CN104975621A - Multi-anchoring end retaining wall indoor model testing apparatus and testing method - Google Patents

Multi-anchoring end retaining wall indoor model testing apparatus and testing method Download PDF

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Publication number
CN104975621A
CN104975621A CN201510397633.5A CN201510397633A CN104975621A CN 104975621 A CN104975621 A CN 104975621A CN 201510397633 A CN201510397633 A CN 201510397633A CN 104975621 A CN104975621 A CN 104975621A
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China
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retaining
anchor cable
test
indoor
prestressing force
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CN201510397633.5A
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Chinese (zh)
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CN104975621B (en
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宋修广
解全一
张宏博
岳红亚
孙仁娟
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山东大学
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Abstract

The invention provides a multi-anchoring end retaining wall indoor model testing apparatus and a testing method. The testing apparatus comprises a model groove filled with simulation soil body. The model groove is formed by a pedestal, a side plate and a cantilever type retaining wall, wherein the front end of the pedestal is hinged with the bottom side of the retaining wall; the other three sides of the pedestal are fixedly connected with the bottom end of the side plate; the inner side of the retaining wall is provided with an anchor rope system anchored to the soil body; the external side of the retaining wall is provided with a prestress loading system cooperated with the anchor rope system; a hole, through which the anchor rope system can pass is formed in the retaining wall; a monitoring system is respectively arranged on the retaining wall and the anchor rope system; the prestress loading system applies prestress to the anchor rope system; and a prestress loss process of the multi-anchoring end retaining wall is monitored by the monitoring systems. The multi-anchoring end retaining wall indoor model testing apparatus can be applied to test researches for the multi-anchoring end retaining wall in different test work conditions; and the model can be conveniently processed and repeatedly used.

Description

A kind of many anchored end retaining wall indoor model test device and test method
Technical field
The present invention relates to highway construction, railway engineering, Geotechnical Engineering field, be specifically related to many anchored end retaining wall indoor model test device and test method thereof.
Background technology
Along with carrying forward vigorously of China's infrastructure construction, land resources is more short, and retaining wall structure widely uses, along with the development of retaining structure technology because of its superior functional performance in the middle of capital works, retaining wall structure form is maked rapid progress, and design concept is also constantly developing optimization.Many anchored end retaining wall be reduce retaining wall self take up an area, improve its bearing capacity and with a kind of new light-type block wall grown up in the recent period.But engineering circles is relatively less about the correlative study of many anchored end retaining wall force-mechanism at present, research mainly concentrates on numerical simulation and field trial aspect, and laboratory test aspect is almost also blank.
China's CN 103233486 B patent of invention discloses a kind of anchor Rods In Tied Double Retaining Walls model test apparatus and test method, but this invention just designs for anchor Rods In Tied Double Retaining Walls, cannot complete requirement of experiment for this invention of many anchored end retaining wall, its prestressing force loading equipemtn also can only complete the test of single anchored end retaining wall.
China CN 104196064 A patent of invention discloses a kind of retaining wall buckling form experimental rig and installation, test method, but this invention just carries out for the unstability situation of retaining wall the test requirements document that laboratory test can not meet many anchored end retaining wall.
Visible, there is following shortcoming in current retaining wall indoor model test device:
1. current retaining wall indoor model can only meet anchor Rods In Tied Double Retaining Walls indoor model test and simulate the unstable failure situation of general retaining wall, and does not also dabble for the retaining wall indoor model that many anchored end retaining wall is current.
2. the prestressing force charger of current retaining wall indoor model test device just for single anchored end or to Rods In Tied Double Retaining Walls, can't simulate the prestressing force loading procedure of many anchored end retaining wall.
3. the prestressing force charger of current retaining wall indoor model test device can't simulate the loss of prestress process of many anchored end retaining wall.
Summary of the invention
For solving prior art above shortcomings, the invention provides a kind of many anchored end retaining wall indoor model test device and test method.
For achieving the above object, the present invention adopts following technical scheme:
A kind of many anchored end retaining wall indoor model test device, comprise the model groove being filled with the simulation soil body, described model groove comprises base, side plate and cantilevered retaining wall; The front end of described base and the base of described retaining wall hinged, other three limits of described base are fixedly connected with the bottom of described side plate; The inner side of described retaining wall is provided with the anchor cable system with described soil body anchoring, and the outside of described retaining wall is provided with the prestressing force loading system with described anchor cable system mating reaction; Described retaining wall is provided with the hole passed for described anchor cable system; Described retaining wall is provided with monitoring system with described anchor cable system; Described prestressing force loading system, to described anchor cable system Shi Hanzhang, monitors the relevant parameter in described many anchored end retaining wall laboratory test process by described monitoring system.
By the front end of base and the base of cantilever retaining wall hinged, simulate cantilever retaining wall, utilize articulated manner that retaining wall can be allowed around base rotation, effective simulation cantilever retaining wall is by the placement property after soil pressure.The loss of prestress process of anchored end retaining wall can be simulated by the prestressing force charger be connected with anchor cable system.
Described anchor cable system comprises: several steel plates that the front and back of simulating anchored end are arranged in order, and the some anchor cables of being simulated by reinforcing bar be connected with described Interal fixation, the other end of described anchor cable is connected with described prestressing force loading system.
By arranging multiple steel plate to simulate the retaining wall with many anchored end, with this simulate that many anchored end have in order to increase prestressing force value, reduce the effect of loss of prestress.By adjusting the distance between each steel plate, the field condition that anchored end is different can be simulated.
Described steel plate is provided with hole, and described hole passes through for the anchor cable be connected with steel plate described in other.
Steel plate is provided with hole, the cross influence between each steel plate and anchor cable can be avoided, improve the degree of accuracy of simulation.
Described prestressing force loading system comprises the horizontal reaction frame be fixedly connected with described retaining wall, the both sides of described horizontal reaction frame are provided with guide rail, described horizontal reaction frame both sides are connected with some arm-ties are vertical by described guide rail, described some arm-ties and described some with anchor cable one_to_one corresponding, and be fixedly connected with; Come to corresponding anchor cable Shi Hanzhang by each arm-tie of stretch-draw, and by fastening devices, described arm-tie and described guide rail are fixed, to lock prestressing force.
By the arm-tie arranging horizontal reaction frame He be attached thereto, fix the other end of anchor cable, instead of the effect of traditional anchor head, make the stretch-draw of simulation anchor cable convenient feasible.Arm-tie and anchor cable one_to_one corresponding, can simulate the stressing conditions of each anchored end respectively.
When carrying out prestressing force loading or loss of prestress, the inside of described horizontal reaction frame, be provided with jack, described jack is connected with needing the described arm-tie of stretch-draw by hollow bearing, and described jack utilizes with the thrust of described retaining wall as the described anchor cable be connected with described arm-tie provides stretching force.
By arranging jack and hollow bearing carrys out Shi Hanzhang, make prestressed loading simulation more convenient.Use this ingehious design of hollow bearing of jack and auxiliary work, prestressing force loading procedure and the loss of prestress process of simulating many anchored end retaining wall can be realized.
Described hollow bearing is needing between the described arm-tie of stretch-draw and described jack, comprises two hollow cushion blocks and the bearing bar being connected two described hollow cushion blocks; When carrying out prestressing force loading, a described hollow cushion block contacts with needing the arm-tie of stretch-draw, and hollow cushion block described in another contacts with described jack and connects.
The structure design of hollow bearing, conveniently can carry out prestressed loading and loss; Mould processing is convenient, is easy to dismounting and carrying, can reuses.
Described prestressing force loading system also comprises the rope meter for measuring described prestressd anchor cable between described retaining wall and described hollow bearing.
Rope meter can any one forced position between hollow bearing and retaining wall, and the pressure shown by rope meter is the prestress value of tested anchor cable.By rope meter, can measure by stretch-draw anchor the prestressed size of bearing, and then the prestress value of surveyed anchor cable can be controlled.
Described prestressing force loading system also comprises anchor head, and described anchor head is between described retaining wall and described jack, and described anchor head is fixedly connected with a backing plate, and is contacted with described retaining wall by described backing plate; Described anchor head and described backing plate are provided with several holes passed for described anchor cable.
The effect that anchor head can play fixing anchor cable direction is set.
Described monitoring system comprises Monitoring on Earth Pressure device, displacement monitor and anchor cable monitor for stress; Described Monitoring on Earth Pressure device comprises the earth pressure cell being vertically embedded in described retaining walls back; Described system for monitoring displacement comprises the dial gage be arranged on outside described retaining wall; Described anchor cable monitor for stress comprises the foil gauge be arranged on described anchor cable.
By arrange detection system can meet different tests require under, to the measurement requirement of different parameters.
Two panels in described side plate are assembled by steelframe splicing; Tempered glass is provided with inside described steelframe.
A test method for many anchored end retaining wall indoor model test device, comprises the following steps:
Step 1: according to size and the stressing conditions contrast of on-the-spot entity and indoor model, determines a suitable likelihood ratio, and determines the size of each parts of indoor model according to the likelihood ratio;
Step 2: install model groove and soil pressure checkout gear, and at mounted model slot packing and compacting;
Step 3: paste foil gauge and install anchor cable on anchor cable, anchor cable system adopts the mode of anti-excavation to install when mounted, and prestressed loading system; Outside retaining wall, system for monitoring displacement is installed;
Step 4: operate accordingly according to test requirements document, carries out prestressing force loading or loss of prestress, observes corresponding survey data.
In step 4, when carrying out prestressing force and loading, respectively stretch-draw is carried out to some anchor cables, during stretch-draw, according to distance retaining wall order from far near, each anchor cable of stretch-draw successively.
In step 4, the process of carrying out prestressing force loading or loss of prestress comprises: install hollow bearing, and wherein one piece of hollow cushion block is withstood on rope meter, and another block hollow cushion block withstands on the one side of the arm-tie needing stretch-draw, unclamps fastening devices; The length of adjustment jack, jack heads on hollow cushion block and changes position, and then changes by the position of the arm-tie of stretch-draw, when rope meter reaches setting value, locking and fixing device.
Beneficial effect of the present invention is:
1. the present invention proposes a kind of test model and test method of many anchored end retaining wall force-mechanism, can be used for the experimental study of many anchored end retaining wall under different tests working condition.
2. the present invention proposes a kind of indoor easily to the device of many anchored end retaining wall Shi Hanzhang.
3. the present invention proposes a kind of indoor utilizes hollow bearing to simulate the experimental facilities of many anchored end retaining wall loss of prestress easily.
4. can control the distance between prestressed size that retaining wall bears and anchored end, in order to simulate the field condition of different anchored end spacing and different stress distribution.
5. mould processing is convenient, is easy to dismounting and carrying, can reuses.
6. can provide technical support for studying many anchored end retaining wall force-mechanism at different conditions further, the relation between many anchored end retaining wall Wall back pressure, prestressd anchor cable size, anchored end distance etc. can be disclosed.
Accompanying drawing explanation
Fig. 1 is many anchored end retaining wall force-mechanism experimental rig assembly drawing;
Fig. 2 is many anchored end retaining wall force-mechanism experimental rig anchor cable system schematic diagram;
Fig. 3 and Fig. 4 is many anchored end retaining wall force-mechanism experimental rig prestressing force loading system schematic diagram;
In figure: 1. base, 2. side plate, 3. prestressing force loading system, 4. anchor cable system, 5. cantilever retaining wall, 6. anchor cable, 7. anchored end, 8. punching jack, 9. rope meter, 10. anchor head, 11. backing plates, 12. arm-ties, 13. guide rails, 14. horizontal reaction frames, 15 set bolts, 16 hollow bearings, 17 hollow cushion blocks, 18 bearing bars.
Detailed description of the invention
Below in conjunction with drawings and Examples, the present invention is further described.
A kind of many anchored end retaining wall force-mechanism model test apparatus, comprises model groove, anchor cable system 4, prestressing force loading system 3 monitoring system.
Model groove comprises the base 1 be arranged on bottom, is separately installed with side plate 2 and cantilever retaining wall 5 in the surrounding of base 1.Anchor cable system 4 comprises anchor cable 6 and anchored end 7, and the Q235 steel plate that anchored end 7 adopts 2.5cm thick and anchor cable 6 are bolted.Prestressing force loading system 3 comprises punching jack 8, rope meter 9, anchor head 10, backing plate 11, arm-tie 12, guide rail 13, horizontal reaction frame 14, set bolt 15 and hollow bearing 16.
Described base 1 adopts the thick Q235 steel plate of 2cm to interlock to be welded, in order to keep the stable of model.
Described side plate adopts steelframe splicing to assemble, and inside steelframe, be covered with the thick organic tempered glass of one piece of 2cm, and the Main Function of side plate is used to the soil blocking both sides, side plate and cantilever retaining wall 5 journey 90 degree, and is connected by bolt with base 1.
Described cantilever retaining wall 5 is made up of the Q235 that 2.5cm is thick, and comprise shingle nail, toe of wall, wall heel composition, cantilever retaining wall 5 is hinged by rotating shaft with base 1, and on diverse location on the wall boring so that anchor cable 6 passes.
Described anchor cable system 4 comprises 4 anchored end simulated by steel plate 7, the anchor cable 6 of being simulated by reinforcing bar, bolt form, four anchor cables 6 are by the boring on cantilever retaining wall 5, and through the backing plate 11 be positioned at outside cantilever retaining wall 5 and anchor head 10, be connected with the arm-tie 12 in prestressing force loading system 3.
Described prestressing force loading system 3 is arranged on outside cantilever retaining wall 5, in order to give anchor cable system 4 Shi Hanzhang.Be made up of anchor head 10, backing plate 11, punching jack 8, rope meter, arm-tie 12, guide rail 13, horizontal reaction frame 14, set bolt 15, hollow bearing 16, be connected with anchor cable system 4 by arm-tie 12, anchor head 10 is welded on backing plate 11, backing plate 11 is connected by the mode of welding with between horizontal reaction frame 14 and guide rail 13, and arm-tie 12 and anchor cable 6 are bolted.
Anchor head 10 is the cylinders having four holes, welds together with backing plate 11, and described anchor head 10 pairs of anchor cables 6 play elicitation effect.Anchor cable in the soil body is identical with the outside stressed size of anchor cable, by giving anchor cable 6 Shi Hanzhang outside cantilever retaining wall 5 thus making the anchored end 7 in the soil body stressed.
Arm-tie 12 is connected by guide rail 13 with horizontal reaction frame 14, and detects prestressed size by rope meter 9.Rope meter wraps in outside four anchor cables 6, to contact connect with jack with arm-tie 12.Fixed by set bolt 15 when prestress application is complete.When needs carry out prestressed hierarchical loading or prestressed loss, in advance hollow bearing 16 is arranged on prestressing force loading equipemtn.Hollow bearing 16 comprises two pieces of hollow cushion blocks 17 and connects the bearing bar 18 of two pieces of hollow cushion blocks 17, and bearing bar 18 and hollow cushion block 17 are contacted by the hole on hollow cushion block 17 and connect.
Described monitoring system comprises and Monitoring on Earth Pressure device, displacement monitor and anchor cable monitor for stress.
Described Monitoring on Earth Pressure device comprises the earth pressure cell being vertically embedded in cantilever retaining wall 5 wall back, to measure soil pressure.Described system for monitoring displacement comprises dial gage, to monitor the lateral displacement of cantilever retaining wall 5.Described anchor cable monitor for stress is be pasted onto the foil gauge on anchor cable 6, to monitor the stress level on anchor cable 6.
During Shi Hanzhang, carry out stretch-draw respectively respectively to four anchor cables 6, during stretch-draw, pretensioning is away from the anchor cable 6 of cantilever retaining wall 5, the anchor cable 6 that stretch-draw is remaining successively.Arm-tie 12 is extruded to anchor cable 6 Shi Hanzhang by punching jack 8 during stretch-draw.
Extrude arm-tie 12 to anchor cable 6 Shi Hanzhang by punching jack 8 during stretch-draw, arm-tie 12 is connected by guide rail 13 with horizontal reaction frame 14, and detects prestressed size by rope meter 9.Fixed by set bolt 15 when prestress application is complete.When needs carry out prestressed hierarchical loading or prestressed loss, in advance hollow bearing 16 is arranged on prestressing force loading equipemtn.Hollow bearing 16 comprises two pieces of hollow cushion blocks 17 and connects the bearing bar 18 of two pieces of hollow cushion blocks 17, and bearing bar 18 and hollow cushion block 17 are contacted by the hole on hollow cushion block 17 and connect.When hollow bearing 16 uses, first wherein one piece of hollow cushion block 17 is withstood on one side of rope meter 9, another block hollow cushion block 17 withstands on the one side of the arm-tie needing stretch-draw, the length of adjustment jack, jack heads on hollow cushion block and changes position, and then change by the position of the arm-tie of stretch-draw, and change length and the prestressing force of tested anchor cable 6.
In use can by the height selecting the bearing bar 18 of different length to adjust hollow bearing.
Here is model preparation step of the present invention:
Step 1: according to size and the stressing conditions contrast of on-the-spot entity and indoor model, determines a suitable likelihood ratio, and determines the size of each parts of indoor model according to the likelihood ratio;
Step 2: mounting seat 1;
Step 3: install side plate;
Step 4: install cantilever retaining wall 5, uses AB glue earth pressure cell to be pasted onto the differing heights of the wall back of the body simultaneously;
Step 5: filler in cantilever retaining wall 5 compacting;
Step 6: paste foil gauge and install anchor cable 6 on anchor cable 6, adopts the mode of anti-excavation to install during the installation of anchor cable system 4, and prestressed loading system 3;
Step 7: install system for monitoring displacement.
In step 1, the defining method of similarity relation is as follows:
The physical quantity relevant to this test mainly contains
In formula: L: physical dimension; ξ: strain; δ: displacement; U: poisson's ratio; γ: material severe; C: cohesion; angle of friction; E s: modulus of elasticity; σ: stress.
Geometric similarity constant: C l=L p/ L m; Displacement affinity constant: C δp/ δ m
Stress similitude constant: C σp/ σ m; Strain ratio: C ξp/ ξ m
Severe affinity constant: C γp/ γ m; Play mould affinity constant: C e=(E s) p/ (E s) m
Poisson's ratio affinity constant: C μ=u p/ u m; Cohesion affinity constant: C c=C p/ C m
Angle of internal friction affinity constant:
In formula: footmark p presentation-entity, footmark m represents model.Be specially:
L p: entity physical dimension; L m: model geometric size; δ p: entity displacement; δ m: model displacement; σ p: entity stress, σ m: model stress; ξ p: entity strains; ξ m: model strains; u p: entity poisson's ratio; u m; Model poisson's ratio; γ p: entity severe γ m: model severe; C p; Entity cohesion; C m: model cohesion; entity angle of friction; model angle of friction (E s) p: entity modulus of elasticity; (E s) m: model modulus of elasticity.
If stress, strain, displacement are substituted into respectively constitutional balance equation, geometry equilibrium equation and physical equilibrium equation can obtain following similarity criterion:
C LC ξ=C δC ξC E=C σ
And the similar scale of all dimensionless physical quantitys (as strain, angle of internal friction, friction factor, poisson's ratio etc.) equals 1, that is:
C ξ=1、C f=1、C u=1、
In model testing herein, use sand as backfill, then C r=1; Subordinate's DESIGN OF RETAINING WALLS height of entity project is 6m, and for increasing the operability of model testing, the volume of test model can not be excessive, simultaneously in order to the accuracy of guarantee test, gets geometric similarity constant C l=3.75; By equilibrium equation C rc l/ C σ=1 releases stress similitude guide C δ=3.75; By geometric equation C lc ε/ C δ=1 releases displacement similar scale C δ=3.75.
According to different test requirements documents, corresponding test method is as follows:
1. more than anchored end retaining wall different stress distribution lower stress mechanism test research
Install retaining wall model, anchor cable system 4 and prestressing force loading system 3 are arranged on retaining wall, as Fig. 4 applies the prestressing force of different brackets by control punching jack 8 and hollow bearing to anchor cable 6: install hollow bearing, wherein one piece of hollow cushion block is withstood on one side of rope meter, another block hollow cushion block withstands on the one side of the arm-tie needing stretch-draw, unclamps fastening devices; The length of adjustment jack, jack heads on hollow cushion block and changes position, and then changes by the position of the arm-tie of stretch-draw, when rope meter reaches setting value, locking and fixing device; When carrying out prestressing force and loading, respectively stretch-draw is carried out to some anchor cables 6, during stretch-draw, according to distance cantilever retaining wall 5 order from far near, each anchor cable 6 of stretch-draw successively.The Wall back pressure, the anchor cable 6 that detect cantilever retaining wall 5 strain and wall lateral displacement.
2. more than anchored end retaining wall Water Damage force-mechanism experimental study
Install cantilever retaining wall 5 model, and anchor cable system 4 and prestressing force loading system 3 are arranged on cantilever retaining wall 5, apply certain prestressing force according to the method in 1 to anchor cable 6, water filling in model groove is until whole fillers is all in saturation state and detects now Wall back pressure, anchor cable stress and wall lateral displacement.
3. force-mechanism experimental study during anchored end retaining wall vertical load
Install cantilever retaining wall 5 model, and anchor cable system 4 and prestressing force loading system 3 are arranged on cantilever retaining wall 5, certain prestressing force is applied according to the anchor cable 6 of giving in 1, apply vertical load by modes such as sandbag preloadings to model slot packing, and detect now Wall back pressure, anchor cable stress and wall lateral displacement.
By reference to the accompanying drawings the specific embodiment of the present invention is described although above-mentioned; but not limiting the scope of the invention; one of ordinary skill in the art should be understood that; on the basis of technical scheme of the present invention, those skilled in the art do not need to pay various amendment or distortion that creative work can make still within protection scope of the present invention.

Claims (10)

1. the retaining wall of anchored end a more than indoor model test device, is characterized in that: comprise the model groove being filled with the simulation soil body, described model groove comprises base, side plate and cantilevered retaining wall; The front end of described base and the base of described retaining wall hinged, other three limits of described base are fixedly connected with the bottom of described side plate; The inner side of described retaining wall is provided with the anchor cable system with described soil body anchoring, and the outside of described retaining wall is provided with the prestressing force loading system with described anchor cable system mating reaction; Described retaining wall is provided with the hole passed for described anchor cable system; Described retaining wall is provided with monitoring system with described anchor cable system; Described prestressing force loading system, to described anchor cable system Shi Hanzhang, monitors the relevant parameter in described many anchored end retaining wall laboratory test process by described monitoring system.
2. one many anchored end retaining wall indoor model test device according to claim 1, it is characterized in that: described anchor cable system comprises: several steel plates that the front and back of simulating anchored end are arranged in order, the some anchor cables of being simulated by reinforcing bar be connected with described Interal fixation, the other end of described anchor cable is connected with described prestressing force loading system; Described steel plate is provided with hole, and described hole passes through for the anchor cable be connected with steel plate described in other.
3. one many anchored end retaining wall indoor model test device according to claim 1, it is characterized in that: described prestressing force loading system comprises the horizontal reaction frame be fixedly connected with described retaining wall, the both sides of described horizontal reaction frame are provided with guide rail, described horizontal reaction frame both sides are connected with some arm-ties are vertical by described guide rail, described some arm-ties and described some with anchor cable one_to_one corresponding, and be fixedly connected with; Come to corresponding anchor cable Shi Hanzhang by each arm-tie of stretch-draw, and by fastening devices, described arm-tie and described guide rail are fixed, to lock prestressing force.
4. one many anchored end retaining wall indoor model test device according to claim 3, it is characterized in that: when carrying out prestressing force loading or loss of prestress, the inside of described horizontal reaction frame, be provided with jack, described jack is connected with needing the described arm-tie of stretch-draw by hollow bearing, and described jack utilizes with the thrust of described retaining wall as the described anchor cable be connected with described arm-tie provides stretching force.
5. one many anchored end retaining wall indoor model test device according to claim 4, it is characterized in that: described hollow bearing is needing between the described arm-tie of stretch-draw and described jack, comprises two hollow cushion blocks and the bearing bar being connected two described hollow cushion blocks; When carrying out prestressing force loading, a described hollow cushion block contacts with needing the arm-tie of stretch-draw, and hollow cushion block described in another contacts with described jack and connects; Described prestressing force loading system also comprises the rope meter for measuring described prestressd anchor cable between described retaining wall and described hollow bearing.
6. one many anchored end retaining wall indoor model test device according to claim 4, it is characterized in that: described prestressing force loading system also comprises anchor head, described anchor head is between described retaining wall and described jack, described anchor head is fixedly connected with a backing plate, and is contacted with described retaining wall by described backing plate; Described anchor head and described backing plate are provided with several holes passed for described anchor cable.
7. one many anchored end retaining wall indoor model test device according to claim 1, is characterized in that: described monitoring system comprises Monitoring on Earth Pressure device, displacement monitor and anchor cable monitor for stress; Described Monitoring on Earth Pressure device comprises the earth pressure cell being vertically embedded in described retaining walls back; Described system for monitoring displacement comprises the dial gage be arranged on outside described retaining wall; Described anchor cable monitor for stress comprises the foil gauge be arranged on described anchor cable.
8. a test method for the retaining wall of anchored end more than indoor model test device, is characterized in that, comprise the following steps:
Step 1: according to size and the stressing conditions contrast of on-the-spot entity and indoor model, determines a suitable likelihood ratio, and determines the size of each parts of indoor model according to the likelihood ratio;
Step 2: install model groove and soil pressure checkout gear, and at mounted model slot packing and compacting;
Step 3: paste foil gauge and install anchor cable on anchor cable, anchor cable system adopts the mode of anti-excavation to install when mounted, and prestressed loading system; Outside retaining wall, system for monitoring displacement is installed;
Step 4: operate accordingly according to test requirements document, carries out prestressing force loading or loss of prestress, observes corresponding survey data.
9. the test method of a kind of many anchored end retaining wall indoor model test device according to claim 8, it is characterized in that: in step 4, when carrying out prestressing force and loading, respectively stretch-draw is carried out to some anchor cables, during stretch-draw, according to distance retaining wall order from far near, each anchor cable of stretch-draw successively.
10. the test method of a kind of many anchored end retaining wall indoor model test device according to claim 8, it is characterized in that: in step 4, the process of carrying out prestressing force loading or loss of prestress comprises: install hollow bearing, wherein one piece of hollow cushion block is withstood on one side of rope meter, another block hollow cushion block withstands on the one side of the arm-tie needing stretch-draw, unclamps fastening devices; The length of adjustment jack, jack heads on hollow cushion block and changes position, and then changes by the position of the arm-tie of stretch-draw, when rope meter reaches setting value, locking and fixing device.
CN201510397633.5A 2015-07-07 2015-07-07 A kind of many anchored end retaining wall indoor model test device and test method CN104975621B (en)

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CN105928794A (en) * 2016-04-28 2016-09-07 中国科学院武汉岩土力学研究所 Built-in soil pressure test system
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CN109505317A (en) * 2018-10-29 2019-03-22 建研地基基础工程有限责任公司 A kind of resistance to compression of high stake, resistance to plucking and horizontally loading test equipment

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CN105890991A (en) * 2016-04-28 2016-08-24 中国科学院武汉岩土力学研究所 Method for testing soil pressure relaxation effects with consideration of soil mass rheology
CN105928794A (en) * 2016-04-28 2016-09-07 中国科学院武汉岩土力学研究所 Built-in soil pressure test system
CN105954099A (en) * 2016-04-28 2016-09-21 中国科学院武汉岩土力学研究所 Built-in retaining wall type soil pressure seepage effect test method
CN105890991B (en) * 2016-04-28 2018-08-07 中国科学院武汉岩土力学研究所 Consider the soil pressure relaxation effect test method of Ground crack
CN105928794B (en) * 2016-04-28 2018-08-07 中国科学院武汉岩土力学研究所 Built-in soil pressure calculation system
CN105954099B (en) * 2016-04-28 2018-08-14 中国科学院武汉岩土力学研究所 Built-in retaining wall type soil pressure seep effect test method
CN106057062A (en) * 2016-06-29 2016-10-26 江苏建筑职业技术学院 Pre-stressed structure danger source identification experience area and construction method thereof
CN106013273A (en) * 2016-07-06 2016-10-12 大连理工大学 Working condition simulation method of pressure type anchor model in centrifugal field
CN109505317A (en) * 2018-10-29 2019-03-22 建研地基基础工程有限责任公司 A kind of resistance to compression of high stake, resistance to plucking and horizontally loading test equipment

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