CN102095594A - Test water pressure applying device for shield tunnel structural model - Google Patents
Test water pressure applying device for shield tunnel structural model Download PDFInfo
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- CN102095594A CN102095594A CN2010105933878A CN201010593387A CN102095594A CN 102095594 A CN102095594 A CN 102095594A CN 2010105933878 A CN2010105933878 A CN 2010105933878A CN 201010593387 A CN201010593387 A CN 201010593387A CN 102095594 A CN102095594 A CN 102095594A
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Abstract
The invention discloses a test water pressure applying device for a shield tunnel structural model. An anchoring base plate is arranged between an anchoring end and an anchoring hole of an anchor cable; anchoring through holes on the anchoring hole and the anchoring base plate are inclined, and the inclined angles ensure that no inflection points are formed at hole edges when the anchor cable passes through the anchoring hole and the anchoring through holes; the outer side of the anchoring base plate is vertical to the anchoring hole; a jack base plate is arranged between the top of a jack and a jack hole; jack through holes on the jack hole and the jack base plate are inclined, and the inclined angles ensure that no inflection points are formed at hole edges when the cable passes through the jack hole and the jack through holes; and the outer side of the jack base plate is vertical to the jack hole. A tensioning angle and a tensioning gas of the anchor cable of the device are small, and additional concentrated force at a hoop beam is small so that the influence of environmental water pressure on a model tunnel structure can be actually simulated; therefore, more accurate and reliable basis can be provided for the design and construction of the shield tunnel structure, tunnel construction and operation safety can be guaranteed, and the reliability and the safety of the device are high.
Description
Technical field
The present invention relates to a kind of duct pieces of shield tunnel architecture prototyping test unit, relate in particular to a kind of shield tunneling structure prototype experiment hydraulic pressure bringing device.
Background technology
To applying of shield tunnel prototype tunnel segment structure hydraulic pressure, can adopt the device of self-anchored type hoop formula to realize, that is: two hoop beams vertically are set on shield tunnel construction prototype outer peripheral face, hoop beam one side is provided with the hoop lifting jack, the anchored end that is fixed in the hoop anchor cable on the hoop beam is passed the anchor hole on the hoop beam, after rounding on the shield tunnel construction prototype, the very heavy apical pore that its very heavy top is passed on the hoop beam links to each other with the push rod of hoop lifting jack again.Wherein, the hoop beam provides pressure to simulate and the control structure water pressure by the hoop anchor cable.Yet there is the problem and the hidden danger of following two aspects in this charger.
At first, because hoop lifting jack tonnage and size are bigger, hoop beam both sides steel strand wires are when the section of jurisdiction outside surface of arc enters the hoop beam, because anchor hole is straight, its left and right sides is identical with the distance on shield tunnel construction prototype surface, and in addition, hoop lifting jack tonnage and size are bigger, its top will cause producing inevitably about 14 °～17 ° stretch-draw angle with the distance of side, and the anchorage cable anchoring end that symmetry is installed also certainly leads to 14 °～17 ° stretch-draw angle.Make hoop beam left and right sides near zone have bigger stretch-draw space, and produce additional concentrated force at hoop Liang Chu, when simulation hydraulic pressure was big, the influence of the additional concentrated force of hoop Liang Chu was very remarkable, had a strong impact on test effect.
Secondly, will cause two hidden danger during steel strand tension: the first, the hoop anchor cable forms flex point in the edge of anchor hole, very heavy apical pore, and stress concentrates on herein, causes hoop anchor cable easy fracture herein, has potential safety hazard; The second, in the top of hoop anchor cable and lifting jack and the connecting place of hoop beam, connect the tension ground tackle of usefulness and the direction out of plumb of stretching force, be in the bias voltage stress, cause this place's hoop anchor cable also to be prone to and come off, rupture.
Summary of the invention
Purpose of the present invention just provides a kind of shield tunneling structure prototype experiment hydraulic pressure bringing device, and this device is little with the stretch-draw angle and the stretch-draw space of hoop anchor cable, and the additional concentrated force of hoop Liang Chu significantly reduces, and test findings is true and accurate more; And the reliability height of device, security is good.Thereby simulate the role and influence of environment hydraulic pressure more realistically, provide more accurate, reliable test basis, to guarantee the construction and the operation safety in tunnel with design and construction to underwater shield tunneling structure to the prototype tunnel structure.
The technical solution adopted for the present invention to solve the technical problems is: a kind of shield tunneling structure prototype experiment hydraulic pressure bringing device, on shield tunnel construction prototype outer peripheral face, vertically be provided with the hoop beam, the anchored end of hoop anchor cable is passed the anchor hole on the hoop beam, again after rounding on the shield tunnel construction prototype, the very heavy apical pore that its very heavy top is passed on the hoop beam links to each other with the push rod of the lifting jack of hoop beam sides, and its design feature is:
Also be provided with the anchoring backing plate between the anchored end of described anchor cable and the anchor hole, have the anchoring through hole that connects with anchor hole on the anchoring backing plate, anchoring through hole on anchor hole and the anchoring backing plate tilts, and does not form flex point at the peritreme place when angle of its inclination makes anchor cable pass anchor hole and anchoring through hole; The lateral surface that the anchoring backing plate links to each other with the anchorage cable anchoring end is vertical with the anchoring through hole;
Also be provided with jack pad between the very heavy top of described anchor cable and the very heavy apical pore, have the lifting jack through hole that connects with very heavy apical pore on the jack pad, lifting jack through hole on very heavy apical pore and the jack pad tilts, and does not form flex point at the peritreme place when angle of its inclination makes anchor cable pass very heavy apical pore and lifting jack through hole; The lateral surface that jack pad links to each other with lifting jack is vertical with the lifting jack through hole.
Compared with prior art, the invention has the beneficial effects as follows:
One, because the inclination of the lifting jack through hole of very heavy apical pore and jack pad, do not form flex point at the peritreme place when making anchor cable pass lifting jack, the axis of lifting jack through hole that also is very heavy apical pore and jack pad is on the tangent line that jacking header is drawn to shield tunnel construction prototype surface, guarantee that lifting jack through hole distance apart from the architecture prototyping surface of shield tunnel on lateral surface increases, and makes the installation of lifting jack unrestricted; Simultaneously very heavy apical pore reduces to minimum in the peritreme of non-jack pad side apart from the distance on the architecture prototyping surface of shield tunnel, thereby the stretch-draw angle and the stretch-draw space of the very heavy top side of hoop anchor cable have been reduced greatly, the stretch-draw angle of the opposite side (anchored end) that symmetry is installed also reduces synchronously, the stretch-draw angle of apparatus of the present invention only is 3 °, the additional concentrated force of hoop Liang Chu significantly reduces, thereby simulate the role and influence of environment hydraulic pressure more realistically to the prototype tunnel structure, it is more accurate so that the design of underwater shield tunneling structure and construction are provided, reliable test basis is to guarantee the construction and the operation safety in tunnel.
Two, simultaneously, because very heavy apical pore and lifting jack through hole tilt, do not form flex point at the peritreme place when making anchor cable pass lifting jack; Anchoring through hole on anchor hole and the anchoring backing plate tilts, and does not also form flex point when the angle of its inclination makes anchor cable pass anchor hole and through hole at the peritreme place.Whole hoop anchor cable does not all have flex point and exists in any position, eliminated prior art and concentrated at the flex point and the stress at peritreme place, has improved the stress condition of anchor cable at the peritreme place greatly, and easy fracture not.
And because the anchoring backing plate connects the lateral surface of hoop anchor cable, jack pad connects the lateral surface of lifting jack, all this hoop anchor cable of locating is vertical in other words with its through hole, eliminated jacking header and the anchoring backing plate bias voltage stress when stretch-draw, make anchor cable also be difficult for breaking releasing in the junction, thereby obviously improved the reliability and the security of whole device.
The present invention is described in further detail below in conjunction with accompanying drawing and concrete embodiment.
Description of drawings
Fig. 1 is the perspective view of the embodiment of the invention.
Fig. 2 is that the structure for amplifying synoptic diagram is overlooked in the part of hoop Liang Chu among Fig. 1.
What Fig. 3 was the hoop beam of the embodiment of the invention, left and right backing plate at right backing plate place laterally analyses and observe enlarged diagram.
Fig. 4 a, Fig. 4 b, Fig. 4 c are respectively apparatus of the present invention and existing apparatus records the distribution plan of moment of flexure on the shield tunnel construction prototype that obtains with Theoretical Calculation.
Fig. 5 a, Fig. 5 b, Fig. 5 c are respectively apparatus of the present invention and existing apparatus records the distribution plan of axle power on the shield tunnel construction prototype that obtains with Theoretical Calculation.
Among Fig. 4 a, Fig. 4 b, Fig. 5 a, Fig. 5 b, " △ " expression hoop beam position.
Embodiment
Embodiment
Fig. 1-3 illustrates, a kind of embodiment of the present invention is: a kind of shield tunneling structure prototype experiment hydraulic pressure bringing device, on shield tunnel construction prototype 1 outer peripheral face, vertically be provided with hoop beam 2, the anchored end 3A of hoop anchor cable 3 passes the anchor hole on the hoop beam 2, again after rounding on the shield tunnel construction prototype 1, the very heavy apical pore that its very heavy top 3B passes on the hoop beam 2 links to each other with the push rod of the lifting jack 4 of hoop beam 2 sides, it is characterized in that:
Also be provided with anchoring backing plate 5 between the anchored end 3A of described anchor cable 3 and the anchor hole, have the anchoring through hole 5A that connects with anchor hole on the anchoring backing plate 5, anchoring through hole 5A on anchor hole and the anchoring backing plate 5 tilts, and does not form flex point at the peritreme place when angle of its inclination makes anchor cable 3 pass anchor hole and anchoring through hole 5A; Anchoring backing plate 5 is vertical with anchoring through hole 5A with the lateral surface 5B that anchor cable 3 anchored end 3A link to each other;
Also be provided with jack pad 6 between the very heavy top 3B of described anchor cable 3 and the very heavy apical pore, have the lifting jack through hole 6A that connects with very heavy apical pore on the jack pad 6, lifting jack through hole 6A on very heavy apical pore and the jack pad 6 tilts, and does not form flex point at the peritreme place when angle of its inclination makes anchor cable 3 pass very heavy apical pore and lifting jack through hole 6A; The lateral surface 6B that jack pad 6 links to each other with lifting jack is vertical with lifting jack through hole 6A.
The moment of flexure distribution plan that Fig. 4 a, Fig. 4 b, Fig. 4 c are respectively apparatus of the present invention, existing apparatus records obtains with Theoretical Calculation.The axle power distribution plan that Fig. 5 a, Fig. 5 b, Fig. 5 c are respectively apparatus of the present invention, existing apparatus records obtains with Theoretical Calculation.As seen from the figure, because the additional concentrated force of hoop beam causes the structure moment of flexure of existing apparatus and axle power at hoop Liang Chu (" △ " locates) sudden change to take place, and the structure moment of flexure of the hoop Liang Chu of apparatus of the present invention (" △ " locates) does not have big variation with axle power, and the effect of the additional concentrated force of hoop beam disappears substantially.
Can draw following table according to these figure, as seen from the table, because the influence of the additional concentrated force of the hoop beam of existing apparatus, its maximum sagging moment value obviously increases than theoretical value, and the value of minimum axle power obviously reduces than theoretical value.And device of the present invention, owing to obviously eliminated the influence of the additional concentrated force of hoop beam, its maximum sagging moment value is only low by about 10% than theoretical value, and the value of minimum axle power also only slightly reduces than theoretical value.
Claims (1)
1. shield tunneling structure prototype experiment hydraulic pressure bringing device, on shield tunnel construction prototype (1) outer peripheral face, vertically be provided with hoop beam (2), the anchored end (3A) of hoop anchor cable (3) is passed the anchor hole on the hoop beam (2), again after rounding on the shield tunnel construction prototype (1), the very heavy apical pore that its very heavy top (3B) is passed on the hoop beam (2) links to each other with the push rod of the lifting jack (4) of hoop beam (2) side, it is characterized in that:
Also be provided with anchoring backing plate (5) between the anchored end (3A) of described anchor cable (3) and the anchor hole, have the anchoring through hole (5A) that connects with anchor hole on the anchoring backing plate (5), anchoring through hole (5A) on anchor hole and the anchoring backing plate (5) tilts, and does not form flex point at the peritreme place when angle of its inclination makes anchor cable (3) pass anchor hole and anchoring through hole (5A); The lateral surface (5B) that anchoring backing plate (5) links to each other with anchor cable (3) anchored end (3A) is vertical with anchoring through hole (5A);
Also be provided with jack pad (6) between the very heavy top (3B) of described anchor cable (3) and the very heavy apical pore, have the lifting jack through hole (6A) that connects with very heavy apical pore on the jack pad (6), lifting jack through hole (6A) on very heavy apical pore and the jack pad (6) tilts, and does not form flex point at the peritreme place when angle of its inclination makes anchor cable (3) pass very heavy apical pore and lifting jack through hole (6A); The lateral surface (6B) that jack pad (6) links to each other with lifting jack is vertical with lifting jack through hole (6A).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201010593387.8A CN102095594B (en) | 2010-12-17 | 2010-12-17 | Test water pressure applying device for shield tunnel structural model |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201010593387.8A CN102095594B (en) | 2010-12-17 | 2010-12-17 | Test water pressure applying device for shield tunnel structural model |
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| CN102095594A true CN102095594A (en) | 2011-06-15 |
| CN102095594B CN102095594B (en) | 2014-01-29 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102289597A (en) * | 2011-08-25 | 2011-12-21 | 重庆理工大学 | Method for identifying pre-stressed secondary tensioning inflection point |
| CN108318270A (en) * | 2018-03-23 | 2018-07-24 | 北京交通大学 | A kind of high hydraulic pressure shield-tunneling construction environmental simulation test device |
| CN108593453A (en) * | 2018-06-12 | 2018-09-28 | 西南交通大学 | The Combined hydraulic loading device of shield tunnel prototype segment structural test |
| CN109118930A (en) * | 2018-07-20 | 2019-01-01 | 同济大学 | A kind of shield tunnel pin-connected panel tunnel segment structure model and designing and manufacturing method |
| CN109655346A (en) * | 2018-11-06 | 2019-04-19 | 无锡地铁集团有限公司 | A kind of tunnel duct piece longitudinal force simulation bringing device and its method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE4034177A1 (en) * | 1990-10-26 | 1992-04-30 | Kunz Alfred & Co | Control system for shield driving in tunnel - consists of borehole drilled in direction of drive through which cable is drawn |
| CN101403645A (en) * | 2008-11-12 | 2009-04-08 | 西南交通大学 | Hydraulic pressure and soil pressure independently loaded shield tunneling structure prototype experiment apparatus |
| CN101713166A (en) * | 2009-10-29 | 2010-05-26 | 广东省公路勘察规划设计院有限公司 | Anchor drawplate type cable-beam anchorage structure for cable-stayed bridge |
| CN201909719U (en) * | 2010-12-17 | 2011-07-27 | 西南交通大学 | Water pressure applying equipment for prototype test of shield tunnel structure |
-
2010
- 2010-12-17 CN CN201010593387.8A patent/CN102095594B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE4034177A1 (en) * | 1990-10-26 | 1992-04-30 | Kunz Alfred & Co | Control system for shield driving in tunnel - consists of borehole drilled in direction of drive through which cable is drawn |
| CN101403645A (en) * | 2008-11-12 | 2009-04-08 | 西南交通大学 | Hydraulic pressure and soil pressure independently loaded shield tunneling structure prototype experiment apparatus |
| CN101713166A (en) * | 2009-10-29 | 2010-05-26 | 广东省公路勘察规划设计院有限公司 | Anchor drawplate type cable-beam anchorage structure for cable-stayed bridge |
| CN201909719U (en) * | 2010-12-17 | 2011-07-27 | 西南交通大学 | Water pressure applying equipment for prototype test of shield tunnel structure |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102289597A (en) * | 2011-08-25 | 2011-12-21 | 重庆理工大学 | Method for identifying pre-stressed secondary tensioning inflection point |
| CN102289597B (en) * | 2011-08-25 | 2013-06-05 | 重庆理工大学 | Method for identifying pre-stressed secondary tensioning inflection point |
| CN108318270A (en) * | 2018-03-23 | 2018-07-24 | 北京交通大学 | A kind of high hydraulic pressure shield-tunneling construction environmental simulation test device |
| CN108593453A (en) * | 2018-06-12 | 2018-09-28 | 西南交通大学 | The Combined hydraulic loading device of shield tunnel prototype segment structural test |
| CN109118930A (en) * | 2018-07-20 | 2019-01-01 | 同济大学 | A kind of shield tunnel pin-connected panel tunnel segment structure model and designing and manufacturing method |
| CN109118930B (en) * | 2018-07-20 | 2020-10-02 | 同济大学 | Shield tunnel split mounting type segment structure model and design and manufacturing method |
| CN109655346A (en) * | 2018-11-06 | 2019-04-19 | 无锡地铁集团有限公司 | A kind of tunnel duct piece longitudinal force simulation bringing device and its method |
| CN109655346B (en) * | 2018-11-06 | 2021-05-04 | 无锡地铁集团有限公司 | Tunnel segment longitudinal force simulation application device and method |
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| Publication number | Publication date |
|---|---|
| CN102095594B (en) | 2014-01-29 |
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