CN103015466A - Device for testing liquefying effect of pile foundation indoors and liquefying effect evaluation method - Google Patents
Device for testing liquefying effect of pile foundation indoors and liquefying effect evaluation method Download PDFInfo
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- CN103015466A CN103015466A CN2012105661641A CN201210566164A CN103015466A CN 103015466 A CN103015466 A CN 103015466A CN 2012105661641 A CN2012105661641 A CN 2012105661641A CN 201210566164 A CN201210566164 A CN 201210566164A CN 103015466 A CN103015466 A CN 103015466A
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Abstract
The invention relates to the test field of an effect of a liquefiable pile foundation in pile foundation treatment, in particular to a device for testing the liquefying effect of the pile foundation indoors and a liquefying effect evaluation method. The device for testing the liquefying effect of the pile foundation indoors comprises a model case, a non liquefied soil layer, a liquefied soil layer, a pile group, a cushion cap, a triggering sensor, a detector, a seismograph and the like. The device for testing the liquefying effect of the pile foundation indoors is novel in structure, skillful in concept and convenient to use. With the adoption of the method, the reinforcing effect of the liquefied pile foundations in different pile groups can be tested. The method is simple, reliable and economical. Combined with indoor load test, the bearing and deforming characteristics of design parameters of different pile foundations can be tested, and more data can be mastered.
Description
Technical field
The present invention relates to pile foundation and process the field tests of effect behind the Liquefaction Foundation, the specifically device of the anti-liquefaction effect of a kind of indoor test pile foundation and anti-liquefaction effect evaluation method.
Background technology
According to " seismic design provision in building code " (GB50011) 4.3.7 bar, when adopting the pile foundation measure all to eliminate liquefaction settlement, the length that the stake end stretches into the following steady soil of the liquefiable degree of depth should satisfy certain requirement; Adopt mark to pass through test according to 4.4.3 bar Resistance of Pile Foundation In Liquefied Soil seismic resistance calculation and calculate pile capacity, pass through the reduction coefficient that affects that ratio that hammering number and critical mark pass through the hammering number tables look-up to determine liquefaction soil layers according to actual mark simultaneously.From the above, standard still adopts standard penetration test to the method for discrimination of pile foundation processing Liquefaction Foundation effect now, and the standard injection hammering number of namely testing after the piling passes through the hammering number greater than critical mark, and then ground can be judged to and not liquefy.Standard has provided preformed pile and other Squeezing Soil Piles simultaneously to the encryption effect of soil and pile body during to the Beneficial Effect of liquefying soil limit deformation, can (form namely lays out pile according to the area replacement ratio of stake, be no less than at 5 * 5 o'clock) estimate that the mark after the piling passes through the hammering number, if differentiate simultaneously when not liquefying not reduction of bearing capacity of single pile.From the above, for the anti-liquefied foundation of pile foundation, the area replacement ratio (form namely lays out pile) of stake is a very important parameter that affects consolidation effect, if but the on-the-spot anti-liquefaction effect that goes to test the multiple form that lays out pile is difficult to again realization from funds.Just become the means of a less expensive from the lay out pile effect of pile foundation reinforcement liquefied foundation of form of lab simulation difference.
Summary of the invention
The present invention aims to provide device and the anti-liquefaction effect evaluation method of a kind of convenience, feasible, the economic anti-liquefaction effect of indoor test pile foundation.
The present invention is achieved by the following technical solutions: the device of the anti-liquefaction effect of indoor test pile foundation, comprise model casing, the shop is overlying on the non-liquefaction soil layers of model casing bottom, the liquefaction soil layers that pile things on is formed by liquefying soil on non-liquefaction soil layers, the pile group that the pile foundation of being arranged by n * n matrix forms, be connected in the cushion cap on the pile foundation stake top of pile group, the natural number of n Wei＞=5, pass liquefaction soil layers at the bottom of the pile foundation stake and go deep into non-liquefaction soil layers, and cushion cap lower surface stop bit is in foundation bed (upper surface of liquefaction soil layers), the size of described pile foundation, it is scaled that spacing and arrangement mode are actual pile foundation, the thickness of non-liquefaction soil layers is that actual non-liquefaction soil layers is dwindled in the ratio identical with pile foundation, pile foundation comprises the angle stake that is positioned at four bights of pile group, non-liquefaction soil layers upper surface and the model casing interior sidewall surface formation intersection that crosses, the straight line at the place, the outside, stake stake top, two angles of pile group one side and the intersection of homonymy form the inclined-plane, and the angle between the vertical plane that the stake outside, two angles of homonymy forms and the inclined-plane of homonymy equals
,
Angle of internal friction for liquefying soil, the vertical center line of lateral wall in model casing one side above the non-liquefaction soil layers and between the foundation bed has the top through hole, middle through-hole and lower through-hole, flip flop equipment all is installed on each through hole, described flip flop equipment is by arc track, slide on the hammering ball in the arc track, hammering cushion block and the trigger sensor of being located at hammering cushion block one side, hammering cushion block opposite side is fixed in arc track one end, arc track one end that is fixed with the hammering cushion block passes through hole, and trigger sensor and liquefying soil are coupled, the other end of arc track up, the center of circle of top through hole equals the center to center distance of two adjacent pile foundations to the distance of foundation bed, the center of circle of middle through-hole is positioned at the liquefaction soil layers middle part, and the center of circle of lower through-hole equals the center to center distance of two adjacent pile foundations to the distance of non-liquefaction soil layers upper surface; Be respectively equipped with the top receiving system relative with the top through hole along vertical direction on the model casing inside wall of the opposite side relative with flip flop equipment, the middle part receiving system relative with middle through-hole and the bottom receiving system relative with lower through-hole, described top receiving system is by the L1 wave detector, the L2 wave detector, the L3 wave detector, L4 wave detector and L5 wave detector consist of, the L3 wave detector is located at model casing inside wall lateral middle, L1 wave detector and L5 wave detector are located at respectively this model casing near on the inside wall at turning, the L2 wave detector is located on the inside wall between L1 wave detector and the L3 wave detector, the L4 wave detector is located on the inside wall between L3 wave detector and the L5 wave detector, the L1 wave detector, the L2 wave detector, the L3 wave detector, L4 wave detector and L5 wave detector and top through hole are positioned at same transverse plane, and the trigger sensor in the through hole of top, pile group is located along the same line near one of them angle stake and the L2 wave detector of wave detector one side, the trigger sensor in the through hole of top, pile group is located along the same line near another angle stake and the L4 wave detector of wave detector one side; The middle part receiving system is identical with the structure of top receiving system with the bottom receiving system; Each trigger sensor and each wave detector all are connected on the seismic detector.
A kind of evaluation method of anti-liquefaction effect, the method are used the device of the anti-liquefaction effect of described indoor test pile foundation,
A. select the great soil group of liquefaction soil layers and non-liquefaction soil layers according to the situation of actual field, the n of the pile foundation of simulated field pile group * n matrix arrangement mode;
B. the hammering ball of through hole, top is glided by the arc track upper end and clashes into the hammering cushion block, shearing wave is received by each wave detector, the shearing wave signal that receives of the waveform signal that collects according to trigger sensor of seismic detector and each wave detector simultaneously obtains propagation time of the shearing wave of each round
t i (s); The measurement triggering sensor is to the distance of each wave detector
L i (m); According to formula (1-1), try to achieve the shear-wave velocity V of each round
Si (m/ s),
Wherein
i(=1,2 ..., 5) different values corresponding different round respectively;
According to formula (1-2), try to achieve the shear-wave velocity of the liquefaction soil layers of through hole, top
(m/ s),
（1-2）；
C. repeating step B obtains respectively the shear-wave velocity of the liquefaction soil layers at middle through-hole and lower through-hole place
(m/ s);
D. according to formula (2-1), try to achieve the shearing wave threshold
(m/ s),
Wherein
Be the empirical coefficient relevant with the great soil group of earthquake intensity, liquefying soil,
The shear wave velocity measurement degree of depth (m) of counting for foundation bed,
Be the water level depth (m) of counting from foundation bed in the model casing,
Glutinous grain percent content for liquefying soil;
According to formula (2-1), obtain respectively the shearing wave threshold at top through hole, middle through-hole and lower through-hole place
(m/ s), respectively each through hole relatively
With
Size.
In the formula of the present invention (2-1), according to the great soil group of the residing region of actual field and liquefying soil, " engineering geology handbook (the 4th edition) can obtain in inquiry
The shear wave velocity measurement degree of depth (m) of counting for foundation bed is if the MTD of shearing wave is positioned at the through hole, top, then
Equal h
1If the MTD of shearing wave is positioned at the middle through-hole place, then
Equal the middle through-hole center of circle to the distance of foundation bed; In like manner, if the MTD of shearing wave is positioned at the lower through-hole place, then
Equal the lower through-hole center of circle to the distance of foundation bed;
Be the water level depth (m) of counting from foundation bed in the model casing.
If top through hole, middle through-hole and lower through-hole place
All greater than corresponding
, liquefied foundation is judged to and does not liquefy, and the success of pile foundation liquefied foundation processing is described, and anti-liquefaction effect is remarkable; Other situations (all less than, or part less than) illustrate that the pile foundation liquefied foundation processing unsuccessfully.
The apparatus structure of the anti-liquefaction effect of indoor test pile foundation of the present invention is novel, be skillfully constructed, and is easy to use, adopts the evaluation method of anti-liquefaction effect, can test the anti-liquefied foundation consolidation effect of pile foundation under the different pile groups, simple, reliable, economical; Combine with indoor load test, can test carrying and the deformation characteristic of different Design Parameters for Pile Foundations, grasp more data.
Description of drawings
Fig. 1 is the structural representation of the device of the anti-liquefaction effect of indoor test pile foundation of the present invention.
Fig. 2 is the partial structurtes schematic diagram of Fig. 1.
Fig. 3 is the transverse cross-sectional view of Fig. 1.
Among the figure: 1-model casing, the non-liquefaction soil layers of 2-, 3-liquefaction soil layers, 4-pile foundation, the stake of 4.1-angle, 5-cushion cap, the 6-arc track, 7-hammering ball, 8-hammering cushion block, 9-trigger sensor, 10-seismic detector, 11-L1 wave detector, the 12-L2 wave detector, 13-L3 wave detector, 14-L4 wave detector, 15-L5 wave detector, h
1-distance, h
2-distance, a-center to center distance.
The specific embodiment
The device of the anti-liquefaction effect of indoor test pile foundation, comprise model casing 1, the shop is overlying on the non-liquefaction soil layers 2 of model casing 1 bottom, the liquefaction soil layers 3 that pile things on is formed by liquefying soil on non-liquefaction soil layers 2, the pile group that the pile foundation 4 of being arranged by n * n matrix forms, be connected in the cushion cap 5 on 4 tops of pile foundation of pile group, the natural number of n Wei＞=5, pass liquefaction soil layers 3 at the bottom of 4 of the pile foundations and go deep into non-liquefaction soil layers 2, and cushion cap 5 lower surface stop bits are in foundation bed, the size of described pile foundation 4, it is scaled that spacing and arrangement mode are actual pile foundation, to be actual non-liquefaction soil layers dwindle in the ratio identical with pile foundation 4 thickness of non-liquefaction soil layers 2, pile foundation 4 comprises the angle stake 4.1 that is positioned at four bights of pile group, non-liquefaction soil layers 2 upper surfaces and the model casing 1 interior sidewall surface formation intersection that crosses, the straight line at place, the outside, 4.1 tops of two angle stakes of pile group one side and the intersection of homonymy form the inclined-plane, and the angle between the vertical plane that two angle stake 4.1 outsides of homonymy form and the inclined-plane of homonymy equals
,
Angle of internal friction for liquefying soil, the vertical center line of lateral wall of model casing 1 one sides above non-liquefaction soil layers 2 and between the foundation bed has the top through hole, middle through-hole and lower through-hole, flip flop equipment all is installed on each through hole, described flip flop equipment is by arc track 6, slide on the hammering ball 7 in the arc track 6, hammering cushion block 8 and the trigger sensor 9 of being located at hammering cushion block 8 one sides, hammering cushion block 8 opposite sides are fixed in arc track 6 one ends, arc track 6 one ends that are fixed with hammering cushion block 8 pass through hole, and trigger sensor 9 is coupled with liquefying soil, the other end of arc track 6 up, the center of circle of top through hole is to the distance h of foundation bed
1Equal the center to center distance a of two adjacent pile foundations 4, the center of circle of middle through-hole is positioned at liquefaction soil layers 3 middle parts, and the center of circle of lower through-hole is to the distance h of non-liquefaction soil layers 2 upper surfaces
2Equal the center to center distance a of two adjacent pile foundations 4; Be respectively equipped with the top receiving system relative with the top through hole along vertical direction on model casing 1 inside wall of the opposite side relative with flip flop equipment, the middle part receiving system relative with middle through-hole and the bottom receiving system relative with lower through-hole, described top receiving system is by L1 wave detector 11, L2 wave detector 12, L3 wave detector 13, L4 wave detector 14 and L5 wave detector 15 consist of, L3 wave detector 13 is located at model casing 1 inside wall lateral middle, L1 wave detector 11 and L5 wave detector 15 are located at respectively this model casing 1 near on the inside wall at turning, L2 wave detector 12 is located on the inside wall between L1 wave detector 11 and the L3 wave detector 13, L4 wave detector 14 is located on the inside wall between L3 wave detector 13 and the L5 wave detector 15, L1 wave detector 11, L2 wave detector 12, L3 wave detector 13, L4 wave detector 14 and L5 wave detector 15 are positioned at same transverse plane with the top through hole, and the trigger sensor 9 in the through hole of top, pile group is located along the same line the trigger sensor 9 in the through hole of top near one of them angle stake 4.1 of wave detector one side with L2 wave detector 12, pile group is located along the same line with L4 wave detector 14 near another angle stake 4.1 of wave detector one side; The middle part receiving system is identical with the structure of top receiving system with the bottom receiving system; Each trigger sensor 9 and each wave detector all are connected on the seismic detector 10.
A kind of evaluation method of anti-liquefaction effect, the method are used the device of the anti-liquefaction effect of described indoor test pile foundation,
A. select the great soil group of liquefaction soil layers 3 and non-liquefaction soil layers 2 according to the situation of actual field, the n of the pile foundation 4 of simulated field pile group * n matrix arrangement mode;
B. the hammering ball 7 of through hole, top is glided by arc track 6 upper ends and clashes into hammering cushion block 8, shearing wave is received by each wave detector, the shearing wave signal that receives of the waveform signal that collects according to trigger sensor 9 of seismic detector 10 and each wave detector simultaneously obtains propagation time of the shearing wave of each round
t i (s); Measurement triggering sensor 9 is to the distance of each wave detector
L i (m); According to formula (1-1), try to achieve the shear-wave velocity V of each round
Si (m/ s),
（1-1）
Wherein
i(=1,2 ..., 5) different values corresponding different round respectively;
According to formula (1-2), try to achieve the shear-wave velocity of the liquefaction soil layers 3 of through hole, top
(m/ s),
C. repeating step B obtains respectively the shear-wave velocity of the liquefaction soil layers 3 at middle through-hole and lower through-hole place
(m/ s);
D. according to formula (2-1), try to achieve the shearing wave threshold
(m/ s),
Wherein
Be the empirical coefficient relevant with the great soil group of earthquake intensity, liquefying soil,
The shear wave velocity measurement degree of depth (m) of counting for foundation bed,
Be the water level depth (m) of counting from foundation bed in the model casing 1,
Glutinous grain percent content for liquefying soil;
According to formula (2-1), obtain respectively the shearing wave threshold at top through hole, middle through-hole and lower through-hole place
(m/ s), respectively each through hole relatively
With
Size.
Claims (2)
1. the device of the anti-liquefaction effect of indoor test pile foundation, it is characterized in that, comprise model casing (1), the shop is overlying on the non-liquefaction soil layers (2) of model casing (1) bottom, the liquefaction soil layers (3) that pile things on is formed by liquefying soil on non-liquefaction soil layers (2), the pile group that the pile foundation (4) of being arranged by n * n matrix forms, be connected in pile foundation (a 4) cushion cap (5) that pushes up of pile group, the natural number of n Wei＞=5, pass liquefaction soil layers (3) and go deep into non-liquefaction soil layers (2) at pile foundation (4) the stake end, and cushion cap (5) lower surface stop bit is in foundation bed, the size of described pile foundation (4), it is scaled that spacing and arrangement mode are actual pile foundation, the thickness of non-liquefaction soil layers (2) is that actual non-liquefaction soil layers is dwindled in the ratio identical with pile foundation (4), pile foundation (4) comprises the angle stake (4.1) that is positioned at four bights of pile group, non-liquefaction soil layers (2) upper surface and model casing (1) the interior sidewall surface formation intersection that crosses, the straight line at the place, the outside, two angle stakes (4.1) stake top of pile group one side and the intersection of homonymy form the inclined-plane, and the angle between the vertical plane that two angle stakes (4.1) outside of homonymy forms and the inclined-plane of homonymy equals
,
Angle of internal friction for liquefying soil, be positioned at above the non-liquefaction soil layers (2) and on the vertical center line of lateral wall of model casing (1) one side between the foundation bed and have the top through hole, middle through-hole and lower through-hole, flip flop equipment all is installed on each through hole, described flip flop equipment is by arc track (6), slide on the hammering ball (7) in the arc track (6), hammering cushion block (8) and the trigger sensor (9) of being located at hammering cushion block (8) one sides, hammering cushion block (8) opposite side is fixed in arc track (6) one ends, arc track (6) one ends that are fixed with hammering cushion block (8) pass through hole, and trigger sensor (9) is coupled with liquefying soil, the other end of arc track (6) up, the center of circle of top through hole is to the distance (h of foundation bed
1) equaling the center to center distance (a) of two adjacent pile foundations (4), the center of circle of middle through-hole is positioned at liquefaction soil layers (3) middle part, and the center of circle of lower through-hole is to the distance (h of non-liquefaction soil layers (2) upper surface
2) equal the center to center distance (a) of two adjacent pile foundations (4); Be respectively equipped with the top receiving system relative with the top through hole along vertical direction on the model casing of the opposite side relative with flip flop equipment (1) inside wall, the middle part receiving system relative with middle through-hole and the bottom receiving system relative with lower through-hole, described top receiving system is by L1 wave detector (11), L2 wave detector (12), L3 wave detector (13), L4 wave detector (14) and L5 wave detector (15) consist of, L3 wave detector (13) is located at model casing (1) inside wall lateral middle, L1 wave detector (11) and L5 wave detector (15) are located at respectively this model casing (1) near on the inside wall at turning, L2 wave detector (12) is located on the inside wall between L1 wave detector (11) and the L3 wave detector (13), L4 wave detector (14) is located on the inside wall between L3 wave detector (13) and the L5 wave detector (15), L1 wave detector (11), L2 wave detector (12), L3 wave detector (13), L4 wave detector (14) and L5 wave detector (15) are positioned at same transverse plane with the top through hole, and the trigger sensor (9) in the through hole of top, pile group is located along the same line with L2 wave detector (12) near one of them angle stake (4.1) of wave detector one side, the trigger sensor (9) in the through hole of top, pile group is located along the same line with L4 wave detector (14) near another angle stake (4.1) of wave detector one side; The middle part receiving system is identical with the structure of top receiving system with the bottom receiving system; Each trigger sensor (9) and each wave detector all are connected on the seismic detector (10).
2. the evaluation method of an anti-liquefaction effect, the method is used the device of the anti-liquefaction effect of indoor test pile foundation as claimed in claim 1, it is characterized in that,
A. select the great soil group of liquefaction soil layers (3) and non-liquefaction soil layers (2) according to the situation of actual field, the n of the pile foundation of simulated field pile group (4) * n matrix arrangement mode;
B. the hammering ball (7) of through hole, top is glided by arc track (6) upper end and clashes into hammering cushion block (8), shearing wave is received by each wave detector, the shearing wave signal that receives of the waveform signal that collects according to trigger sensor (9) of seismic detector (10) and each wave detector simultaneously obtains propagation time of the shearing wave of each round
t i (s); Measurement triggering sensor (9) is to the distance of each wave detector
L i (m); According to formula (1-1), try to achieve the shear-wave velocity V of each round
Si (m/ s),
Wherein
i(=1,2 ..., 5) different values corresponding different round respectively;
According to formula (1-2), try to achieve the shear-wave velocity of the liquefaction soil layers (3) of through hole, top
(m/ s),
C. repeating step B obtains respectively the shear-wave velocity of the liquefaction soil layers (3) at middle through-hole and lower through-hole place
(m/ s);
D. according to formula (2-1), try to achieve the shearing wave threshold
(m/ s),
Wherein
Be the empirical coefficient relevant with the great soil group of earthquake intensity, liquefying soil,
The shear wave velocity measurement degree of depth (m) of counting for foundation bed,
Be the water level depth (m) of counting from foundation bed in the model casing (1),
Glutinous grain percent content for liquefying soil;
According to formula (2-1), obtain respectively the shearing wave threshold at top through hole, middle through-hole and lower through-hole place
(m/ s), respectively each through hole relatively
With
Size.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210566164.1A CN103015466B (en) | 2012-12-24 | 2012-12-24 | Device for testing liquefying effect of pile foundation indoors and liquefying effect evaluation method |
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|---|---|---|---|
| CN201210566164.1A CN103015466B (en) | 2012-12-24 | 2012-12-24 | Device for testing liquefying effect of pile foundation indoors and liquefying effect evaluation method |
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|---|---|---|---|
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103233485A (en) * | 2013-05-08 | 2013-08-07 | 山东交通学院 | Pile group model with built-in measuring elements and production method of pile group model |
| CN106777648A (en) * | 2016-12-09 | 2017-05-31 | 南京工业大学 | A kind of Anti-seismic Pile Foundation analysis method for considering liquefaction of soil mass |
| CN108797655A (en) * | 2017-04-26 | 2018-11-13 | 黄河水利职业技术学院 | A kind of multi-functional soil body thixotropy and the anti-liquefaction functional simulation device of pile foundation |
| CN111366320A (en) * | 2020-03-20 | 2020-07-03 | 盐城摩因宝新材料有限公司 | Building pile foundation anti-seismic engineering detection system and detection method thereof |
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| CN111366320A (en) * | 2020-03-20 | 2020-07-03 | 盐城摩因宝新材料有限公司 | Building pile foundation anti-seismic engineering detection system and detection method thereof |
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|---|---|
| CN103015466B (en) | 2014-08-06 |
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