CN105181190A - Device for testing mechanical characteristic of tunnel locking anchor pipe and testing method for device - Google Patents
Device for testing mechanical characteristic of tunnel locking anchor pipe and testing method for device Download PDFInfo
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- CN105181190A CN105181190A CN201510697130.XA CN201510697130A CN105181190A CN 105181190 A CN105181190 A CN 105181190A CN 201510697130 A CN201510697130 A CN 201510697130A CN 105181190 A CN105181190 A CN 105181190A
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Abstract
The invention relates to a device for testing the mechanical characteristic of a tunnel locking anchor pipe and a testing method for the device. The device is applied to design and construction; the design can be guided; the construction difficulty is lowered; and a guarantee of the construction safety and the tunnel structure stability is facilitated. According to the technical scheme provided by the invention, the device comprises a locking anchor pipe body; a conical head is arranged at one end of the locking anchor pipe body; four round holes are evenly formed in the circumference; a strain gage is adhered to one side of each round hole and is connected with a connection terminal; each connection terminal is connected with a lead; and the other end of each lead is connected with a strain tester. The testing method comprises the steps as follows: aiming at testing of axial stress of various sections of the locking anchor pipe, the axial strain is measured by virtue of the strain tester by a resistance strain gage half-bridge single-arm temperature compensation connection method; and aiming at testing of bending moments of the sections of the locking anchor pipe, the compressive or tensile strain caused by the bending moments is measured by the strain tester by a resistance strain gage half-bridge double-arm connection method.
Description
Technical field
The present invention relates to device and the method for testing thereof of a kind of testing tunnel lock pin anchor tube mechanical characteristic, its be a kind of newly, the loess tunnel lock pin anchor tube stress of science, the method for testing of moment of flexure.
Background technology
China is the country of a geology complicated topographical conditions, and only hills and the mountain ridge just account for more than 3/4ths of area.In recent years, along with the Large scale construction of the engineerings such as China's urban transportation, hydraulic and electric engineering, mineral mining, underground works is made to invest and build increasing.In extensive and high-level foundation works is built, the construction of Tunnel Engineering obtains develop rapidly, not only has breakthrough in quantity and length, and tunnel excavation section is also increasing.Along with the expansion of tunnel construction scale and quantity, inevitably run into Loess Layer.In Loess Layer, build tunnel, because self difference or excavation method and supporting parameter are chosen improper, excessive deformation may occur tunnel support structure even makes structural instability.
When tunnel generation large deformation, effective handle measure must be taked to control its development, conventional handle measure has wall rock grouting, expands arch springing loaded area or arranges longitudinal joist, set up Temporary invert, adopt high strength support structure also to close into ring, tunnel foundation consolidation process in time, set up lock pin anchor tube etc.In many measures, major part has carried out systematic research, and is successfully applied in engineering practice, as grouting reinforcement rock, sets up Temporary invert, tunnel foundation consolidation process etc.; Some reinforcement measures are then also in the exploratory stage, as lock pin anchor tube etc.
Lock pin anchor tube specification conventional in engineering is the hot rolled seamless steel tube of 42 × 4mm, and length embeds in stabilizing surrounding rock to penetrate wall rock loosening ring and is advisable.Lock pin anchor tube is mainly used in IV, V level surrounding rock tunnel of partial excavation method or benching tunnelling method excavation, and tunnel is topped bar after excavation supporting completes, and the softening and excavation of getting out of a predicament or an embarrassing situation of substrate can cause preliminary bracing of topping bar to sink or unsettled.Therefore get out of a predicament or an embarrassing situation before excavating, set 1 ~ 3 row's lock pin anchor tube by certain angle along tunnel arch foot, foundation place, and by its termination and steelframe firm welding, make lock pin anchor tube become to be integrated with steelframe, and then the sinking of restriction preliminary bracing, to give full play to the carrying effect of supporting construction.Although lock pin anchor tube obtains applying comparatively widely in engineering practice, but there is the still inadequate system of the theoretical research shutting pin anchor tube and go deep into, comprehensive not to the mechanism of action and mechanical characteristic understanding of locking pin anchor tube, thus can not well instruct engineering actual, bring certain blindness to Tunnel Design and construction.Lock pin anchor tube effectively can control steelframe generation excessive deformation, but the relevant data describing its loading characteristic is little, and most of document is all analyzed by theoretical analysis and numerical simulation, and its result locks the certain deviation of the stressed existence of pin anchor tube with reality.Therefore, carry out particular study to locking the test of pin anchor tube mechanical characteristic in tunnel there is important theory and practice meaning.
Summary of the invention
The object of this invention is to provide device and the method for testing thereof of a kind of testing tunnel lock pin anchor tube mechanical characteristic, it is applied to design and construction, can design, reduces difficulty of construction, is conducive to ensureing that construction safety and tunnel structure are stablized.
For solving prior art Problems existing, technical scheme of the present invention is: a kind of device of testing tunnel lock pin anchor tube mechanical characteristic, it is characterized in that: comprise lock pin anchor tube body, one end of described lock pin anchor tube body is provided with conehead, described lock pin anchor tube body be circumferentially evenly provided with 4 circular holes, the side of each circular hole is sticky is provided with foil gauge, described foil gauge is connected with connection terminal, described connection terminal is connected with wire, and the other end of wire is connected with strain testing instrument.
Described foil gauge glue be located at anchor tube body outer circumference surface on.
Described wire is arranged in the body of lock pin anchor tube body by circular hole.
The method of testing of the device of described a kind of testing tunnel lock pin anchor tube mechanical characteristic, it is characterized in that: described method of testing is: by pasting foil gauge at lock pin anchor tube different cross section place, wire is introduced lock pin anchor tube inside by pipe shaft circular hole and is stretched out and is connected with strain testing instrument, during each cross section axial stress of the lock pin anchor tube buried underground in testing tunnel, strain testing instrument is utilized to adopt resistance strain gage half-bridge single armed temperature compensation connection to measure its axial strain, during each section turn moment of the lock pin anchor tube buried underground in testing tunnel, strain testing instrument is utilized to adopt resistance strain gage half-bridge both arms connection to measure the compression or tensile strain that are caused by moment of flexure.
Compared with prior art, advantage of the present invention is as follows:
The present invention is based on electrical measuring method and lock pin anchor tube physical characteristics, propose a kind of loess tunnel lock pin anchor tube mechanical property testing method targetedly, both lock pin anchor tube stress, moment of flexure can have been recorded along the distribution character of the degree of depth by this method of testing, obtain optimum lock pin anchor tube physical parameter, effectively can disclose again lock pin anchor tube load transfer mechanism and bearer properties.
Accompanying drawing explanation
Fig. 1 is mechanical characteristic apparatus structure schematic diagram of the present invention;
Fig. 2 is that the present invention tests lock pin anchor tube mechanical characteristic device schematic diagram;
Fig. 3 is that the present invention tests section structure schematic diagram;
Fig. 4 is the conehead schematic diagram that the present invention locks the installation of pin anchor tube afterbody;
Fig. 5 is that the present invention tests section foil gauge layout schematic diagram;
Fig. 6 strain bridge bridge road schematic diagram;
Fig. 7 is example reciprocating drill of the present invention punching;
Fig. 8 draws in example measuring point wire of the present invention;
Fig. 9 is that example foil gauge of the present invention and connection terminal are pasted;
Figure 10 is example foil gauge of the present invention lead-in wire, wire bonds;
Figure 11 is example foil gauge of the present invention protection;
Figure 12 is axial strain of the present invention test bridge road schematic diagram;
Figure 13 is that Shi Qiao road array mode is measured in site test axial strain of the present invention;
Figure 14 is moment of flexure of the present invention test bridge road schematic diagram;
Figure 15 is that site test moment of flexure of the present invention measures bridge road array mode;
Pipe shaft length ~ axial strain figure on the upside of when Figure 16 is the present invention's 0 ° of lower limb;
Figure 17 is the present invention's 0 ° of lower limb side pipe body length ~ axial strain figure at present;
Pipe shaft length ~ Bending moment distribution figure in top and bottom when Figure 18 is the present invention's 0 ° of lower limb;
Pipe shaft length ~ Bending moment distribution figure in top and bottom when Figure 19 is the present invention's 15 ° of lower limbs;
Pipe shaft length ~ axial strain figure on the upside of when Figure 20 is the present invention's 15 ° of lower limbs;
Figure 21 is the present invention's 15 ° of lower limbs side pipe body length ~ axial strain figure at present;
Wherein, 1-lock pin anchor tube body, 2-circular hole, 3-foil gauge, 4-connection terminal, 5-wire, 6-strain testing instrument, 7-conehead.
Embodiment
Below in conjunction with accompanying drawing, the design is described in detail:
See Fig. 1: a kind of device of testing tunnel lock pin anchor tube mechanical characteristic, comprise lock pin anchor tube body 1, one end of described lock pin anchor tube body 1 is provided with conehead 7, described lock pin anchor tube body 1 be circumferentially evenly provided with 4 circular holes 2, the side of each circular hole 2 is sticky is provided with foil gauge 3, described foil gauge 3 is connected with connection terminal 4, described connection terminal 4 is connected with wire 5, the other end of wire 5 is connected with strain testing instrument 6, described foil gauge 3 is sticky to be located on the outer circumference surface of anchor tube body 1, described wire 5 is arranged in the body of lock pin anchor tube body 1 by circular hole 2.
When measuring stress and the moment of flexure of different end face, different end faces can be selected can to carry out laying measuring point as stated above, as shown in Figure 2 and Figure 3.
The concrete steps that the device that the present invention locks pin anchor tube mechanical characteristic makes are (see Fig. 2-5):
(1) locate: use scriber before the polishing of lock pin anchor tube along lock pin anchor tube length direction in upper and lower, left and right end position line;
(2) hole: in lock pin anchor tube cross-sectional periphery, alternative arrangement is answered in lower opening and hole, left and right.For upper lower opening, on tube wall, the aperture that two diameters conform to diameter of wire is bored at pipe shaft one section reciprocating drill, for hole, left and right, for preventing causing comparatively havoc to this section, hole, left and right and upper lower opening are staggered 1cm, bore with reciprocating drill the aperture that two diameters conform to diameter of wire on tube wall;
(3) polish: first with sander, small size polishing is carried out to tested point, then will lock pin anchor tube surface finish with sand paper smooth;
(4) threading: for the measuring point near lock pin anchor tube port position place, directly wire is drawn to lock pin anchor tube termination by thin tied silk, for the measuring point away from lock pin anchor tube port position place, thin tied silk is utilized to be passed from lock pin anchor tube another port by wire, then wire is fixed on steel wire, by steel wire along locking pin anchor tube inwall from the bottom traction of lock pin anchor tube to lock pin anchor tube termination, finally wire is concentrated in lock pin anchor tube termination to draw and be numbered and ensure to measure conveniently, outside wire, stay length to be 2.5m;
(5) clean: be stained with ketone oil direction with rayon balls and cleaned up by patch sites, and wipe totally by strain gauge adhesion face sassafras, after having cleaned, at least paster is carried out in 3 ~ 5 minutes again in interval, to ensure that acetone volatilizees completely;
(6) paster: go up most in lock pin anchor tube cross-sectional periphery, under, the most left, the symmetrical stickup four in least significant sheet resistance foil gauge, adopt 502 glue foil gauge and tube wall closely to be pasted and with polyethylene film even roll extrusion foil gauge in order to getting rid of unnecessary cementing agent and bubble.It is other that lock pin anchor tube strain measuring point is arranged on boring, go up most along lock pin anchor tube cross-sectional periphery, under, the most left and low order end positional symmetry pastes four sheet resistance foil gauges;
(7) weld: connection terminal adopts 302 gluings to paste, and the lock pin anchor tube circumference between foil gauge and terminal sticks a circle adhesive tape.Foil gauge extension line is welded to one end of connection terminal, then by the other end of connection terminal and wire bonds;
(8) protect: at foil gauge and the certain thickness epoxy resin protecting glue of connection terminal external coating.The protection of wire can utilize the geometrical property of lock pin anchor tube, and wire is connected its inwall from lock pin anchor tube hole wall, and aperture epoxy resin sealing afterwards, reaches the effect of guardwire with this;
(9) conehead is installed: the conehead installing a long 6cm before installing lock pin anchor tube at its afterbody, to make lock pin anchor tube can insert pre-drilled Kong Weizhong preferably;
(10) strain testing instrument is connected: connect strain testing instrument in conductor wire end.
The method of testing of lock pin anchor tube pipe shaft stress and moment of flexure:
Resistance bridge in electric wire strain gauge, as shown in Figure 6, it is using foil gauge or resistive element as electric bridge brachium pontis, desirable R
1for foil gauge, R
1and R
2for foil gauge or R
1~ R
4be several forms such as foil gauge, A, C and B, D are respectively input end and the output terminal of electric bridge.When member stress deforms, foil gauge produces the change of resistance value thereupon, thus destroys the balance of electric bridge, produces output voltage, is demonstrated the numerical value of strain by indicator gauge.
From electrotechnics principle, when input voltage is U
itime, output voltage U
0for:
When component deforms under external force, now in electric bridge, the resistance value of each brachium pontis will change, now R
1, R
2, R
3, R
4resistance is respectively R '
1, R'
2, R '
3, R'
4, its value is:
R′
1＝R
1+ΔR
1(2)
R'
2＝R
2+ΔR
2(3)
R'
3＝R
3+ΔR
3(4)
R'
4＝R
4+ΔR
4(5)
By R '
1, R'
2, R'3, R'
4bring formula (1) into, can be similar to and try to achieve output voltage U
0for:
Professional lathe is utilized to be 1cm from cutting width lock pin anchor tube, the lath that length is identical with lock pin anchor tube, and sticky note temperature compensation sheet is used as test temperature compensation bar on the lath identical with lock pin anchor tube point position, finally the lath posting temperature compensation sheet is placed on diameter 26mm, in the galvanized conduit of wall thickness 2mm.And hole on the side of lock pin anchor tube burial place, the galvanized conduit being placed with lath is inserted in the hole.
When testing lock pin anchor tube each cross section axial stress and moment of flexure, by pasting foil gauge at different cross section place, wire is introduced lock pin anchor tube inside by pipe shaft circular hole and is stretched out and is connected with strain testing instrument, utilize strain testing instrument to adopt resistance strain gage half-bridge single armed temperature compensation connection to measure its axial strain, utilize strain testing instrument to adopt resistance strain gage half-bridge both arms connection to measure the compression or tensile strain that are caused by moment of flexure.
Embodiment:
This test in copper (Tongchuan) ten days (Xunyi) high speed near the sub-tunnel route in source on-the-spot high gradient slope carry out, the country rock in tunnel is similar to soil-slope, to lock pin anchor tube termination loading simulation steelframe to the acting force of anchor tube, the mode of drawing in lock pin anchor tube tube wall external pasting foil resistance foil gauge, wire is adopted to measure pipe shaft strain, the data acquisition system (DAS) of this test is TST3821E wireless telemetering statical strain indicator, measures pipe shaft axial strain, moment of flexure by certain group bridge mode.
Pipe shaft distribution of force characteristic and deformation rule under the effect of hollow anchor tube outer load are only studied in this test, and under lock pin anchor tube, limb is respectively 0 ° and 15 °, adopts Luoyang Spade to hole.Lock pin anchor tube adopts length 3.5m, diameter 42mm, wall thickness is the hot rolled seamless steel tube of 4mm, and be the mechanical characteristic making resistance strain gage can reflect lock pin anchor tube preferably, as shown in Fig. 7 ~ 11, dynamometry anchor tube makes according to the following steps:
(1) for reducing the impact of boring on anchor tube intensity, in anchor tube cross-sectional periphery, alternative arrangement is answered in lower opening and hole, left and right.For upper lower opening, from distance pipe end 0.46m, on tube wall, boring two diameters every 1m reciprocating drill is the aperture of 2.5mm, namely bores 8 apertures altogether in 4 positions such as 0.46m, 1.46m, 2.46m, 3.46m respectively along the degree of depth.For hole, left and right, from distance pipe end 0.47m, on tube wall, boring two diameters every 1m reciprocating drill is the aperture of 2.5mm, namely bores 8 apertures altogether in 4 positions such as 0.47m, 1.47m, 2.47m, 3.47m respectively along the degree of depth, and each depth foil gauge wire is introduced from corresponding aperture.
(2) for test section 1 and test section 2, because test section 1 is 0.5m apart from anchor tube termination, test section 2 is 1.5m apart from anchor tube termination, directly wire is drawn to anchor tube termination by the thin tied silk of 0.8mm, namely utilize the aperture on anchor tube pipe shaft that thin tied silk is penetrated in anchor tube tube wall, then slowly pass from anchor tube termination, being now the end that the Shielded Twisted Pair of 2mm is fixed on thin tied silk by diameter, by drawing thin tied silk, wire being incorporated into inside tube wall outside tube wall.For test section 3 and test section 4, because test section 3 is 2.5m apart from anchor tube termination, test section 4 is 3.5m apart from anchor tube termination, can not directly connect by thin tied silk, but test section 3 is 1.5m apart from the anchor tube other end, test section 4 is 0.05m apart from the anchor tube other end, 0.8mm thin tied silk can be utilized to be passed from the anchor tube other end by wire, then wire is fixed on long 4m, diameter is on the steel wire of 1.5mm, by steel wire along anchor tube inwall from anchor tube bottom traction to anchor tube termination, finally wire is concentrated in anchor tube termination to draw and be numbered and ensure to measure conveniently, length is stayed to be 2.5m outside wire.
(3) polishing cleaning is carried out to lock pin anchor tube strain gauge adhesion position.Foil gauge uses BX120-5AA type foil resistance foil gauge, and resistance value is 120 Ω, and sensitivity coefficient is 2.08, and accuracy class is A level, and gauge length is 5mm × 3mm.For lock pin anchor tube strain measuring point, from distance pipe end 0.5m, go up most along anchor tube cross-sectional periphery every 1m, under, the most left and low order end positional symmetry pastes four sheet resistance foil gauges, namely pastes 16 sheet resistance foil gauges altogether in 4 positions such as 0.5m, 1.5m, 2.5m, 3.5m respectively along the degree of depth.Foil gauge extension line is welded to one end of connection terminal, then by the other end of connection terminal and wire bonds, connection terminal adopts 302 gluings to paste.
(4) lock circumstance complication residing for pin anchor tube, and its construction belongs to extensive style operation, therefore will be protected foil gauge and wire.After having welded, first check welding quality, then at foil gauge and the certain thickness epoxy resin protecting glue of connection terminal external coating.Because lock pin anchor tube is compared with long and large with the surface of contact of country rock, therefore the friction resistance when installing anchor tube between country rock and anchor tube is larger, so install the conehead of a long 6cm at its afterbody before installing lock pin anchor tube, to make anchor tube can insert pre-drilled Kong Weizhong preferably.
For the test of lock pin anchor tube each cross section axial stress, resistance strain gage half-bridge single armed temperature compensation connection is adopted to measure its axial strain, namely four brachium pontis only have a brachium pontis to be connected to active gage, now adjacent bridge knee-joint temperature compensation sheet, the strain being caused lock pin anchor tube by temperature is eliminated with this, electric wire strain gauge electric-bridge circuit as shown in Figure 12 and Figure 13, wherein, R
1for being attached to the foil gauge on anchor tube tube wall, be used for responding to its strain herein under external force; R
2for being attached to the temperature compensation foil gauge on compensation block, R
3and R
4for strainmeter built-in resistor; U
i, U
0be respectively input voltage and output voltage.Because lock pin anchor tube length is longer and be placed in the soil body, the environment residing for each measuring point certainly will be caused different, and temperature is not identical yet, for making measurement result more accurate, compensation block should to be laid at corresponding measuring point place along anchor tube total length and can not be stressed, and classic method therefore can not be utilized to lay compensation block.For making compensation block material identical with anchor tube, utilize the professional lathe lath that cutting width is 1cm, length is identical with lock pin anchor tube from lock pin anchor tube.Not stress for making compensation block and consistent with temperature residing for tested lock pin anchor tube, sticking temperature compensating plate on the lath identical with anchor tube point position, and the lath posting temperature compensation sheet is placed on diameter 26mm, wall thickness is in the galvanized conduit of 2mm.Under the effect of lock pin anchor tube outer load, its body deforms, now:
Δ R
1=Δ R
become+ Δ R
t(7)
ΔR
2＝ΔR
T(8)
Formula (7), (8) are brought into formula (6) and can be obtained:
In formula, ε
1for the axial strain at anchor tube measuring point place.
For the test of each section turn moment of lock pin anchor tube, resistance strain gage half-bridge both arms connection is adopted to measure the compression or tensile strain that are caused by moment of flexure, namely four brachium pontis there are two brachium pontis to be connected to active gage, two active gages adopt in the method access electric bridge of adjacent brachium pontis, the strain that other External Force Acting produces can be eliminated like this, the increased resistance value caused because of temperature is identical, and two active gages adopt in the method access electric bridge of adjacent brachium pontis, the increased resistance value now caused by temperature is cancelled out each other, and does not need extra temperature compensation sheet and compensation block.Electric wire strain gauge electric-bridge circuit is as shown in Figure 14, Figure 15:
Wherein, R
1, R
2be respectively the foil gauge being attached to anchor tube tube wall circumference the top, bottom or leftmost, rightmost; R
3and R
4for strainmeter built-in resistor, U
i, U
0be respectively input voltage and output voltage.
Under the effect of lock pin anchor tube outer load, its body deforms, now Δ R
1, Δ R
2be respectively:
Δ R
1=Δ R
become+ Δ R
t=Δ R
axle+ Δ R
curved+ Δ R
t(10)
Δ R
2=Δ R
become'+Δ R
t=Δ R
axle-Δ R
curved+ Δ R
t(11)
By Δ R
1, Δ R
2bring formula (6) into and can obtain output voltage U
0for:
From formula (12), the strain of strainmeter display is 2 times that cause strain under Moment, that is:
ε
instrument=2 ε
curved(13)
According to material mechanics principle, known lock pin anchor tube measuring point place moment M is:
In formula, ε
instrumentfor the reading of strainmeter, W is the bending sections modulus of anchor tube, and its value is:
On this basis test analysis is carried out to the mechanical characteristic of lock pin anchor tube under vertical uniform load q, draws the following conclusions:
(1) when under lock pin anchor tube, limb is 0 °, the maximum vertical load that during axial strain test, its termination is born is 14.3kN, as shown in Figure 16, Figure 17, the maximum axial stretching strain of now locking pin anchor tube pipe shaft corresponding is 5609.84 μ ε, and maximum axial compressive strain is-4877.81 μ ε.The maximum vertical load that during moment of flexure test, its termination is born is 14.3kN, and as shown in figure 18, the maximal bending moment now locking pin anchor tube pipe shaft corresponding is 8.24kNm.Maximum axial stretching strain, maximum axial compressive strain and maximal bending moment all occur in the same test section near lock pin anchor tube termination.
(2) when under lock pin anchor tube, limb is 15 °, the maximum vertical load that during axial strain test, its termination is born is 11.7kN, as shown in Figure 20, Figure 21, the now maximum axial stretching strain of corresponding lock pin anchor tube pipe shaft is 5354.9 μ ε, maximum axial compressive strain is-2529.58 μ ε.The maximum vertical load that during moment of flexure test, its termination is born is 12.8kN, and as shown in figure 19, now the maximal bending moment of corresponding lock pin anchor tube pipe shaft is 7.7kNm.Maximum axial stretching strain, maximum axial compressive strain and maximal bending moment all occur in the same test section near lock pin anchor tube termination.
Claims (4)
1. the device of a testing tunnel lock pin anchor tube mechanical characteristic, it is characterized in that: comprise lock pin anchor tube body (1), one end of described lock pin anchor tube body (1) is provided with conehead (7), described lock pin anchor tube body (1) be circumferentially evenly provided with 4 circular holes (2), the side of each circular hole (2) is sticky is provided with foil gauge (3), described foil gauge (3) is connected with connection terminal (4), described connection terminal (4) is connected with wire (5), the other end of wire (5) is connected with strain testing instrument (6).
2. the device of a kind of testing tunnel lock pin anchor tube mechanical characteristic according to claim 1, is characterized in that: described foil gauge (3) is sticky to be located on the outer circumference surface of anchor tube body (1).
3. the device of a kind of testing tunnel lock pin anchor tube mechanical characteristic according to claim 1 and 2, is characterized in that: described wire (5) is arranged in the body of lock pin anchor tube body (1) by circular hole (2).
4. the method for testing of the device of a kind of testing tunnel lock pin anchor tube mechanical characteristic according to claim 1, it is characterized in that: described method of testing is: by pasting foil gauge at lock pin anchor tube different cross section place, wire is introduced lock pin anchor tube inside by pipe shaft circular hole and is stretched out and is connected with strain testing instrument, during each cross section axial stress of the lock pin anchor tube buried underground in testing tunnel, strain testing instrument is utilized to adopt resistance strain gage half-bridge single armed temperature compensation connection to measure its axial strain, during each section turn moment of the lock pin anchor tube buried underground in testing tunnel, strain testing instrument is utilized to adopt resistance strain gage half-bridge both arms connection to measure the compression or tensile strain that are caused by moment of flexure.
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105509951A (en) * | 2016-01-13 | 2016-04-20 | 中南大学 | Compression type remolded soil pore pressure testing device |
| CN105675289A (en) * | 2016-04-08 | 2016-06-15 | 中铁二局集团有限公司 | Test method for vertical bearing of locking anchor pipe of loose stratum channel |
| CN105890829A (en) * | 2016-05-18 | 2016-08-24 | 长安大学 | Device for comparing test performance of force measuring locking anchor pipes of tunnel and test method |
| CN105928650A (en) * | 2016-04-22 | 2016-09-07 | 华北水利水电大学 | Method for measuring expansion pressure of anchor head of expansion-shell type anchor bolt indoors |
| CN108035756A (en) * | 2016-10-21 | 2018-05-15 | 长沙理工大学 | Absolute strain detection testing device and measuring and calculation method for tunnel support GFRP tendons anchor pole |
| CN108060935A (en) * | 2017-11-16 | 2018-05-22 | 长安大学 | A kind of method for embedding of tunnel optical fiber grating force-measuring locking foot anchor tube |
| TWI684764B (en) * | 2019-04-25 | 2020-02-11 | 林宜清 | Method for measuring strain of concrete beam capable of eliminating temperature effect |
| CN114354046A (en) * | 2021-12-31 | 2022-04-15 | 徐州徐工挖掘机械有限公司 | Device and method for simultaneously measuring axial force and bending stress of bolt |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP2248951A1 (en) * | 2009-05-08 | 2010-11-10 | Keller Holding gmbh | Method and device for determining the axial force progression in a pressure-grouted anchor |
| CN203097917U (en) * | 2013-03-20 | 2013-07-31 | 安徽恒源煤电股份有限公司 | Force-measuring rock bolt |
| CN103485811A (en) * | 2013-09-26 | 2014-01-01 | 山东科技大学 | Detection method for axial force and bending moment of anchor rod and detecting anchor rod |
| CN204514514U (en) * | 2015-04-07 | 2015-07-29 | 中国矿业大学 | A kind of device detecting anchor axial force and bending moment force |
| CN205079892U (en) * | 2015-10-23 | 2016-03-09 | 长安大学 | Device of test tunnel lock foot anchor pipe atress characteristic |
-
2015
- 2015-10-23 CN CN201510697130.XA patent/CN105181190A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP2248951A1 (en) * | 2009-05-08 | 2010-11-10 | Keller Holding gmbh | Method and device for determining the axial force progression in a pressure-grouted anchor |
| CN203097917U (en) * | 2013-03-20 | 2013-07-31 | 安徽恒源煤电股份有限公司 | Force-measuring rock bolt |
| CN103485811A (en) * | 2013-09-26 | 2014-01-01 | 山东科技大学 | Detection method for axial force and bending moment of anchor rod and detecting anchor rod |
| CN204514514U (en) * | 2015-04-07 | 2015-07-29 | 中国矿业大学 | A kind of device detecting anchor axial force and bending moment force |
| CN205079892U (en) * | 2015-10-23 | 2016-03-09 | 长安大学 | Device of test tunnel lock foot anchor pipe atress characteristic |
Non-Patent Citations (2)
| Title |
|---|
| 王逢文等: "全锚固测力锚杆的研制与应用", 《矿山压力与顶板管理》 * |
| 韩峰等: "《测试技术基础》", 31 July 1998 * |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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| CN105675289A (en) * | 2016-04-08 | 2016-06-15 | 中铁二局集团有限公司 | Test method for vertical bearing of locking anchor pipe of loose stratum channel |
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| CN105928650A (en) * | 2016-04-22 | 2016-09-07 | 华北水利水电大学 | Method for measuring expansion pressure of anchor head of expansion-shell type anchor bolt indoors |
| CN105928650B (en) * | 2016-04-22 | 2018-09-18 | 华北水利水电大学 | The method of the indoor test expansion sleeve bolt anchor head bulbs of pressure |
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| CN108035756A (en) * | 2016-10-21 | 2018-05-15 | 长沙理工大学 | Absolute strain detection testing device and measuring and calculation method for tunnel support GFRP tendons anchor pole |
| CN108060935A (en) * | 2017-11-16 | 2018-05-22 | 长安大学 | A kind of method for embedding of tunnel optical fiber grating force-measuring locking foot anchor tube |
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