CN102535529A - Construction method of self-balancing method pile foundation bearing capacity test device - Google Patents
Construction method of self-balancing method pile foundation bearing capacity test device Download PDFInfo
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- CN102535529A CN102535529A CN2011104046833A CN201110404683A CN102535529A CN 102535529 A CN102535529 A CN 102535529A CN 2011104046833 A CN2011104046833 A CN 2011104046833A CN 201110404683 A CN201110404683 A CN 201110404683A CN 102535529 A CN102535529 A CN 102535529A
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Abstract
The invention discloses a construction method of a self-balancing method pile foundation bearing capacity test device, which is characterized by comprising the following processes of: 1, construction preparation: calculating a balance point position of self-balancing method pile measurement, determining the number of the pile measurement, drilling holes, cleaning the holes and detecting the verticality of the holes; 2, manufacturing a load box and welding the load box with a reinforcement cage; 3, mounting the reinforcement cage; 4, cleaning the holes again; 5, pouring concrete; and 6, carrying out self-balancing method detection. As the detection is directly carried out on engineering piles in some projects, in order to preventing the pile foundations from affecting the use, a grouting machine is used for filling gaps separated from pipelines and the load box with grout after the detection; therefore, the method also comprises the following process of: 7, carrying out pipeline grouting and reinforcement. According to the invention, the defects that the load box mounting time is long, the reinforcement cage floats upwards, the mud at the bottom of the load box is too thick, the pile foundations have gaps at the load box to influence the quality of the pile foundations, the construction progress is slow, and the like are overcome, and the pile foundations have good integrity.
Description
Technical field
The present invention relates to a kind of self-balancing approach pile foundation bearing test device job practices.
Background technology
At present; The common method that self-balancing approach bearing capacity of pile foundation experimental rig is installed exists the installation load case time long; Reinforcing cage floats easily during pouring underwater concrete; Because of the influence of the concentration of mud and settling velocity causes in load case bottom mud blocked up, when especially using engineering piles to do experiment, it is slow to have a strong impact on bridge quality and construction speed.
Summary of the invention
The technical problem that the present invention will solve is: a kind of self-balancing approach bearing capacity of pile foundation experimental rig job practices is provided, and, pile foundation blocked up with installation load case time length, rising of steel cage, load case bottom mud that the solution prior art exists has deficiencies such as standoff effects pile foundation quality at load case place.
In order to solve described technical problem; The present invention takes following technical scheme: this method comprises following process: the first, and preparation of construction comprises the equalization point position that calculates the self-balancing approach peg as requested, the quantity of confirming peg; Hole perpendicularity is detected in boring, clear hole; The second, the load case is made and is welded with reinforcing cage; The 3rd, reinforcing cage is installed; The 4th, clear once more hole; The 5th, concrete perfusion; The 6th, self-balancing approach detects.
This method also comprises following process: the 7th, and the pipeline pneumatic mortar reinforcement.Because of some engineering is directly on engineering piles, to detect, so use pneumatic mortar machine to press to isolate the space to pipeline and load chest that to utilize slurries to fill full having detected the back through sound detecting pipe.
The reinforcing cage that is welded with the load case is made a joint separately, and determines the weight of single-unit reinforcing cage according to the on-site hoisting ability.
Before the concrete perfusion, the sand factor of pile foundation mud is at the low value (being the lower limit of code requirement) of code requirement, and adds the slow down settling velocity of mud of Admixture swell soil.This measure prevents the mud sediment excessive velocities, causes in load case bottom mud blocked up.
During the poured pile base underwater concrete, conduit mouth is when the following scope of load case, and the concrete slump ratio of perfusion is controlled at 200-220mm.
After testing is finished, fill near spaces all the load case full through ultrasonic wave sounding pipeline pneumatic mortar.
During concrete perfusion, having calculated needs how many concrete, the concrete slump of this batch to press 200-220mm control altogether when conduit mouth is filled into load case apical side height, and the concrete afterwards slump is pressed normal value 160mm-200mm control.When mainly preventing to turn on the underwater concrete, this measure give load case bottom impact force the excessive rising of steel cage that causes.
The pile foundation concrete reaches desired strength, does the bearing capacity of pile foundation test.After finishing bearingtest, pile foundation has the space of disconnection at load case place, for letting pile foundation not influence use, through ultrasonic wave sounding pipe position mud jacking, fills the space, guarantees the pile foundation globality.
Compared with prior art, the present invention has overcome that installation load case time length, rising of steel cage, load case bottom mud are blocked up, pile foundation has standoff effects pile foundation quality, construction speed to wait deficiency, pile foundation good integrity slowly at load case place.
Description of drawings
Fig. 1 is a construction general arrangement of the present invention.Among the figure, 1-data collecting system, 2-datum line beam, 3-displacement transducer, 4-loading system, 5-oil pipe, 6-sound detecting pipe (wearing the steel pipe of displacement silk), 7-load case, 8-displacement silk.
Fig. 2 is connected sketch map for load case of the present invention with reinforcing cage.Among the figure, 9-pile foundation main reinforcement, 10-sound detecting pipe A section (making together) with reinforcing cage; 11-interior round stirrup; 12-loudspeaker reinforcing bar (diameter and quantity are with pile foundation master muscle), 13-stiffener (diameter and quantity are with pile foundation master muscle), 14-sound detecting pipe B section (making together) with the load case.
The specific embodiment
Embodiments of the invention: this method comprises following process: the first, and preparation of construction comprises the equalization point position that calculates the self-balancing approach peg as requested, the quantity of confirming peg, hole perpendicularity is detected in boring, clear hole; The second, the load case is made and is welded with reinforcing cage; The 3rd, reinforcing cage is installed; The 4th, clear once more hole; The 5th, concrete perfusion; The 6th, self-balancing approach detects; The 7th, the pipeline pneumatic mortar reinforcement.
The first, preparation of construction.
(1) calculates the equalization point position of self-balancing approach peg and the quantity of definite peg according to design and code requirement.
(2) press design drawing construction stake basis, prevent inclined to one side hole, inclined hole; Note head in the hole, prevent the hole of collapsing of playing a reversed role, note clear hole during whole hole.After boring is accomplished, the detection of vertical degree.
The second, the load case is made and is welded with reinforcing cage.
(1) load case 7 is placed on smooth field on the ground, utilizes crane will go up that joint reinforcing cage (pillar) is sling and load case upper plate is welded and fused, loudspeaker muscle 12 in the welding; The load box plate is connected with following joint reinforcing cage then, and welding is loudspeaker muscle 12 down; At the bottom of utilizing crane that testing equipment and reinforcing cage are put into.Perhaps load case 7 erects, and connects on the ground with conventional reinforcing cage colligation is the same.Can be according to the lifting condition at scene, the design length of reinforcing cage and the buried depth position of load case etc.; Merogenesis is made reinforcing cage; The first segment reinforcing cage is entirely gone up for the load case is erected at, and reinforcing cage and load case lower plate are welded and fused and weld down the loudspeaker muscle; Second joint reinforcing cage and the load case upper plate is welded and fused and welds the loudspeaker muscle; The back is lifted by crane the aperture with crane with this two joint reinforcing cage and steel case one, other joint reinforcing cages that welding connects with sleeve and makes in advance on the aperture.
(2) overlap joint connects with sleeve pipe sound detecting pipe A section (being the outer pillar of displacement rod) between 10, and is welded into integral body with reinforcing cage, guarantees that pillar does not ooze mud.
The 3rd, reinforcing cage is installed.
(1) load case 7 should be connected firmly with all main muscle of reinforcing cage, and the reinforcing cage axis should be consistent with load case axis, guarantees that the load case application of force is consistent with the bearing capacity direction.Load case levelness was less than 5% after crane was sling vertically.
(2) before the pile foundation descending reinforcing cage, sediment thickness detects once more at the bottom of reply stake aperture, verticality, the hole.
The 4th, clear once more hole.
Behind the clear first hole, the concentration of mud and normal hole stake concentration are on the low side (and add Admixture swell soil slow down the settling velocity of mud), and reinforcing cage and load case are put into Kong Zhonghou need carry out the clear hole of secondary.
The 5th, concrete perfusion.
(1) inspection begins fluid concrete after errorless, when concrete during near the load case, pulls out conduit speed and should slow down, when load upper box part concrete can pull out the load case, continuous concrete placing to design stake top in the conduit bottom during greater than 2.5 m.Load lower box part concrete slump should be greater than 200 mm, are convenient to concrete and turn on fast at load case place.
(2) in construction (concreting, broken pile crown) process, note protection load case, oil pipe and steel pipeline sealing end.
(3) treat the certain intensity of concrete after, utilize ultrasound examination pile foundation concrete quality.
(4) built concrete after, smooth place, and reference for installation beam 2, datum line beam is adjusted when arranging as the case may be.During the land test pile, the pile foundation under the datum line beam (can adopt i iron more than No. 20) is squeezed into and is no less than 2m in the soil.Datum line beam one end and pile foundation are hinged, the other end and pile foundation welding, and datum line beam length generally is not less than 8m.
The 6th, self-balancing approach detects.
Be written into and adopt maintained load test (ML-test) at a slow speed, test (JTJ041-2000) is carried out with " foundation pile static loading test self-balancing approach " (JT/T 738-2009) by People's Republic of China's " highway bridge and culvert construction technique normalizing ".
The 7th, the pipeline pneumatic mortar reinforcement.
Because of some engineering is directly on engineering piles, to detect, thus detected the back use pneumatic mortar machine to isolate the space to pipeline and load chest through sound detecting pipe 6 to utilize slurries to fill full.
Claims (6)
1. self-balancing approach bearing capacity of pile foundation experimental rig job practices; It is characterized in that: this method comprises following process: the first, and preparation of construction comprises the equalization point position that calculates the self-balancing approach peg as requested, the quantity of confirming peg; Hole perpendicularity is detected in boring, clear hole; The second, the load case is made and is welded with reinforcing cage; The 3rd, reinforcing cage is installed; The 4th, clear once more hole; The 5th, concrete perfusion; The 6th, self-balancing approach detects.
2. self-balancing approach bearing capacity of pile foundation experimental rig job practices according to claim 1, it is characterized in that: this method also comprises following process: the 7th, the pipeline pneumatic mortar reinforcement.
3. self-balancing approach bearing capacity of pile foundation experimental rig job practices according to claim 1, it is characterized in that: the reinforcing cage that is welded with the load case is made a joint separately, and determines the weight of single-unit reinforcing cage according to the on-site hoisting ability.
4. self-balancing approach bearing capacity of pile foundation experimental rig job practices according to claim 1 is characterized in that: before the concrete perfusion, the sand factor of pile foundation mud is at the low value of code requirement, and adds the slow down settling velocity of mud of Admixture swell soil.
5. self-balancing approach bearing capacity of pile foundation experimental rig job practices according to claim 1 is characterized in that: during the poured pile base underwater concrete, conduit mouth is when the following scope of load case, and the concrete slump ratio of perfusion is controlled at 200-220mm.
6. self-balancing approach bearing capacity of pile foundation experimental rig job practices according to claim 2 is characterized in that: after testing is finished, fill near spaces all the load case full through ultrasonic wave sounding pipeline pneumatic mortar.
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Cited By (21)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102828533A (en) * | 2012-09-17 | 2012-12-19 | 中国建筑第八工程局有限公司 | Vertical pressure resistance static load test pile head advanced processing node of cast-in-place pile and construction method |
| CN103850251A (en) * | 2014-03-20 | 2014-06-11 | 南昌永祺科技发展有限公司 | Mechanical drilling cast-in-place pile |
| CN103953075A (en) * | 2014-04-24 | 2014-07-30 | 国家海洋局第二海洋研究所 | Loading box grouting device and grouting technology based on pile self-balancing test pile method |
| CN104088307A (en) * | 2014-07-21 | 2014-10-08 | 张百全 | Method for detecting vertical bearing capacity of pile foundation |
| CN104215515A (en) * | 2014-09-17 | 2014-12-17 | 中国地质大学（武汉） | Self-counterforce type deep hole batholith load test device and test method thereof |
| CN104234043A (en) * | 2014-09-12 | 2014-12-24 | 中冶交通工程技术有限公司 | Construction method for cast-in-place pile |
| CN105625485A (en) * | 2016-02-05 | 2016-06-01 | 中铁城建集团第二工程有限公司 | Method for accurately measuring concrete perfusion elevation of underwater pile-foundation |
| CN105780825A (en) * | 2016-03-28 | 2016-07-20 | 中国十七冶集团有限公司 | Pile foundation construction environment control and evaluation method based on self-balanced detection test |
| CN105839678A (en) * | 2016-04-11 | 2016-08-10 | 湖北工业大学 | Improved pile foundation vertical bearing capacity test reverse self-balanced method and testing device |
| CN105937250A (en) * | 2015-08-12 | 2016-09-14 | 舟山市智海技术开发有限公司 | Self-balance inclined steel-pipe pile test structure and test method |
| CN106049559A (en) * | 2016-05-23 | 2016-10-26 | 中国十七冶集团有限公司 | Load-compensation-based large-diameter pile foundation self-balanced detecting method |
| CN107100209A (en) * | 2013-06-20 | 2017-08-29 | 三峡大学 | A kind of panoramic ultrasonic side wall detector |
| CN107975076A (en) * | 2016-08-09 | 2018-05-01 | 侯宏伟 | Parallel seismic wave method determines the detection device and its detection method of foundation pile length |
| CN108005132A (en) * | 2017-12-26 | 2018-05-08 | 浙江理工大学 | Compressive Bearing Capacity of Single Pile detection device and from anchor test method |
| CN108166546A (en) * | 2018-01-24 | 2018-06-15 | 中建三局第二建设工程有限责任公司 | A kind of device and construction method that pile foundation preloading is carried out using self-balancing static load |
| CN110056019A (en) * | 2019-05-20 | 2019-07-26 | 天津市建桓地基基础检测有限公司 | A kind of self-balancing static load formula pile foundation test device and construction method |
| CN110409523A (en) * | 2019-08-16 | 2019-11-05 | 江西联保工程咨询有限公司 | A kind of load box of two-tube reversible unidirectional grouting under pressure |
| CN111236327A (en) * | 2020-01-17 | 2020-06-05 | 武汉建诚工程技术有限公司 | Load box for self-balancing detection, pile foundation bearing capacity detection device and method |
| CN111827375A (en) * | 2020-07-17 | 2020-10-27 | 中铁六局集团有限公司 | Construction method for detecting foundation pile load based on self-balancing static load |
| CN112195983A (en) * | 2020-09-24 | 2021-01-08 | 三峡大学 | Device and method for self-balancing measurement of resistance of multiple pile sides and pile ends of expansion pile |
| CN115305973A (en) * | 2022-08-18 | 2022-11-08 | 东南大学 | Nondestructive cast-in-place pile bearing capacity and three-dimensional imaging integrated test system |
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| CN102828533B (en) * | 2012-09-17 | 2014-10-15 | 中国建筑第八工程局有限公司 | Vertical pressure resistance static load test pile head advanced processing node of cast-in-place pile and construction method |
| CN102828533A (en) * | 2012-09-17 | 2012-12-19 | 中国建筑第八工程局有限公司 | Vertical pressure resistance static load test pile head advanced processing node of cast-in-place pile and construction method |
| CN107100209A (en) * | 2013-06-20 | 2017-08-29 | 三峡大学 | A kind of panoramic ultrasonic side wall detector |
| CN107100209B (en) * | 2013-06-20 | 2018-01-12 | 三峡大学 | A kind of panoramic ultrasonic side wall detector |
| CN103850251B (en) * | 2014-03-20 | 2016-06-22 | 南昌永祺科技发展有限公司 | A kind of Model analysis |
| CN103850251A (en) * | 2014-03-20 | 2014-06-11 | 南昌永祺科技发展有限公司 | Mechanical drilling cast-in-place pile |
| CN103953075A (en) * | 2014-04-24 | 2014-07-30 | 国家海洋局第二海洋研究所 | Loading box grouting device and grouting technology based on pile self-balancing test pile method |
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| CN104234043B (en) * | 2014-09-12 | 2016-08-24 | 中冶交通工程技术有限公司 | A kind of cast-in-place pile construction method |
| CN104215515A (en) * | 2014-09-17 | 2014-12-17 | 中国地质大学（武汉） | Self-counterforce type deep hole batholith load test device and test method thereof |
| CN105937250B (en) * | 2015-08-12 | 2018-02-09 | 施阿丹 | Inclined steel-pipe pile self-balancing approach test structure and method of testing |
| CN105937250A (en) * | 2015-08-12 | 2016-09-14 | 舟山市智海技术开发有限公司 | Self-balance inclined steel-pipe pile test structure and test method |
| CN105625485A (en) * | 2016-02-05 | 2016-06-01 | 中铁城建集团第二工程有限公司 | Method for accurately measuring concrete perfusion elevation of underwater pile-foundation |
| CN105780825B (en) * | 2016-03-28 | 2017-11-21 | 中国十七冶集团有限公司 | A kind of pile foundation construction environmental Kuznets Curves and evaluation method based on autobalanced detection experiment |
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| CN105839678B (en) * | 2016-04-11 | 2017-08-15 | 湖北工业大学 | A kind of modified vertical bearing capacity tests reverse self-balancing approach and experimental rig |
| CN105839678A (en) * | 2016-04-11 | 2016-08-10 | 湖北工业大学 | Improved pile foundation vertical bearing capacity test reverse self-balanced method and testing device |
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| CN108005132A (en) * | 2017-12-26 | 2018-05-08 | 浙江理工大学 | Compressive Bearing Capacity of Single Pile detection device and from anchor test method |
| CN108166546A (en) * | 2018-01-24 | 2018-06-15 | 中建三局第二建设工程有限责任公司 | A kind of device and construction method that pile foundation preloading is carried out using self-balancing static load |
| CN110056019A (en) * | 2019-05-20 | 2019-07-26 | 天津市建桓地基基础检测有限公司 | A kind of self-balancing static load formula pile foundation test device and construction method |
| CN110409523A (en) * | 2019-08-16 | 2019-11-05 | 江西联保工程咨询有限公司 | A kind of load box of two-tube reversible unidirectional grouting under pressure |
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| CN111236327B (en) * | 2020-01-17 | 2021-10-15 | 武汉建诚工程技术有限公司 | Load box for self-balancing detection, pile foundation bearing capacity detection device and method |
| CN111827375A (en) * | 2020-07-17 | 2020-10-27 | 中铁六局集团有限公司 | Construction method for detecting foundation pile load based on self-balancing static load |
| CN112195983A (en) * | 2020-09-24 | 2021-01-08 | 三峡大学 | Device and method for self-balancing measurement of resistance of multiple pile sides and pile ends of expansion pile |
| CN115305973A (en) * | 2022-08-18 | 2022-11-08 | 东南大学 | Nondestructive cast-in-place pile bearing capacity and three-dimensional imaging integrated test system |
| CN115305973B (en) * | 2022-08-18 | 2024-02-13 | 东南大学 | Nondestructive filling pile bearing capacity and three-dimensional imaging integrated test system |
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Application publication date: 20120704 |