CN108344638A - A kind of compound mortar reinforces the indoor test method of existing subway tunnel structure effect - Google Patents
A kind of compound mortar reinforces the indoor test method of existing subway tunnel structure effect Download PDFInfo
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- CN108344638A CN108344638A CN201810067822.XA CN201810067822A CN108344638A CN 108344638 A CN108344638 A CN 108344638A CN 201810067822 A CN201810067822 A CN 201810067822A CN 108344638 A CN108344638 A CN 108344638A
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- 239000004570 mortar (masonry) Substances 0.000 title claims abstract description 84
- 150000001875 compounds Chemical class 0.000 title claims abstract description 47
- 230000000694 effects Effects 0.000 title claims abstract description 32
- 238000010998 test method Methods 0.000 title claims abstract description 14
- 238000005259 measurement Methods 0.000 claims abstract description 60
- 238000010276 construction Methods 0.000 claims abstract description 47
- 238000012360 testing method Methods 0.000 claims abstract description 47
- 238000011068 loading method Methods 0.000 claims abstract description 36
- 238000000034 method Methods 0.000 claims abstract description 35
- 238000007596 consolidation process Methods 0.000 claims abstract description 12
- 230000003068 static effect Effects 0.000 claims abstract description 6
- 230000005588 protonation Effects 0.000 claims abstract description 5
- 230000002787 reinforcement Effects 0.000 claims description 69
- 239000004567 concrete Substances 0.000 claims description 41
- 238000006073 displacement reaction Methods 0.000 claims description 15
- 230000003014 reinforcing effect Effects 0.000 claims description 12
- 230000036244 malformation Effects 0.000 claims description 4
- 230000001360 synchronised effect Effects 0.000 claims description 4
- 238000010586 diagram Methods 0.000 description 12
- 229910000831 Steel Inorganic materials 0.000 description 11
- 239000010959 steel Substances 0.000 description 11
- 238000002474 experimental method Methods 0.000 description 10
- 239000000463 material Substances 0.000 description 7
- 240000002853 Nelumbo nucifera Species 0.000 description 6
- 235000006508 Nelumbo nucifera Nutrition 0.000 description 6
- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 6
- 239000011888 foil Substances 0.000 description 5
- 239000003292 glue Substances 0.000 description 4
- 239000007921 spray Substances 0.000 description 4
- 238000005728 strengthening Methods 0.000 description 3
- VTYYLEPIZMXCLO-UHFFFAOYSA-L Calcium carbonate Chemical compound [Ca+2].[O-]C([O-])=O VTYYLEPIZMXCLO-UHFFFAOYSA-L 0.000 description 2
- RTZKZFJDLAIYFH-UHFFFAOYSA-N Diethyl ether Chemical compound CCOCC RTZKZFJDLAIYFH-UHFFFAOYSA-N 0.000 description 2
- LFQSCWFLJHTTHZ-UHFFFAOYSA-N Ethanol Chemical compound CCO LFQSCWFLJHTTHZ-UHFFFAOYSA-N 0.000 description 2
- 229920003235 aromatic polyamide Polymers 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
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- 238000011065 in-situ storage Methods 0.000 description 2
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- 238000009533 lab test Methods 0.000 description 2
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- 230000004048 modification Effects 0.000 description 2
- 210000003205 muscle Anatomy 0.000 description 2
- 238000004826 seaming Methods 0.000 description 2
- BCZXFFBUYPCTSJ-UHFFFAOYSA-L Calcium propionate Chemical compound [Ca+2].CCC([O-])=O.CCC([O-])=O BCZXFFBUYPCTSJ-UHFFFAOYSA-L 0.000 description 1
- 241001269238 Data Species 0.000 description 1
- 206010050031 Muscle strain Diseases 0.000 description 1
- 239000004698 Polyethylene Substances 0.000 description 1
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 229920002472 Starch Polymers 0.000 description 1
- 229910021536 Zeolite Inorganic materials 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
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- 239000004330 calcium propionate Substances 0.000 description 1
- 235000012241 calcium silicate Nutrition 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 239000010883 coal ash Substances 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- HNPSIPDUKPIQMN-UHFFFAOYSA-N dioxosilane;oxo(oxoalumanyloxy)alumane Chemical compound O=[Si]=O.O=[Al]O[Al]=O HNPSIPDUKPIQMN-UHFFFAOYSA-N 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 210000002683 foot Anatomy 0.000 description 1
- 238000002513 implantation Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 231100000862 numbness Toxicity 0.000 description 1
- 238000011056 performance test Methods 0.000 description 1
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- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 239000008107 starch Substances 0.000 description 1
- 235000019698 starch Nutrition 0.000 description 1
- 230000007847 structural defect Effects 0.000 description 1
- 230000009897 systematic effect Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
- 239000010457 zeolite Substances 0.000 description 1
Classifications
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M5/00—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings
- G01M5/0033—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings by determining damage, crack or wear
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M5/00—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings
- G01M5/0041—Investigating the elasticity of structures, e.g. deflection of bridges or air-craft wings by determining deflection or stress
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/003—Generation of the force
- G01N2203/0042—Pneumatic or hydraulic means
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0058—Kind of property studied
- G01N2203/006—Crack, flaws, fracture or rupture
- G01N2203/0062—Crack or flaws
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0058—Kind of property studied
- G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
- G01N2203/0075—Strain-stress relations or elastic constants
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- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Engineering & Computer Science (AREA)
- Aviation & Aerospace Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Health & Medical Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
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- Lining And Supports For Tunnels (AREA)
Abstract
A kind of compound mortar reinforces the indoor test method of existing subway tunnel structure effect, includes the following steps：Step 1, loading system is built；Loading system includes section of jurisdiction ring structure, compound mortar construction, hold He Liang, jack, loading beam and center counterforce device；Step 2, Protonation constant is built；Step 3, measuring system is constructed；Measuring system is in loading procedure, the deformation of loading system measures；Step 4, data collecting system is built；The deformation parameter that data collecting system collecting and measuring system measures, data collecting system includes static data Acquisition Instrument and computer；Step 5, measurement result is analyzed；According to the data that data collecting system acquires, the consolidation effect that compound mortar construction reinforces existing subway tunnel structure is analyzed.The present invention is based on indoor equal proportion full scale model tests, propose a kind of indoor test method for the test effect reinforced suitable for existing subway tunnel section of jurisdiction, this method test content is comprehensive, and it is strong that actual tests operate implementation.
Description
Technical field
The present invention relates to a kind of test method of indoor tunnel segment structure consolidation effect experiment, especially a kind of compound mortar adds
Gu the indoor test method of existing subway tunnel structure effect.
Background technology
In city during the construction and operation of shield subway tunnel, in neighbouring shield subway tunnel section inevitably
There are many construction disturbance behaviors, such as excavation of foundation pit, ground heap to unload.These proximity engineerings can all cause Subway Tunnel Lining
Structure generates serious moderate finite deformation, so as to cause many Structural defects, such as section of jurisdiction concrete scaling, crack, leakage occurs
Water etc. can even endanger the safe operation of subway tunnel when situation is serious.Therefore, in order to reduce shield subway tunnel in unfavorable item
Deformation under part is carried out, and improves the overall stiffness and ultimate bearing capacity of liner structure, it is necessary to reinforce to liner structure.
Currently, interior steel ring method for strengthening, composite cavity method for strengthening are the reinforcement means being widely used in Practical Project,
Such method is capable of the deformation of operative constraint shield tunnel liner.But there is presently no for reinforcings such as compound mortar reinforcement means
The indoor test method of existing subway tunnel structure effect.
Invention content
In order to probe into the consolidation effect that compound mortar reinforces existing subway tunnel structure, the present invention is based on indoor equal proportion foots
Ruler model test proposes that a kind of compound mortar reinforces the indoor test method of existing subway tunnel structure effect.
A kind of compound mortar reinforces the indoor test method of existing subway tunnel structure effect, and the method includes following steps
Suddenly：
Step 1, loading system is built；The loading system includes section of jurisdiction ring structure, compound mortar construction, holds He Liang, thousand
Jin top, loading beam and center counterforce device；
Step 2, Protonation constant is built；The circumferential load of the loading system is divided into 3 groups, and every point loading value is identical in group,
It is fully synchronized when load；
Step 3, measuring system is constructed；The measuring system is in loading procedure, the deformation of loading system measures；It surveys
Amount content includes that overall deformation measurement, main reinforcement strain measurement, concrete strain measurement, crack observation, section of jurisdiction and connector breakage are seen
Survey, mortar bed strain measurement, interface sliding is measured with stripping and domain malformation overall process images；According to the loading system
The measuring point of the measuring system is set with Protonation constant；
Step 4, data collecting system is built；The data collecting system acquires the change parameter that the measuring system measures
Number, the data collecting system includes static data Acquisition Instrument and computer；
Step 5, measurement result is analyzed；According to the data that the data collecting system acquires, the compound mortar knot is analyzed
Structure reinforces the consolidation effect of existing subway tunnel structure.
Preferably, the section of jurisdiction ring structure is 6 pieces per endless tube the piece number, including bind block F, the first adjacent block L1, the second neighbour
Meet block L2, the first calibrated bolck B1, the second calibrated bolck B3 and back cover block B2.
Preferably, the overall deformation, which is measured, is restrained by the whole relative deformation for measuring the section of jurisdiction ring structure to calculate
The overall stiffness of structure measures measuring point displacement using guy type displacement meter, chooses 16 location arrangements structure convergent deformation measuring points.
Preferably, main ribs strain measurement is measured using strain gauge and stress meter, main ribs strain measurement packet
Include section of jurisdiction ring structure main reinforcement strain measurement and compound mortar construction main reinforcement strain measurement；The section of jurisdiction ring structure main reinforcement strain measurement
It is measured using section of jurisdiction main reinforcement strain gauge and section of jurisdiction main reinforcement stress meter, chooses 10 sections and arrange the section of jurisdiction main reinforcement strain gauge
With section of jurisdiction main reinforcement stress meter；The compound mortar construction main reinforcement strain measurement is measured using mortar construction main reinforcement strain gauge,
It chooses 13 sections and arranges the mortar construction main reinforcement strain gauge.
Preferably, the concrete strain measurement is measured using strain gauge, and the concrete strain measurement includes arc
Surface concrete strain measurement and end face concrete strain measurement；The cambered surface concrete strain measurement chooses 28 sections and arranges institute
State strain gauge；The end face concrete strain measurement chooses 18 sections and arranges the strain gauge.
Preferably, the mortar bed strain measurement is measured using strain gauge, is chosen 13 sections and is arranged the strain
Meter.
Preferably, the interface sliding is measured with stripping and is measured using amesdial, including compound mortar construction and pipe
The interstructural Relative sliding measurement of loop and opposite stripping measurement；The Relative sliding measurement and opposite stripping measurement
It chooses segment joint position and section of jurisdiction medium position arranges measuring point, choose 12 sections respectively and arrange the amesdial.
The beneficial effects of the invention are as follows：The present invention is based on indoor equal proportion full scale model tests, propose a kind of be suitable for both
There is the indoor test method of the test effect of subway tunnel section of jurisdiction reinforcing.This method step clear and definite, test content is comprehensive, real
Border test operation implementation is strong, and test result can make judge to the consolidation effect and performance of novel segment ruggedized construction.It is applicable in
It is wide, it can be effectively applicable to the laboratory test measure of merit of all subway tunnel tunnel segment structure reinforcement materials, a kind of judge is provided
The method of novel reinforced structural strengthening performance.
Description of the drawings
Fig. 1 is the test content frame figure of the present invention.
Fig. 2 is the loading device sectional view of the present invention.
Fig. 3 is the circumferential load grouping schematic diagram of the present invention.
Fig. 4 is the structure convergent deformation measuring point schematic diagram of the present invention.
Fig. 5 is the section of jurisdiction ring structure main reinforcement strain measuring point schematic diagram of the present invention.
Fig. 6 is the section of jurisdiction main reinforcement strain gauge and section of jurisdiction main reinforcement stress meter arrangement schematic diagram of the present invention.
Fig. 7 is the compound mortar construction main reinforcement strain measuring point schematic diagram of the present invention.
Fig. 8 is the mortar construction main reinforcement strain gauge arrangement schematic diagram of the present invention.
Fig. 9 is the cambered surface concrete strain measuring point schematic diagram of the present invention.
Figure 10 is the end face concrete strain measuring point schematic diagram of the present invention.
Figure 11 is the mortar bed surface strain measuring point schematic diagram of the present invention.
Figure 12 is the mortar bed surface strain meter arrangement schematic diagram of the present invention.
Figure 13 is the Relative sliding measuring point schematic diagram of the present invention.
Figure 14 is the opposite stripping measuring point schematic diagram of the present invention.
Figure 15 is the section of jurisdiction overall structure load-displacement curve figure of the present invention.
Figure 16 is a certain section concrete pipe sheet and mortar bed stripping curve of the present invention.
Figure 17 is that the present invention reinforces front and back performance comparison curve graph.
Reference sign：1, section of jurisdiction main reinforcement strain gauge；2, section of jurisdiction main reinforcement stress meter；3, mortar construction main reinforcement strain gauge；
4, mortar bed surface strain meter；5, center counterforce device；6, He Liang is held；7, jack；8, loading beam；9, section of jurisdiction ring structure；10、
Compound mortar construction.
Specific implementation mode
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete
Site preparation describes, it is clear that described embodiments are only a part of the embodiments of the present invention, instead of all the embodiments.It is based on
Embodiment in the present invention, it is obtained by those of ordinary skill in the art without making creative efforts every other
Embodiment shall fall within the protection scope of the present invention.
This embodiment uses test section of jurisdiction ring structure 9 for the general universal class of underground railway track traffic, concrete mark
Number be C50.Section of jurisdiction 6.0~6.2m of outer diameter, 5.3~5.6m of internal diameter, 0.3~0.35m of thickness, 1.2~1.5m of ring width, per endless tube piece
Number is 6 pieces, includes 1 block F that binds (15 °), 2 adjacent blocks L1, L2 (64 °), 2 calibrated bolck B1, B3 (72 °), an envelope
Sole piece B2 (73 °).Liner mortar using test compound mortar construction 10 includes calcium carbonate, calcium silicates, zeolite powder, fine coal
Ash, slag micropowder, starch ether, calcium propionate, para-aramid fiber, high-performance polyethylene fibres and aromatic polyamide fibre, by certain
The creamy material that mass ratio obtains after being sufficiently stirred is compound mortar.It reinforces in the centrally arranged compound mortar of section of jurisdiction ring structure 9
Structure 10.Using the compound mortar spraying of high-performance, Thickness of Entirety Stabilization is controlled in 50mm or so, width 80cm, compound mortar knot
The width of structure 10 is less than the width of section of jurisdiction ring structure 9.Using 10@100 of circumferential Φ, the enhancing of 10@of longitudinal Φ, 200 bar-mat reinforcements is adjacent
40cm, expansion bolt Φ 10mm are respectively taken in section of jurisdiction, and implantation depth is not less than 10cm, and 12 are no less than per ring reinforcing bar.Bar-mat reinforcement
Using HRB400 screw-thread steels, using welding manner, the lap of splice is no less than 100mm.
A kind of compound mortar reinforces the indoor test method of existing subway tunnel structure effect, including the following contents：
(1) loading system
Loading system is mainly made of horizontal loading apparatus, counter-force balancing device and roller support, wherein horizontal addload
Device is mainly made of jack 7 and loading beam 8.Loading system further includes section of jurisdiction ring structure 9, compound mortar construction 10, holds
Lotus beam 6 and center counterforce device 5.
Experiment is loaded under horizontality, and as shown in Figure 2 to 3, one shares 24 load(ing) points, all load(ing) point lotuses
It carries and center steel loop is compiled in by loading beam, constitute self-balance loading system, each load(ing) point holds lotus beam 6 by one and two steel are drawn
Bar is constituted.All horizontal loadings are divided into 3 groups, according to finite element preanalysis as a result, the maximum horizontal that design counterforce device can provide
Load 100T/ points, single jack range 300mm.
In test, circumferential load is divided into 3 groups of P1、P2And P3, organize in it is identical per point loading value, when load, is fully synchronized.Lotus
Load is grouped into P1Contain 6 load(ing) points, P2Contain 10 load(ing) points, P3Contain 8 load(ing) points.
Holding lotus beam action is：(1) bearing beam that can be used as actively pressurization, for ensureing that load vertically makes every effort to uniform；(2)
Also the reaction beam being passively pressurized is can be used as, the deflection of test specimen can be kept under jack stop working state, in favor of adding
Gu construction, simulation tunnel reinforcement construction site situation；(3) this load bearing beam power and rigidity are relatively large.
Horizontal addload is provided convenience for test operation, but the frictional force between test specimen and steel sole plate can influence plane change
Shape state.To eliminate frictional force, it is evenly arranged steel sole plate in entire test specimen bottom, 192 are proposed between test specimen bottom and steel facing
Steel ball, to form the small rolling bearing condition of frictional resistance.
(2) Protonation constant
In test, circumferential load is divided into 3 groups of P1、P2And P3, organize in it is identical per point loading value, when load, is fully synchronized.Lotus
Load is grouped into P1Contain 6 load(ing) points, P2Contain 10 load(ing) points, P3Contain 8 load(ing) points.
A：P1It is loaded onto 165kN by 0kN points 11 grades.P is maintained in the process2=0.65 × P1、P3=(P1+P2)/2=0.825
×P1, P1Every grade of load increment is 15kN.
B：P2Process maintains P2=0.65 × P1、P3=(P1+P2)/2=0.825 × P1, P1Every grade of load increment is 13kN.
The load phase is 11 grades~12 grades.
C：P2Maintain 127.5kN constant, P1Continue to be loaded onto limiting condition.P should be maintained in the process2=127.5kN, P3=
(P1+P2)/2。
(3) content is tested
Have in test：1) overall deformation measures；2) concrete strain measurement；3) main reinforcement strain measurement；4) crack is seen
It examines；5) section of jurisdiction and connector breakage observation；6) mortar bed strain measurement；7) interface sliding is measured with stripping；8) domain malformation
Overall process images, as shown in Figure 1.
The research index of test：1) section of jurisdiction Zernike annular polynomial changes；2) section of jurisdiction ring-shaped changes；3) section of jurisdiction ring crack progressing；4)
Section of jurisdiction and reinforcement material interfacial failure.
1) overall deformation measures
Whole relative deformation by measuring tunnel segment structure restrains to calculate the overall stiffness of structure, using stay-supported LVDT
Displacement meter measures measuring point displacement, range 500mm, precision 0.01mm.Stay-supported LVDT displacement meters are fixed on the intrados of section of jurisdiction, are surveyed
Point is arranged according to Deformation control point in preanalysis.16 location arrangements structure convergent deformation measuring points are chosen in domain experiment altogether, by suitable
Clockwise is numbered, and measuring point code name is D1~D16, as shown in Figure 4.One stay-supported LVDT displacement meter of each point layout.
During subway circulation, the upper and lower load of section of jurisdiction ring structure 9 is larger, therefore in actual moving process, section of jurisdiction ring structure 9
The deflection of upper and lower, left and right position is larger, and therefore, measuring point selects more intensive at 0 °, 90 °, 180 °, 270 °.
2) main reinforcement strain measurement
Main reinforcement is strained while being measured using foil strain gauge and type vibration wire Reinforcement Stress-count.The model of foil strain gauge
For BX120-3AA, gauge length 3mm.Strain paste position polished with sanding machine, with alcohol washes it is clean after and then with 502
Strain gauge is pasted onto section of jurisdiction or rebar surface by glue, is numbered one by one after lead-out wire is welded.Meet insulation after testing to want
It is sealed afterwards with 703 glue, to ensure that it does not make moist, is damaged.
Type vibration wire Reinforcement Stress-count model JTM-V1000 and JTM-V1000B.JTM-V1000 maximum crushing stresses are
100MPa, maximum tension stress 200MPa；JTM-V1000B maximum crushing stresses are 100MPa, maximum tension stress 400MPa.
Before segment prefabricated, first reinforcing rib meter is welded in the main reinforcement of testing section position, in order to ensure weld strength, need to be added in weld
Item, and pitching are tied up in weldering, numbness are wrapped, to be disengaged with concrete.
For 9 main reinforcement of section of jurisdiction ring structure：Domain experiment chooses 10 sections and arranges that section of jurisdiction main reinforcement strain gauge 1, the block F that binds are set
1 section, two adjacent blocks L1, L2 respectively set 2 sections, and two calibrated bolcks B1, B3 respectively set 2 sections, and back cover block B2 sets 1 and cuts
Face, respectively arrangement 3 row, 12 points sort each section internal and external cambered surface from up to down from left to right, column pitch 20mm, section of jurisdiction master
Muscle strain gauge 1 240 in total, wherein outboard tube piece main reinforcement strain gauge 1 numbers corresponding, inside generation in same section corresponding position
Number be ZN, outside code name be ZW.Each section corresponds to each one of outboard tube piece Reinforcement Stress-count 2 in arrangement, is surveyed in intermediate main reinforcement
Section of jurisdiction Reinforcement Stress-count 2, section of jurisdiction main reinforcement stress meter 2 20 in total, wherein outboard tube in same section corresponding position are installed on point
Piece Reinforcement Stress-count 2 number it is corresponding, inside code name be ZJN, outside code name be ZJW, as shown in figures 5 and 6.
Bar-mat reinforcement main reinforcement in extraordinary mortar joint steel grid method built for spray in situ, i.e. the steel of compound mortar construction 10
Muscle host's muscle：The breakage of section of jurisdiction after being tested for preloading, encrypts the arrangement of reinforcing steel strain gauge at badly broken.The domain
Experiment chooses 13 sections and arranges the mortar construction main reinforcement strain gauge 3 of compound mortar construction 10, and the block F that binds sets 1 section, two
Adjacent block L1, L2 respectively sets 2 sections, and two calibrated bolcks B1, B3 respectively set 2 sections, and back cover block B2 sets 1 section, adjacent block L1
1 section is set with the junctions calibrated bolck B1, adjacent block L1 and the junctions block F of binding set 1 section, and bind block F and adjacent block L2
Junction sets 1 section, and totally 10 surveys of 2 row are respectively arranged in the bar-mat reinforcement main reinforcement of the corresponding compound mortar construction in each section 10
Point sorts from up to down from left to right, column pitch 20mm, one mortar construction main reinforcement strain gauge 3 of each point layout, multiple
The mortar construction main reinforcement strain gauge 3 120 in total of mortar construction 10 is closed, measuring point code name is GJ, as shown in Fig. 7~Fig. 8.Relative to
The bar-mat reinforcement main reinforcement strain measurement of the 9 main reinforcement strain measurement of section of jurisdiction ring structure, compound mortar construction 10 increases 3 sections of jurisdiction junction
Section, section of jurisdiction junction be easier breakage, add mortar construction main reinforcement strain gauge 3 in section of jurisdiction junction and can preferably test
Consolidation effect.
3) concrete strain measurement
For 9 concrete strain measurement of section of jurisdiction ring structure using long gauge length (gauge length length is quasi- to take 50mm) foil strain gauge, model is quasi-
For DX50AA-120, the long 50mm of gauge length.Domain experiment chooses Internal force control section and arranges concrete strain gauge, including cambered surface coagulation
Soil and end face concrete.Domain experiment chooses 28 sections and arranges cambered surface concrete measuring point, the measuring point of cambered surface concrete strain gauge
The block F that is distributed as binding sets 3 sections, and two adjacent blocks L1, L2 respectively set 4 sections, and two calibrated bolcks B1, B3 respectively set 6 sections,
Back cover block B2 sets 5 sections, except each 2 points of the arrangement of 0 °, 90 °, 180 ° and 270 ° section internal and external cambered surface, outer arc in remaining each section
Respectively 4 points of arrangement amounts to 208 wherein outside cambered surface concrete strain measuring point number is corresponding in same section corresponding position in face
Measuring point, one concrete strain gauge of each point layout.Intrados measuring point code name is HN, and extrados measuring point code name is HW, such as Fig. 9
It is shown.
Domain experiment chooses 18 sections and arranges that end face concrete measuring point, the measuring point of end face concrete strain gauge are distributed section
It chooses, measuring point is distributed as two adjacent blocks L1, L2 and respectively sets 2 sections, and two calibrated bolcks B1, B3 respectively set 3 sections, back cover block B2
If 2 sections, section of jurisdiction junction respectively sets 1 section totally 6 sections, except section of jurisdiction joint section arranges at 8 points, remaining each section
It arranges at 4 points, only arranges measuring point in upper surface, amount to 96 measuring points, one concrete strain gauge of each point layout, end face measuring point
Code name is HD, as shown in Figure 10.
4) gap observation
Phenomenon is opened to the longitudinal joint in loading procedure and carries out manual record, is broadly divided into two parts, initial measurement with most
It measures eventually.Since pneumatically applied mortar causes the seam of inside to be blocked, outer side seam can only be measured.Manual measurement is mainly
Measuring point is opened under specific series to fixed longitudinal joint by vernier caliper to measure.
5) section of jurisdiction and connector breakage observation
In loading procedure by artificially observe and shoot record section of jurisdiction and connector breakage.
6) mortar bed strain measurement
The new spray mortar bed strain measurement of compound mortar construction 10 uses BX120-3AA foil strain gauges, gauge length 3mm.
Strain paste position polished with sanding machine, with alcohol washes it is clean after strain gauge is and then pasted onto section of jurisdiction with 502 glue
Or rebar surface, it is numbered one by one after lead-out wire is welded.Meet after testing after insulation is wanted and is sealed with 703 glue, with
Ensure that it does not make moist, is damaged.Choose 13 sections arrangement mortar bed surface strain meters 4 altogether, the measuring point block F that is distributed as binding sets 1
Section, two adjacent blocks L1, L2 respectively set 2 sections, and two calibrated bolcks B1, B3 respectively set 2 sections, and back cover block B2 sets 1 section,
Adjacent block L1 and the junctions calibrated bolck B1 set 1 section, and adjacent block L1 and the junctions block F of binding set 1 section, bind block F and
The junctions adjacent block L2 set 1 section, 4 points of the mortar layer arrangement of the corresponding compound mortar construction in each section 10, with center pair
Arrangement, spacing 150mm is claimed to amount to 52 measuring points, one mortar bed surface strain meter 4 of each point layout, measuring point code name is
HJ, as shown in Figure 11~Figure 12.
7) interface sliding is measured with stripping
Relative slippage between compound mortar construction 10 and section of jurisdiction ring structure 9 is measured using amesdial, and amesdial shows
It is worth ranging from 10mm, precision 0.01mm.Table is fixed on dial framework when use, adjusts the measuring staff axis of table, make its perpendicular to
Tested plane.Choose 12 sections as shown in fig. 13 that, two above and below former tunnel segment structure and compound mortar construction seaming position at
Arrange that measuring point, each section arrange 2 measuring points, totally 24 measuring points, one amesdial of each point layout, measuring point code name is HY.
Opposite overburden amount between compound mortar construction 10 and concrete pipe sheet ring structure 9 is measured using amesdial, and thousand
Divide expression value ranging from 10mm, precision 0.01mm.Table is fixed on dial framework when use, the measuring staff axis of table is adjusted, makes it
Perpendicular to tested plane.12 sections as shown in figure 14 are chosen, on former tunnel segment structure and compound mortar construction seaming position
Arrange that measuring point, each section arrange 2 measuring points at lower two, totally 24 measuring points, one amesdial of each point layout, measuring point code name
For BL.
8) domain malformation overall process images
The camera shooting of loading complete process and final structure deformation records.
(4) data collecting system
Main reinforcement strain, concrete strain, mortar surface strain, seam opening, the changing of the relative positions, all use static strain electrical measuring method.
Test specimen is tested after mechanical quantity (strain, displacement etc.) is converted into corresponding electric signal by foil strain gauge, electronic displacement sensor, is connect
Enter DH3816 static strain data collecting instruments.A whole set of data collecting system is by sensor, DH3816 static datas Acquisition Instrument, calculating
The compositions such as machine and support software.The strain measurement of test equipment ranging from -2 × 104S~2 × 10 μ4μ s, resolution ratio are 1 μ s, zero
Drift is not more than 4 μ s/h, systematic uncertainty<0.5%, ± 3 μ s.A whole set of test equipment has the characteristics that correct, reliable, quick.
(5) test result analysis
Test gathered data based on embodiment is listed such as section of jurisdiction overall structure load-displacement curve (shown in Figure 15),
Figure 15 abscissas indicate to restrain change in displacement value, the i.e. variable quantity of diameter at the top and bottom of section of jurisdiction, it is known that the final limit of structure is held
Power is carried in 200kN or so.By 270 ° or so concrete pipe sheets and mortar bed stripping curve (as shown in figure 16) it is found that in Figure 16
BL1 and BL2 indicates the stripping measurement data of two measuring points on same section, the contingency of experiment is prevented, when load is added to 9 grades
When, 270 ° nearby mortar bed and concrete pipe sheet are peeling-off.
In the test process of the embodiment, occurs following phenomenon successively：
Before 7 grades of loads, apparent phenomenon does not occur for structure, and compound mortar construction surface crack is apparent, and maximum crack reaches
0.65mm；
In the 8th grade of load, concrete pipe sheet starts to remove with new spray mortar bed in bottom；314 ° of mortar beds and concrete
Section of jurisdiction starts to remove, and top bottom pneumatically applied mortar surface crack is larger；
In the 9th grade of load, 270 ° or so concrete pipe sheets start to remove with mortar bed；
In the 11st grade of load, there is continuous sound in structure, and steel reinforcement cage disengages, 120 degree to 360 degree concrete pipe sheets and newly
Mortar bed is sprayed all to disengage；
In the 12nd grade of load, load P2It is constant to load numerical value, P1And P3It continues growing, round tunnel segment structure top bottom is received
Displacement is held back to have an adverse effect；
In the 15th grade of load, 314 ° of mortar beds increase suddenly with concrete pipe sheet peel value；
In the 19th grade of load, structure continues the sound for reinforcing bar stripping occur, then a sound loud noise, is opened on the outside of 54 ° of seams
It opens, it is broken that mortar bed is newly sprayed in inside, and structure reaches capacity bearing capacity, and test experiments terminate.
As shown in figure 17, it is performance comparison before and after reinforcing.The elastic limit point that A points are unguyed structure is defined, B points are not
The ultimate bearing force of ruggedized construction.C points correspond to reinforcement point, and D points correspond to the elastic limit point of ruggedized construction, and E points are to reinforce to tie
The ultimate bearing force of structure.The slope k 1 of OA is the elastic stage rigidity of unguyed structure, and the slope k 2 of CD is ruggedized construction
Elastic stage rigidity.The consolidation effect of unguyed structure and ruggedized construction such as table 1 indicates.
Table 1 reinforces front and back performance comparison
Method to be built after the destruction of unguyed structure using spray in situ to reinforce domain structure, structural test curve is evened up,
After structure is destroyed, load-displacement curve does not occur descending branch, but convergent deformation is excessive, and the use for being unsatisfactory for tunnel duct piece is wanted
It asks, but integrally-built ductility improves.
The test method can be described a kind of suitable for existing subway tunnel well by phenomenon and data interpretation of result
The consolidation effect of section of jurisdiction reinforcement material provides qualitative and quantitative analysis, is the room of the consolidation effect of novel reinforced section of jurisdiction material
Interior experimental test provides new method and step.
In conclusion the present invention is based on indoor equal proportion full scale model test, propose a kind of suitable for existing subway tunnel
The indoor test method for the test effect that section of jurisdiction reinforces.This method step clear and definite, test content is comprehensive, actual tests operation
Implementation is strong, and test result can make judge to the consolidation effect and performance of novel segment ruggedized construction.It is widely applicable, it can be effective
Suitable for the laboratory test measure of merit of all subway tunnel tunnel segment structure reinforcement materials, a kind of novel reinforced structure of judge is provided
The method of reinforcement performance.The present invention is disclosed as above with preferred embodiment, but not limiting protection scope of the present invention.Due to
Current many novel section of jurisdiction reinforcement materials and structure emerge one after another, most of interior full scale model test consolidation effects and performance
Test can be used the present invention, or the present invention is slightly retouched and is changed and is applied again.Protection scope of the present invention should be with
Subject to claims.
The above-described embodiments merely illustrate the principles and effects of the present invention, and is not intended to limit the present invention.It is any ripe
The personage for knowing this technology can all carry out modifications and changes to above-described embodiment without violating the spirit and scope of the present invention.Cause
This, institute is complete without departing from the spirit and technical ideas disclosed in the present invention by those of ordinary skill in the art such as
At all equivalent modifications or change, should by the present invention claim be covered.
Claims (7)
1. a kind of compound mortar reinforces the indoor test method of existing subway tunnel structure effect, which is characterized in that the method
Include the following steps：
Step 1, loading system is built；The loading system includes section of jurisdiction ring structure, compound mortar construction, hold He Liang, jack,
Loading beam and center counterforce device；
Step 2, Protonation constant is built；The circumferential load of the loading system is divided into 3 groups, organizes interior identical per point loading value, load
When it is fully synchronized；
Step 3, measuring system is constructed；The measuring system is in loading procedure, the deformation of loading system measures；In measurement
Appearance includes overall deformation measurement, main reinforcement strain measurement, concrete strain measurement, crack observation, section of jurisdiction and connector breakage observation, ash
Pulp layer strain measurement, interface sliding are measured with stripping and domain malformation overall process images；According to the loading system and add
Load system is arranged the measuring point of the measuring system；
Step 4, data collecting system is built；The data collecting system acquires the deformation parameter that the measuring system measures, institute
It includes static data Acquisition Instrument and computer to state data collecting system；
Step 5, measurement result is analyzed；According to the data that the data collecting system acquires, analyzes the compound mortar construction and add
Gu the consolidation effect of existing subway tunnel structure.
2. reinforcing the indoor test side of existing subway tunnel structure effect according to a kind of compound mortar described in claim 1
Method, which is characterized in that the section of jurisdiction ring structure is 6 pieces per endless tube the piece number, including bind block F, the first adjacent block L1, the second adjoining
Block L2, the first calibrated bolck B1, the second calibrated bolck B3 and back cover block B2.
3. reinforcing the indoor test side of existing subway tunnel structure effect according to a kind of compound mortar described in claim 1
Method, which is characterized in that the overall deformation, which is measured, is restrained by the whole relative deformation for measuring the section of jurisdiction ring structure to calculate
The overall stiffness of structure measures measuring point displacement using guy type displacement meter, chooses 16 location arrangements structure convergent deformation measuring points.
4. reinforcing the indoor test side of existing subway tunnel structure effect according to a kind of compound mortar described in claim 1
Method, which is characterized in that main ribs strain measurement is measured using strain gauge and stress meter, and main ribs strain measurement includes
Section of jurisdiction ring structure main reinforcement strain measurement and compound mortar construction main reinforcement strain measurement；The section of jurisdiction ring structure main reinforcement strain measurement is adopted
Measured with section of jurisdiction main reinforcement strain gauge and section of jurisdiction main reinforcement stress meter, choose 10 sections arrange the section of jurisdiction main reinforcement strain gauges and
Section of jurisdiction main reinforcement stress meter；The compound mortar construction main reinforcement strain measurement is measured using mortar construction main reinforcement strain gauge, choosing
13 sections are taken to arrange the mortar construction main reinforcement strain gauge.
5. reinforcing the indoor test side of existing subway tunnel structure effect according to a kind of compound mortar described in claim 1
Method, which is characterized in that the concrete strain measurement is measured using strain gauge, and the concrete strain measurement includes cambered surface
Concrete strain measurement and end face concrete strain measurement；The cambered surface concrete strain measurement is chosen described in 28 section arrangements
Strain gauge；The end face concrete strain measurement chooses 18 sections and arranges the strain gauge.
6. reinforcing the indoor test side of existing subway tunnel structure effect according to a kind of compound mortar described in claim 1
Method, which is characterized in that the mortar bed strain measurement is measured using strain gauge, is chosen 13 sections and is arranged the strain
Meter.
7. reinforcing the indoor test side of existing subway tunnel structure effect according to a kind of compound mortar described in claim 1
Method, which is characterized in that the interface sliding is measured with stripping and measured using amesdial, including compound mortar construction and section of jurisdiction
Relative sliding measurement between ring structure and opposite stripping measurement；The Relative sliding measurement and opposite stripping measurement are equal
It chooses segment joint position and section of jurisdiction medium position arranges measuring point, choose 12 sections respectively and arrange the amesdial.
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