determines
This routine bearing capacity reducing coefficient gets 0.90.
(6) add the off-load program: adopt classification maintained load test (ML-test) at a slow speed.
3 test results
(1) single pile load-displacement test result
Single pile load-displacement test result is as shown in table 2.
Table 219 pile load displacement measurement result
| Load (kN) | 300 | 450 | 600 | 750 | 900 | 1050 | 1200 | 1350 |
| Stake is pulled out displacement (mm) on the top | 1.09 | 1.82 | 2.75 | 3.48 | 5.25 | 6.71 | 8.84 | 108.35 |
Test result: No. 19 pile ultimate bearing capacity measured results are 1200kN.Eliminate the buttress foundation load to after testing influence on pile bearing capacity, the practical limit bearing capacity of No. 19 stakes is 1200kN * 0.90=1080kN.
Embodiment 2
1 project profile
Shunde District, Fushan City, Guangdong Province cultural plaza pile foundation engineering, it is the pile for prestressed pipe of φ 500 that the stake footpath is intended adopting in the basis, and designing pile length is 20～50 meters, and single pile anti-pulling capacity characteristic value is 470kN, for instructing design and construction, must carry out foundation pile vertical compression bearing capacity static loading test.
Engineering geological condition: form by plain fill, silt clay, silty clay, flour sand, severely-weathered granite gneiss etc.
Present embodiment is an example with the test pile of test pile No. 23, stake footpath Φ 500, the long 22m of stake, destructive testing.
2 testing schemes
Estimating single pile resistance to plucking ultimate load is 1500kN, adopts counter-force stake crossbeam counterforce device, as shown in Figure 2.
(1) girder adopts 450 * 600 * 11000 girder steel, single load bearing beam power 2500kN.The pile for prestressed pipe of Φ 500 is adopted in the counter-force stake, the long 20m of stake, and the counter-force stake is got 4m to the centre distance of test pile.
(2) determine the centre distance of counter-force stake to test pile
The counter-force stake is got 4m to the centre distance of test pile.Satisfy the counter-force stake to the centre distance of test pile more than or equal to 6d and greater than the requirement of 2m.
(3) installation of baseline system
Datum line beam adopts the i iron of 8m, and two, the distance between the datum line beam is got 1.0m, and reference pegs is parallel to the spacing of datum line beam length direction and gets 8m, gets 1.0m perpendicular to the spacing of datum line beam direction.
The distance at reference pegs and test pile center is 4m, satisfies more than or equal to 6d and greater than the requirement of 2m, d is test pile stake footpath, and the present embodiment stake directly is 500mm.The centre distance of reference pegs and counter-force stake is 5.31m, satisfies more than or equal to 4d and greater than the requirement of 2m.
(4) bearing capacity reducing coefficient determines
This routine bearing capacity reducing coefficient gets 1.0.
(5) add the off-load program: adopt classification maintained load test (ML-test) at a slow speed.
3 test results
(1) single pile load-displacement test result
Single pile load-displacement test result is as shown in table 3.
Table 323 pile load displacement measurement result
| Load (kN) | 150 | 300 | 450 | 600 | 750 | 900 | 1050 | 1200 |
| Stake is pulled out displacement (mm) on the top | 0.52 | 1.31 | 2.10 | 2.88 | 3.80 | 5.19 | 7.10 | 108.20 |
Test result: No. 23 pile ultimate bearing capacities are 1080kN.
Embodiment 3
1 project profile
Shunde District, Fushan City, Guangdong Province cultural plaza pile foundation engineering, it is the pile for prestressed pipe of φ 500 that the stake footpath is intended adopting in the basis, and designing pile length is 20～50 meters, and single pile anti-pulling capacity characteristic value is 470kN, must carry out foundation pile vertical compression bearing capacity static loading test, checking and accepting for pile foundation engineering provides foundation.
Engineering geological condition: form by plain fill, silt clay, silty clay, flour sand, severely-weathered granite gneiss etc.
Present embodiment is an example with the test pile of No. 460, pile No. of test, stake footpath Φ 500, the long 19.0m of stake, Engineering Receiving Inspection Test.
2 testing schemes
Designing requirement single pile resistance to plucking ultimate load is 940kN, adopts counter-force stake crossbeam counterforce device, as shown in Figure 3.
(1) girder adopts 450 * 600 * 11000 girder steel, single load bearing beam power 2500kN.The pile for prestressed pipe of two Φ 500 is adopted in the counter-force stake, is existing engineering piles, and the counter-force stake is that 4d is 2m to the centre distance of test pile.
(2) determine the centre distance of counter-force stake to test pile
The counter-force stake is 2m to the centre distance of test pile.Do not satisfy the counter-force stake to the centre distance of test pile more than or equal to 6d and greater than the requirement of 2m.Must carry out reduction to bearing capacity.
(3) installation of baseline system
Datum line beam adopts the i iron of 8m, and two, the distance between the datum line beam is got 1.0m, and reference pegs is parallel to the spacing of datum line beam length direction and gets 8m, gets 1.0m perpendicular to the spacing of datum line beam direction.
The distance at reference pegs and test pile center is 4m, satisfies more than or equal to 6d and greater than the requirement of 2m, d is test pile stake footpath, and the present embodiment stake directly is 500mm.The centre distance of reference pegs and counter-force stake is 4.27m, satisfies more than or equal to 4d and greater than the requirement of 2m.
(4) bearing capacity reducing coefficient and maximum trial load determines
The centre distance of the surplus test pile of this routine counter-force stake is 4d, and bearing capacity reducing coefficient gets 0.90.Maximum trial load conversion coefficient gets 1/0.90, and then maximum trial load is got 940 * 1/0.90=1050kN.
(5) add the off-load program: adopt classification maintained load test (ML-test) at a slow speed.
3 test results
(1) single pile load-displacement test result
Single pile load-displacement test result is as shown in table 4.
Table 4460 engineering piles load-displacement test result
| Load (kN) | 210 | 315 | 420 | 525 | 630 | 735 | 840 | 945 | 1050 |
| Stake is pulled out displacement (mm) on the top | 0.93 | 1.57 | 2.22 | 2.81 | 3.68 | 4.15 | 5.00 | 6.40 | 8.11 |
Test result: No. 460 engineering piles ultimate bearing capacity actual measurements are more than or equal to 1050kN.Eliminate the counter-force pile load to after testing influence on pile bearing capacity, the practical limit bearing capacity of No. 460 engineering piles is more than or equal to 1050kN * 0.90=945kN.Satisfy of the acceptance requirement of the whole value of engineering piles carrying Z-TEK for 470kN.
Embodiment 4
1 project profile
Fang Cun district, GuangZhou, Guangdong Province city development projects pile foundation engineering, it is the punching castinplace pile of φ 1000-1600 that the stake footpath is adopted on the basis, designing pile length is 10～20 meters, single pile anti-pulling capacity characteristic value φ 1000 is 1600kN, single pile anti-pulling capacity characteristic value φ 1200 is 2000kN, single pile anti-pulling capacity characteristic value φ 1600 is 3300kN, must carry out foundation pile vertically pulling-resistant bearing capacity static loading test, and checking and accepting for pile foundation engineering provides foundation.General condition of engineering geology: mainly form by opaque cohesive soil, severely-weathered argillaceous siltstoue, middle weathering argillaceous siltstoue and gentle breeze argillaceous siltstoue etc.
Present embodiment is with the punching castinplace pile of φ 1600, and the bearing capacity of single pile design load is that the single pile resistance to plucking static loading test of 3300kN is an example.The test pile No. is No. 422 engineering piles, the long 15.4m of stake.
2 testing schemes
Requiring single pile anti-pulling capacity ultimate load is 6600kN, adopts counter-force stake crossbeam counterforce device, as shown in Figure 4.
(1) girder adopts 500 * 1500 * 11000 girder steel, single load bearing beam power 5000kN.The punching castinplace pile of Φ 1600 is adopted in the counter-force stake, and the counter-force stake is 6.4m to the centre distance of test pile.
(2) determine the centre distance of counter-force stake to test pile
The counter-force stake is that 4d is 6.4m to the centre distance of test pile.Do not satisfy the counter-force stake to the centre distance of test pile more than or equal to 6d and greater than the requirement of 2m.Must carry out reduction to anti-pulling capacity.
(3) installation of baseline system
Datum line beam adopts the i iron of 12m, and two, the distance between the datum line beam is got 2.0m, and reference pegs is parallel to the spacing of datum line beam length direction and gets 12m, gets 2.0m perpendicular to the spacing of datum line beam direction.
The distance at reference pegs and test pile center is 6m, does not satisfy more than or equal to 6d and greater than the requirement of 2m, d is test pile stake footpath, and the present embodiment stake directly is 1600mm.The centre distance of reference pegs and counter-force stake is 8.07m, satisfies more than or equal to 4d and greater than the requirement of 2m.Must carry out deformation monitoring to reference pegs.
(4) monitoring of reference pegs displacement
Can select for use displacement measuring instrument that resolving power is better than 1mm to reference pegs displacement monitor, this programme adopt two sets of plan to reference pegs displacement monitor.Scheme 1 adopts secondary datum line beam system and dial gage to detect, and 8 meters of secondary benchmark beam lengths adopt the mode of the 4m that encorbelments to install, and the centre distance of the reference pegs separating test stake of secondary datum line beam is 10.0m, satisfies more than or equal to 6d and greater than the requirement of 2m.Scheme 2 adopts the steel wire and the straight steel ruler of tensioning to monitor, the resolving power of straight steel ruler is 1mm, estimate and read to 0.5mm, the spacing of steel wire is 20m, its reference point is 7.0m to the distance of counter-force stake, satisfy more than or equal to 4d and greater than the requirement of 2m, its reference point is 11.66m to the distance of test pile, satisfied more than or equal to 6d and greater than the requirement of 2m.
(5) bearing capacity reducing coefficient and maximum trial load determines
The counter-force stake is 4d to the centre distance of test pile, and this routine bearing capacity reducing coefficient gets 0.90.Maximum trial load conversion coefficient gets 1/0.90, and then maximum trial load is got 6600 * 1/0.90=7333kN.
(6) add the off-load program: adopt classification maintained load test (ML-test) at a slow speed.
3 test results
(1) single pile load-displacement test result
Single pile load-displacement test result is as shown in table 5.
Table 523 pile load displacement measurement result
| Load (kN) | 1467 | 2200 | 2932 | 3667 | 4400 | 5133 | 5866 | 6600 | 7333 |
| Stake is pulled out displacement (mm) on the top | 0.32 | 0.74 | 1.29 | 1.89 | 2.60 | 3.37 | 4.32 | 5.40 | 6.72 |
(2) reference pegs displacement monitoring result
Reference pegs displacement monitoring result: the result is as shown in table 6 for secondary datum line beam system monitoring, and the datum line beam neutral displacement is got the average of reference pegs displacement.The steel wire of tensioning and the displacement of straight steel ruler monitoring result reference pegs are zero.
Table 65-70 stake reference pegs displacement monitoring result
| Load (kN) | 1467 | 2200 | 2932 | 3667 | 4400 | 5133 | 5866 | 6600 | 7333 |
| Reference pegs displacement (mm) | 0.00 | 0.04 | -0.01 | -0.01 | -0.02 | -0.02 | -0.03 | -0.04 | -0.05 |
Test result: No. 422 engineering piles ultimate bearing capacity actual measurements are more than or equal to 7333kN.Eliminate the counter-force pile load to after testing influence on pile bearing capacity, the practical limit bearing capacity of No. 422 engineering piles is more than or equal to 7333kN * 0.90=6600kN.Satisfy of the acceptance requirement of the whole value of engineering piles carrying Z-TEK for 3300kN.
Claims (3)
1, a kind of retrofit testing method of single-pile vertical orientation resistance to plucking static loading test is characterized in that comprising following concrete test measure:
(1) determine the selection principle of reference point: choose counter-force load, test pile load to the ground deformation effect less than the foundation deformation point of 1mm as reference point;
(2) determine the control principle of counter-force load to the test pile resistance to plucking supporting capacity amount of influence: the counter-force load to the amount of influence of test pile resistance to plucking supporting capacity less than 5% maximum load amount;
(3) determine the technical data of displacement measuring instrument: it is 1mm that the minimum division value of displacement measuring instrument is not more than 1.0% of the critical displacement 100mm of resistance to plucking test pile, and the error of indication is not more than ± 1.0%FS;
(4) determine distance between counter-force buttress and the test pile: the distance of determining ground buttress and test pile according to testing equipment condition, ground buttress size, buttress foundation load level, the clear distance of ground buttress and test pile is chosen for 1b-5b and more than or equal to 2m, wherein b is a counter-force buttress width, and the bearing capacity that obtains under this condition need multiply by bearing capacity reducing coefficient;
(5) determine buttress foundation load level: the compressive stress that 1. buttress foundation load level, test pile counter-force put on the buttress ground is smaller or equal to 1.5 times of the buttress characteristic value of foundation bearing capacity; 2. the technical measures of taking are for increasing the buttress bearing capacity of foundation soil or increasing the buttress loaded area;
(6) determine centre distance between counter-force stake and the test pile: 1. the centre distance of counter-force stake and test pile is more than or equal to 6d and greater than 2m, and d is the diameter or the hem width of counter-force stake; 2. the centre distance of choosing counter-force stake and test pile is 3d-5d and greater than 2m, the bearing capacity that obtains under this condition need multiply by bearing capacity reducing coefficient;
(7) determine distance between reference pegs and buttress, counter-force stake, the test pile: 1. the distance on reference pegs and buttress limit is more than or equal to 1.5b and greater than 3m, and the compressive stress that counter-force puts on the buttress ground satisfies 1.5 times smaller or equal to the buttress characteristic value of foundation bearing capacity; 2. the centre distance of reference pegs and compressive pile is got more than or equal to 6m under the condition of d more than or equal to 1.5m more than or equal to 4d and greater than 2m; 3. the centre distance of reference pegs and uplift pile is got more than or equal to 6m under the condition of d more than or equal to 1.0m more than or equal to 6d and greater than 2m; 4. in compressive pile stake footpath greater than 1.5m, uplift pile stake footpath greater than 1.0m, and the centre distance of reference pegs and compressive pile, uplift pile gets under the condition of 6m, determines whether to take monitoring measure to the reference pegs displacement according to actual conditions;
(8) determine the monitoring measure of reference pegs: 1. the displacement when reference point surpasses under the condition of 1mm, adopts second level displacement measurement system that the displacement of reference pegs is monitored; 2. first order displacement measurement system is measured test pile with respect to pulling out displacement on the reference pegs, and second level displacement measurement system measuring basis stake is with respect to the displacement of fixed point; 3. datum line beam system, the displacement measurement instrument that second level displacement measurement system adopts and the first order is same measured, or the displacement measuring instrument that adopts resolution ratio to be better than 1mm is measured;
(9) determine bearing capacity reducing coefficient:, be that bearing capacity reducing coefficient gets 0.90 under the condition of 1b-5b at the clear distance of buttress and test pile 1. to ground buttress crossbeam counterforce device; 2. to counter-force stake crossbeam counterforce device, be under the condition of 6d, 5d, 4d, 3d in the centre distance of counter-force stake and test pile, bearing capacity reducing coefficient gets 1,0.95,0.90,0.85 respectively.
2, the retrofit testing method of single-pile vertical orientation resistance to plucking static loading test according to claim 1, it is characterized in that determining maximum trial load conversion coefficient: the examination to engineering piles detects, maximum trial load conversion coefficient is got the inverse of bearing capacity reducing coefficient, its maximum trial load is got the ultimate load of designing requirement and the product of maximum trial load conversion coefficient, get at bearing capacity reducing coefficient under 1.0,0.95,0.90,0.85 the condition, maximum trial load conversion coefficient gets 1/1.0,1/0.95,1/0.90,1/0.85 respectively.
3, the retrofit testing method of single-pile vertical orientation resistance to plucking static loading test according to claim 1 is characterized in that determining the control criterion of displacement measurement errors: displacement measurement errors is less than 5% the total displacement of surveying.
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| CN102966126B (en) * | 2012-11-27 | 2015-09-02 | 国家电网公司 | Up-pull static load test method for power transmission line tower foundation |
| CN102995668B (en) * | 2012-12-14 | 2014-12-10 | 广东省建筑科学研究院 | Field simple assembly ultralong static load reference beam |
| CN108038309B (en) * | 2017-12-12 | 2021-07-13 | 中国电建集团河北省电力勘测设计研究院有限公司 | Method for calculating standard value of uplift limit bearing capacity of bottom-expanded uplift short pile |
| CN109740197B (en) * | 2018-12-14 | 2022-06-07 | 华侨大学 | Method for measuring and calculating pulling-resistant bearing capacity of floor bolt |
| CN110004998A (en) * | 2019-05-14 | 2019-07-12 | 中国五冶集团有限公司 | A kind of bored concrete pile test pile apparatus and its pile testing method |
| CN113152541B (en) * | 2021-04-07 | 2022-05-06 | 东南大学 | Rapid detection method for horizontal bearing capacity of single pile |
| CN115062382B (en) * | 2022-06-15 | 2024-06-14 | 同圆设计集团股份有限公司 | Design method of sinking-reducing pile fully utilizing pulling resistance and compression resistance |
| CN115897685B (en) * | 2022-12-27 | 2023-09-29 | 湖南元天检测技术有限公司 | Vertical resistance to compression static load test device of foundation pile |
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