CN108331043A - Large diameter and very long pile loading test device and detection method - Google Patents
Large diameter and very long pile loading test device and detection method Download PDFInfo
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- CN108331043A CN108331043A CN201810221700.1A CN201810221700A CN108331043A CN 108331043 A CN108331043 A CN 108331043A CN 201810221700 A CN201810221700 A CN 201810221700A CN 108331043 A CN108331043 A CN 108331043A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
Abstract
The invention discloses a kind of large diameter and very long pile loading test device and detection method, solve when tested pile foundation requires loading force larger, the tension pull out force limiting value for providing the existing pile foundation of counter-force cannot be satisfied the problem of load requires.In tested pile foundation（1）Stake top on be provided with jack（3）With first order cuboid component box（4）, in left side skirt piles（6）Pile crown reinforcing bar on be welded with left fixed anchorage（7）, in right side skirt piles（8）Pile crown reinforcing bar on be welded with right fixed anchorage（9）, left fixed anchorage passes through left connection anchorage（10）With first order steel strand wires（11）It links together, the other end of first order steel strand wires passes through first order cuboid component box（4）The first order steel strand wires of upper setting pass through hole（5）Afterwards with right connection anchorage（12）The other end of connection, right connection anchorage is connect with right fixed anchorage.While completing big loading force loading test, protect pile foundation stablizes safety.
Description
Technical field
The present invention relates to a kind of soft soil roadbed foundation reinfored stake or the loading test device and detection method of bridge pile foundation,
More particularly to the loading test device and detection method of a kind of great diameter and long pile foundation.
Background technology
It, be to the ultimate bearing of pile foundation single pile vertical resistance pressure, resistance to plucking according to technological requirement after the completion of Bridge Pile Foundation Construction
Power is sampled test for static load, to detect whether it reaches the design requirement of single pile vertical resistance pressure, CAPO test, plays
Identify the effect of pile body pile quality.Existing bearing capacity of pile foundation detection method mainly has four major class：Static test, Large strain method
（CASE methods）, self-balancing approach, stationary-mobile pile testing method.Static test therein is divided into as accumulation load method and anchored pile-testing method.In great diameter and long
In the pre-compression test of stake, since load is larger, limited by loading environment, accumulation load method cannot be used, mainly using anchored pile-testing method and
Self-balancing test method(s), but self-balancing approach is technically immature, and there are significant limitations for application, especially to great diameter and long
The problem of self-balancing approach of stake needs individually to perform uplift pile at the scene, and it is big that there are test sites, and scene cannot be satisfied；Therefore, most
Common test method is anchored pile-testing method.Anchored pile-testing method is that a lateral reaction beam is arranged on the pile crown of large diameter and very long pile, in cross
It is set in parallel two longitudinal reaction beams again on the both ends of reaction beam, jack pedestal is set at the both ends of longitudinal reaction beam,
It asks jack pedestal to be arranged in existing other pile foundations around tested pile foundation, is provided using these existing pile foundations pre-
Press counter-force, with reinforcing bar by jack pedestal with the reinforcement welding in the pile foundation that counter-force is provided together with, jack pedestal with indulge
To jack is arranged between reaction beam, the top lift of four jack is controlled, to reach the load to being tested pile foundation.Due to quilt
It is generally different from the pile foundation spacing for providing counter-force to test pile foundation, jack pedestal and the stake for providing counter-force when this anchored pile-testing method is installed
The centering of base is not easy to adjust control at the scene, is also easy to generate overshoot in the incipient stage of experiment；In addition, during the test,
Test anchoring pile can generate the pile foundation for providing counter-force the pulling capacity straight up of larger concentration, be provided instead to be easy to cause
Power pile foundation generates larger displacement amount, will increase the disturbance of its inter-pile soil；In addition, when the test for carrying out next tested pile foundation
When, a tested pile foundation with provide the spacing of the pile foundation of counter-force for it and can have greatly changed, need to re-replace horizontal, vertical
To reaction beam, being significantly increased for testing cost is caused；The loading force of especially this loading method is by two longitudinal counter-forces
What four jack of beam end provided, the reinforcing bar in the pile foundation that loading force passes through four offer counter-forces being tested around pile foundation
Pulling capacity is balanced load, and when tested pile foundation requires loading force excessive, the pile foundation of four offer counter-forces is allowed
On the limiting value of the amount of pulling out usually cannot be satisfied the requirement of loading force, cause the anchored pile-testing method test of this kind of mode that can not carry out.
Invention content
The present invention provides a kind of large diameter and very long pile loading test device and detection method, solve when tested test pile
Base require loading force it is larger when, provide the existing pile foundation of counter-force tension pull out force limiting value cannot be satisfied load require technology ask
Topic.
The present invention is to solve the above technical problem by the following technical programs：
A kind of large diameter and very long pile loading test device, including tested pile foundation are provided with steel plate in the stake top of tested pile foundation,
It is provided with jack on steel plate, first order cuboid component box is provided on jack, is set on cuboid component box
It is equipped with first order steel strand wires and passes through hole, existing left side skirt piles, the pile crown reinforcing bar of skirt piles in left side are set in the left side of tested pile foundation
On be welded with left fixed anchorage, existing right side skirt piles are set on the right side of tested pile foundation, are welded on the pile crown reinforcing bar of right side skirt piles
It is connected to right fixed anchorage, left fixed anchorage is linked together by left connection anchorage with first order steel strand wires, first order steel strand wires
The other end pass through the first order steel strand wires that are arranged on first order cuboid component box that the right connection anchorages of Kong Houyu is passed through to connect
Together, the other end of right connection anchorage links together with right fixed anchorage, and the pile crown of existing left side skirt piles is provided with a left side
Displacement meter is provided with right displacement meter on the pile crown of existing right side skirt piles.
Second level cuboid component box is provided on first order cuboid component box, in second level cuboid point
It is provided with second level steel strand wires on power box and passes through hole, existing front side skirt piles are provided on front side of tested pile foundation, in existing front side
Fixed anchorage before being welded on the pile crown reinforcing bar of skirt piles, is provided with existing rear side skirt piles, after existing on rear side of tested pile foundation
Anchorage is fixed after being welded on the pile crown reinforcing bar of side stake, connection anchorage is connect with second level steel strand wires after rear fixed anchorage passes through
Together, the other end of second level steel strand wires passes through the second level steel strand wires being arranged on the cuboid component box of the second level to pass through hole
It links together afterwards with preceding connection anchorage, the other end of preceding connection anchorage links together with preceding fixed anchorage, in existing front side
The pile crown of skirt piles is provided with preceding displacement meter, displacement meter after being provided on the pile crown of existing rear side skirt piles.
Third level cuboid component box can be set on the cuboid component box of the second level, in third level cuboid point
Power box steel strand wires pass through and are provided with third level steel strand wires on hole, and it is rectangular the fourth stage can be arranged on third level cuboid component box
Bodily form component box passes through in fourth stage cuboid component box steel strand wires and is provided with fourth stage steel strand wires on hole；First order steel twists
Line, fourth stage steel strand wires, second level steel strand wires and third level steel strand wires are arranged centered on tested pile foundation in radioactivity.
A kind of large diameter and very long pile bearing capacity test method, includes the following steps：
The first step, the stake top setting steel plate in tested pile foundation, are arranged jack, it is long that the first order are arranged on jack on the steel plate
Cube shape component box is arranged first order steel strand wires across hole on cuboid component box, is provided on the left of tested pile foundation
Existing left side skirt piles weld left fixed anchorage on the pile crown reinforcing bar of left side skirt piles, are provided on the right side of tested pile foundation existing
Right side skirt piles, weld left fixed anchorage on the pile crown reinforcing bar of right side skirt piles, and left fixed anchorage passes through left connection anchorage and first
Grade steel strand wires link together, and the other end of first order steel strand wires passes through the first order being arranged on first order cuboid component box
Steel strand wires link together across the right connection anchorages of Kong Houyu, and the other end of right connection anchorage is connected to one with right fixed anchorage
It rises, left dislocation meter is set in the pile crown of existing left side skirt piles, right displacement meter is set on the pile crown of existing right side skirt piles；First
It is provided with second level cuboid component box on grade cuboid component box, cuboid component box is provided with second in the second level
Grade steel strand wires pass through hole, existing front side skirt piles are provided on front side of tested pile foundation, on the pile crown reinforcing bar of existing front side skirt piles
Fixed anchorage before being welded with, is provided with existing rear side skirt piles, in the pile crown reinforcing bar of existing rear side skirt piles on rear side of tested pile foundation
On be welded with after fix anchorage, connection anchorage links together with second level steel strand wires after rear fixed anchorage passes through, second level steel
The other end of twisted wire connects anchorage before passing through the second level steel strand wires being arranged on the cuboid component box of the second level to pass through Kong Houyu
It links together, the other end of preceding connection anchorage links together with preceding fixed anchorage, is arranged in the pile crown of existing front side skirt piles
There is preceding displacement meter, displacement meter after being provided on the pile crown of existing rear side skirt piles；
Second step, unlatching jack carry out tested bearing capacity of pile foundation detection, while observing left dislocation meter, right displacement meter, preceding displacement
Meter, rear displacement meter, when left dislocation meter or right displacement meter or after displacement meter or preceding displacement meter, as long as there are one shown by displacement meter
When displacement is more than Pile Foundations Design limiting value, stops jack jacking, the pressure gauge on jack is read, if the pressure on jack
When power tabular value reaches loading force design value, keep preloading condition to the stipulated time, if the pressure tabular value on jack not up to adds
When carrying power design value, following third step is carried out；
Third step, release jack, make the top iron of jack be retracted into initial position；It is set on the cuboid component box of the second level
Third level cuboid component box is set, is passed through in third level cuboid component box steel strand wires and third level steel strand wires is set on hole,
Fourth stage cuboid component box is set on third level cuboid component box, in fourth stage cuboid component box steel strand wires
Fourth stage steel strand wires are set on hole；First order steel strand wires, fourth stage steel strand wires, second level steel strand wires, third level steel strand wires
It is arranged in radioactivity centered on tested pile foundation；
4th step is again turned on jack and carries out tested bearing capacity of pile foundation detection, while observing left dislocation meter, right displacement meter, preceding
Displacement meter behind displacement meter, left back displacement meter and the right side before displacement meter, rear displacement meter, left front displacement meter, the right side, when one of displacement
When the displacement of meter is more than Pile Foundations Design limiting value, stop the jacking of jack, the pressure gauge on jack is read, if jack
On pressure tabular value when reaching loading force design value, keep preloading condition to the stipulated time, if jack pressure tabular value is not up to
When loading force design value, level V component box and the 6th grade of component box are respectively set on fourth stage cuboid component box, and
Connect corresponding steel strand wires, until each displacement meter displacement be no more than limiting value, and jack pressure tabular value reach plus
Until carrying when power design load value requires.
The present invention solve loading force required by tested pile foundation it is larger when, be capable of providing the tension of the existing pile foundation of counter-force
The limiting value of pull out force cannot be satisfied the technical barrier that its load requires, and overcomes test of bearing capacity and is easy to cause existing pile foundation generation
The defect for disturbing displacement, while completing big loading force loading test, protect pile foundation stablizes safety.
Description of the drawings
Fig. 1 is the structural schematic diagram of the present invention；
Fig. 2 is structural schematic diagram of the present invention in overlook direction；
Fig. 3 is the structural schematic diagram of the cuboid component box of the present invention.
Specific implementation mode
The present invention is described in detail below in conjunction with the accompanying drawings：
A kind of large diameter and very long pile loading test device, including tested pile foundation 1, steel plate is provided in tested 1 stake top of pile foundation
2, it is provided with jack 3 on steel plate 2, first order cuboid component box 4 is provided on jack 3, in cuboid point
It is provided with first order steel strand wires on power box 4 and passes through hole 5, the left side of tested pile foundation 1 is provided with existing left side skirt piles 6, in left side
It is welded with left fixed anchorage 7 on the pile crown reinforcing bar of skirt piles 6, the right side of tested pile foundation 1 is provided with existing right side skirt piles 8, on the right side
Right fixed anchorage 9 is welded on the pile crown reinforcing bar of side stake 8, left fixed anchorage 7 is twisted by left connection anchorage 10 and first order steel
Line 11 links together, and the other end of first order steel strand wires 11 passes through the first order being arranged on first order cuboid component box 4
Steel strand wires link together after passing through hole 5 with right connection anchorage 12, and the other end of right connection anchorage 12 is connect with right fixed anchorage 9
Together, the pile crown of existing left side skirt piles 6 is provided with left dislocation meter 13, the right side is provided on the pile crown of existing right side skirt piles 8
Displacement meter 14.
Second level cuboid component box 15 is provided on first order cuboid component box 4, in second level cuboid
Shape component box 15 is provided with second level steel strand wires and passes through hole, the front side of tested pile foundation 1 is provided with existing front side skirt piles 16, existing
Fixed anchorage before being welded on the pile crown reinforcing bar for having front side skirt piles 16 is provided with existing rear side skirt piles in the rear side of tested pile foundation 1
17, anchorage is fixed after being welded on the pile crown reinforcing bar of existing rear side skirt piles 17, connection anchorage and the after rear fixed anchorage passes through
Two level steel strand wires 18 link together, and the other end of second level steel strand wires 18 passes through to be arranged on second level cuboid component box 15
Second level steel strand wires pass through Kong Houyu before connection anchorage link together, the other end of preceding connection anchorage connects with preceding fixed anchorage
It is connected together, the displacement meter before the pile crown of existing front side skirt piles 16 is provided with is provided on the pile crown of existing rear side skirt piles 17
Displacement meter afterwards.
Third level cuboid component box 21 can be set on second level cuboid component box 15, in third level cuboid
21 steel strand wires of shape component box pass through and are provided with third level steel strand wires 19 on hole, can be arranged on third level cuboid component box 21
Fourth stage cuboid component box 22 passes through in fourth stage cuboid component box steel strand wires and is provided with fourth stage steel strand wires on hole
20；First order steel strand wires 11, fourth stage steel strand wires 20, second level steel strand wires 18 and third level steel strand wires 19 are with tested pile foundation 1
Centered in radioactivity arrangement.
A kind of large diameter and very long pile bearing capacity test method, includes the following steps：
Steel plate 2 is arranged in the stake top of tested pile foundation 1 in the first step, and jack 3 is arranged on steel plate 2, and the is arranged on jack 3
Level-one cuboid component box 4 is provided with first order steel strand wires on cuboid component box 4 and passes through hole 5, in tested pile foundation 1
Left side be provided with existing left side skirt piles 6, left fixed anchorage 7 is welded on the pile crown reinforcing bar of left side skirt piles 6, in tested pile foundation 1
Right side be provided with existing right side skirt piles 8, right fixed anchorage 9, left fixed anchorage 7 are welded on the pile crown reinforcing bar of right side skirt piles 8
It is linked together with first order steel strand wires 11 by left connection anchorage 10, the other end of first order steel strand wires 11 passes through the first order long
The first order steel strand wires being arranged on cube shape component box 4 link together after passing through hole 5 with right connection anchorage 12, right connection anchorage
12 other end links together with right fixed anchorage 9, and the pile crown of existing left side skirt piles 6 is provided with left dislocation meter 13, existing
It is provided with right displacement meter 14 on the pile crown for there are right side skirt piles 8；It is rectangular it to be provided with the second level on first order cuboid component box 4
Bodily form component box 15 is provided with second level steel strand wires on second level cuboid component box 15 and passes through hole, in tested pile foundation 1
Front side is provided with existing front side skirt piles 16, and anchorage is fixed before being welded on the pile crown reinforcing bar of existing front side skirt piles 16, tested
The rear side of pile foundation 1 is provided with existing rear side skirt piles 17, and anchorage is fixed after being welded on the pile crown reinforcing bar of existing rear side skirt piles 17, after
Connection anchorage links together with second level steel strand wires 18 after fixed anchorage passes through, and the other ends of second level steel strand wires 18 is across the
Connection anchorage links together before the second level steel strand wires being arranged on two level cuboid component box 15 pass through Kong Houyu, preceding connection
The other end of anchorage links together with preceding fixed anchorage, the displacement meter before the pile crown of existing front side skirt piles 16 is provided with, existing
It is provided with rear displacement meter on the pile crown for there are rear side skirt piles 17；
Second step, unlatching jack 3 carry out the loading test of tested pile foundation 1, while observing left dislocation meter 13, right displacement meter
14, preceding displacement meter and rear displacement meter, when left dislocation meter 13 or right displacement meter 14 or after displacement meter or preceding displacement meter, if there are one
When displacement shown by displacement meter is more than Pile Foundations Design limiting value, stops jack 3 and jack, read the pressure on jack 3
Table keeps preloading condition to the stipulated time, if on jack 3 if the pressure tabular value on jack 3 reaches loading force design value
Pressure tabular value when being not up to loading force design value, carry out following third step；
Third step, release jack 3, make the top iron of jack be retracted into initial position；The cuboid component box 15 in the second level
On third level cuboid component box 21 can be set, passed through in 21 steel strand wires of third level cuboid component box and be provided with the on hole
Fourth stage cuboid component box 22 can be arranged, in the fourth stage in three-level steel strand wires 19 on third level cuboid component box 21
Cuboid component box steel strand wires pass through and are provided with fourth stage steel strand wires 20 on hole；First order steel strand wires 11, fourth stage steel strand wires
20, second level steel strand wires 18 and third level steel strand wires 19 are arranged centered on being tested pile foundation 1 in radioactivity；
4th step is again turned on jack 3 and carries out the loading test of tested pile foundation 1, while observing left dislocation meter 13, right displacement
Displacement meter behind displacement meter, left back displacement meter and the right side before meter 14, preceding displacement meter, rear displacement meter, left front displacement meter, the right side, when therein
When the displacement of displacement meter is more than Pile Foundations Design limiting value, stops jack 3 and jack, read the pressure gauge on jack, if thousand
When pressure tabular value on jin top reaches loading force design value, keep preloading condition to the stipulated time, if jack pressure tabular value is not
When reaching loading force design value, level V component box and the 6th grade of component box are distinguished simultaneously on fourth stage cuboid component box 22
Corresponding steel strand wires are connected, are so recycled, until the displacement of each displacement meter is no more than limiting value, and jack pressure table
Until value reaches design load requirement.
The bearing capacity of pile foundation detection device of the present invention and the prefabricating load of detection method be by symmetrical inclined drawing steel stranded wire and
Cuboid component box structural system realizes as counterforce structure, can adjust load by adjusting the quantity of steel strand wires,
Since steel strand wires have flexible characteristic, solve tested test pile and asking for the pitch-limited between the existing skirt piles of test
Topic, skirt piles can be pulled together with test pile by steel strand inclined flexible, complete bearing capacity load test, multistage by increasing
Component box realizes classification connection and load, substantially reduces the load pulled up to skirt piles in test loading procedure, makes test process
The pull-up disturbance to skirt piles is farthest alleviated, the input of a large amount of steel constructions and ballast weight is reduced, it need not be additional
Pile foundation is built again, saves experimentation cost, has the characteristics that simple, efficient, load is big, wide adaptation range and test connection speed are fast.
Claims (4)
1. a kind of large diameter and very long pile loading test device, including tested pile foundation（1）, in tested pile foundation（1）Stake top on set
It is equipped with steel plate（2）, in steel plate（2）On be provided with jack（3）, in jack（3）On be provided with first order cuboid component
Box（4）, which is characterized in that in cuboid component box（4）On be provided with first order steel strand wires pass through hole（5）, in tested pile foundation
（1）Left side be provided with existing left side skirt piles（6）, in left side skirt piles（6）Pile crown reinforcing bar on be welded with left fixed anchorage（7）,
In tested pile foundation（1）Right side be provided with existing right side skirt piles（8）, in right side skirt piles（8）Pile crown reinforcing bar on be welded with it is right solid
Determine anchorage（9）, left fixed anchorage（7）Pass through left connection anchorage（10）With first order steel strand wires（11）It links together, the first order
Steel strand wires（11）The other end pass through first order cuboid component box（4）The first order steel strand wires of upper setting pass through hole（5）Afterwards
With right connection anchorage（12）It links together, right connection anchorage（12）The other end and right fixed anchorage（9）It links together,
Existing left side skirt piles（6）Pile crown be provided with left dislocation meter（13）, in existing right side skirt piles（8）Pile crown on be provided with right displacement
Meter（14）.
2. a kind of large diameter and very long pile loading test device according to claim 1, which is characterized in that long in the first order
Cube shape component box（4）On be provided with second level cuboid component box（15）, in second level cuboid component box（15）On
It is provided with second level steel strand wires and passes through hole, in tested pile foundation（1）Front side be provided with existing front side skirt piles（16）, in existing front side
Skirt piles（16）Pile crown reinforcing bar on be welded with before fixed anchorage, in tested pile foundation（1）Rear side be provided with existing rear side skirt piles
（17）, in existing rear side skirt piles（17）Pile crown reinforcing bar on be welded with after fix anchorage, rear fixed anchorage connects anchorage after passing through
With second level steel strand wires（18）It links together, second level steel strand wires（18）The other end pass through second level cuboid component box
（15）Connection anchorage links together before the second level steel strand wires of upper setting pass through Kong Houyu, and the other end of preceding connection anchorage is with before
Fixed anchorage links together, in existing front side skirt piles（16）Pile crown be provided with preceding displacement meter, in existing rear side skirt piles（17）
Pile crown on be provided with rear displacement meter.
3. a kind of large diameter and very long pile loading test device according to claim 2, which is characterized in that long in the second level
Cube shape component box（15）On be provided with third level cuboid component box（21）, in third level cuboid component box（21）'s
Steel strand wires pass through and are provided with third level steel strand wires on hole（19）, in third level cuboid component box（21）On the fourth stage can be set
Cuboid component box（22）, passed through in fourth stage cuboid component box steel strand wires and be provided with fourth stage steel strand wires on hole
（20）；First order steel strand wires（11）, fourth stage steel strand wires（20）, second level steel strand wires（18）With third level steel strand wires（19）Be with
Tested pile foundation（1）Centered in radioactivity arrangement.
4. a kind of large diameter and very long pile bearing capacity test method, includes the following steps：
The first step, in tested pile foundation（1）Stake top be arranged steel plate（2）, in steel plate（2）Upper setting jack（3）, in jack
（3）Upper setting first order cuboid component box（4）, in cuboid component box（4）Upper setting first order steel strand wires pass through hole
（5）, in tested pile foundation（1）Left side be provided with existing left side skirt piles（6）, in left side skirt piles（6）Pile crown reinforcing bar on be welded with
Left fixed anchorage（7）, in tested pile foundation（1）Right side be provided with existing right side skirt piles（8）, in right side skirt piles（8）Pile crown steel
Right fixed anchorage is welded on muscle（9）, left fixed anchorage（7）Pass through left connection anchorage（10）With first order steel strand wires（11）Connection
Together, first order steel strand wires（11）The other end pass through first order cuboid component box（4）The first order steel of upper setting twists
Line passes through hole（5）Afterwards with right connection anchorage（12）It links together, right connection anchorage（12）The other end and right fixed anchorage（9）
It links together, in existing left side skirt piles（6）Pile crown be arranged left dislocation meter, in existing right side skirt piles（8）Pile crown on be arranged
Right displacement meter（14）；In first order cuboid component box（4）Upper setting second level cuboid component box（15）, in the second level
Cuboid component box（15）On be provided with second level steel strand wires pass through hole, in tested pile foundation（1）Front side be provided with it is existing before
Side stake（16）, in existing front side skirt piles（16）Pile crown reinforcing bar on be welded with before fixed anchorage, in tested pile foundation（1）Rear side
It is provided with existing rear side skirt piles（17）, in existing rear side skirt piles（17）Pile crown reinforcing bar on be welded with after fix anchorage, it is rear fixed
Connection anchorage and second level steel strand wires after anchorage passes through（18）It links together, second level steel strand wires（18）The other end pass through the
Two level cuboid component box（15）Connection anchorage links together before the second level steel strand wires of upper setting pass through Kong Houyu, preceding company
The other end and preceding fixed anchorage for connecing anchorage link together, in existing front side skirt piles（16）Pile crown setting before displacement meter,
Existing rear side skirt piles（17）Pile crown on be arranged after displacement meter；
Second step opens jack（3）1 loading test of tested pile foundation is carried out, while observing left dislocation meter（13）, right displacement meter
（14）, preceding displacement meter and rear displacement meter, when left dislocation meter（13）Or right displacement meter（14）Or rear displacement meter or preceding displacement meter, as long as
There are one when the design limit value that the displacement shown by displacement meter is more than pile foundation, stop jack（3）Jacking, read it is very heavy
Top（3）On pressure gauge, if jack（3）On pressure tabular value when reaching loading force design value, keep preloading condition to providing
Time, if jack（3）On pressure tabular value when being not up to loading force design value, carry out following third step；
Third step, release jack（3）, the top iron of jack is made to be retracted into initial position；In second level cuboid component box
（15）Upper setting third level cuboid component box（21）, in third level cuboid component box（21）Steel strand wires pass through Kong Shangshe
Set third level steel strand wires（19）, in third level cuboid component box（21）Upper setting fourth stage cuboid component box（22）,
It is passed through in fourth stage cuboid component box steel strand wires and fourth stage steel strand wires is set on hole（20）；First order steel strand wires（11）,
Level Four steel strand wires（20）, second level steel strand wires（18）With third level steel strand wires（19）It is to be tested pile foundation（1）Centered in radiation
Property arrangement；
4th step is again turned on jack（3）Carry out tested pile foundation（1）Loading test, while observing left dislocation meter（13）、
Right displacement meter（14）, preceding displacement meter, rear displacement meter, left front displacement meter, it is right before displacement meter behind displacement meter, left back displacement meter and the right side,
When the displacement of one of displacement meter is more than the design limit value of pile foundation, stop jack（3）Jack is read in jacking
On pressure gauge, if the pressure tabular value on jack reaches load（3）When design value, keep preloading condition to the stipulated time.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201810221700.1A CN108331043B (en) | 2018-03-18 | 2018-03-18 | Large-diameter ultra-long pile bearing capacity detection device and detection method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201810221700.1A CN108331043B (en) | 2018-03-18 | 2018-03-18 | Large-diameter ultra-long pile bearing capacity detection device and detection method |
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| CN108331043B CN108331043B (en) | 2023-09-19 |
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