CN108663271B - Horizontally-loaded test system and method for bearing capacity performance of horseshoe-shaped shield segment structure - Google Patents

Horizontally-loaded test system and method for bearing capacity performance of horseshoe-shaped shield segment structure Download PDF

Info

Publication number
CN108663271B
CN108663271B CN201810440898.2A CN201810440898A CN108663271B CN 108663271 B CN108663271 B CN 108663271B CN 201810440898 A CN201810440898 A CN 201810440898A CN 108663271 B CN108663271 B CN 108663271B
Authority
CN
China
Prior art keywords
loading
reinforced concrete
ring
duct piece
steel strand
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN201810440898.2A
Other languages
Chinese (zh)
Other versions
CN108663271A (en
Inventor
仇文革
郑余朝
申志军
艾旭峰
王刚
伍军
谢飞
申德芳
杨仲杰
王江红
夏勇
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
West Central Railway Limited by Share Ltd
Original Assignee
West Central Railway Ltd By Share Ltd
Southwest Jiaotong University
China Railway No 4 Engineering Group Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by West Central Railway Ltd By Share Ltd, Southwest Jiaotong University, China Railway No 4 Engineering Group Co Ltd filed Critical West Central Railway Ltd By Share Ltd
Priority to CN201810440898.2A priority Critical patent/CN108663271B/en
Publication of CN108663271A publication Critical patent/CN108663271A/en
Application granted granted Critical
Publication of CN108663271B publication Critical patent/CN108663271B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • GPHYSICS
    • G01MEASURING; TESTING
    • G01NINVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N3/00Investigating strength properties of solid materials by application of mechanical stress
    • G01N3/08Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
    • GPHYSICS
    • G01MEASURING; TESTING
    • G01NINVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N3/00Investigating strength properties of solid materials by application of mechanical stress
    • G01N3/02Details

Abstract

A horizontal loading test system for the bearing capacity performance of a horseshoe-shaped shield segment structure comprises a segment support, a loading longitudinal beam, a reinforced concrete counter-force wall, a profile steel counter-force column, a jack, an anchorage device, an active tensile steel strand and a passive tensile steel strand, wherein segments which are assembled into a ring are arranged on the segment support; a loading ring beam is arranged on the outer side of the segment ring, and the loading ring beam is arranged around the outer side; the loading longitudinal beam is arranged on the outer side of the loading ring beam; the jack is arranged on the outer side of the loading longitudinal beam; the jack is connected with the reinforced concrete counter-force wall through the active tensile steel strand anchored by the anchorage device; the reinforced concrete reaction wall is arranged inside the pipe sheet ring and is fixed through the section steel reaction column; the section steel reaction column is arranged on the inner side and the outer side of the reinforced concrete reaction wall and is connected with the jack through an active tension steel strand anchored by an anchorage device; the section steel reaction column is arranged on the inner side and the outer side of the reinforced concrete reaction wall.

Description

Horizontally-loaded test system and method for bearing capacity performance of horseshoe-shaped shield segment structure
Technical Field
The invention relates to the field of shield segment bearing capacity performance tests, in particular to a horizontal loading test system and method for the bearing capacity performance of a horseshoe-shaped shield segment structure.
Background
The shield segment is a main assembly component for shield construction, is the innermost barrier of the tunnel and plays a role in resisting soil layer pressure, underground water pressure and some special loads. The shield segment is a permanent lining structure of a shield tunnel, and the quality of the shield segment is directly related to the overall quality and safety of the tunnel, so that the waterproof performance and the durability of the tunnel are influenced.
The test of detailed characteristics, structure bearing capacity, instability, failure characteristics and other mechanical characteristics of the segment building structure can be truly realized aiming at the shield tunnel prototype segment lining structure test. Therefore, the prototype segment lining test is preferably carried out under the condition that the conditions allow, so as to prove the mechanical property of the whole-ring prototype segment lining structure. In summary, the prototype test of the segment lining structure of the shield tunnel at home and abroad is not carried out much because the prototype structure test is very expensive, the test period is long, the test is easily interfered by the external environment and the test difficulty is high, and the prototype test research of the horseshoe-shaped shield tunnel with the large section is the first time.
The original shield segment prototype loading test device adopts the vertical type and also adopts the horizontal type, a plurality of shield segment prototype loading test devices are circular segments, no reaction wall is arranged, counter-pulling is carried out according to symmetry, almost no unbalanced force exists, most of the reaction walls are arranged on the outer side of the structure, a steel structure is adopted, pressure is applied under the action of a jack, but the reaction walls are applied on the outer side, and the structure size is large, so that the stress and the material consumption are large, and the economy is poor. Therefore, the invention provides a loading system for a segment structure bearing capacity performance test, which has the advantages of capability of reducing the size of a counterforce wall as much as possible, low manufacturing cost, convenience and quickness in loading system construction, small material consumption, simplicity and convenience in installation, reusability, uniform segment stress and capability of truly simulating actual load.
Disclosure of Invention
The invention provides a horizontal loading test system and a horizontal loading test method for a horseshoe-shaped shield segment structure bearing capacity performance test, aiming at the defects of the prior art, wherein the specific technical scheme of the horizontal loading test system for the horseshoe-shaped shield segment structure bearing capacity performance test is as follows: the utility model provides a horizontal load test system of a horseshoe shield segment structure bearing capacity performance, includes section of jurisdiction support (10), loading longeron (7), loading ring beam (8), reinforced concrete counter-force wall (1), shaped steel counter-force post (4), jack (5), ground tackle (6), initiative tensile steel strand wires (2) and passive tensile steel strand wires (3), its characterized in that: the duct piece support (10) is provided with duct pieces (9) which are assembled into a ring;
the outer circumferential surface of the duct piece (9) is distributed with loading ring beams (8);
the loading longitudinal beam (7) is arranged on the outer side of the loading ring beam (8);
the jack (5) is arranged on the outer side of the loading longitudinal beam (7);
the jack (5) is connected with the reinforced concrete reaction wall (1) through the active tension steel strand (2) anchored by the anchorage device (6);
the reinforced concrete reaction wall (1) is arranged in an annular duct piece (9) and is fixed through the section steel reaction column (4);
the passive tension steel strand wires (3) penetrate through the reinforced concrete reaction wall (1), the two ends of the passive tension steel strand wires (3) extend out of the outer circumferential surface of the reinforced concrete reaction wall (1) respectively, and are anchored through the anchorage devices (6) to restrain the reinforced concrete reaction wall (1).
The specific scheme of the horizontal loading test method for the bearing capacity performance test of the horseshoe-shaped shield segment structure is as follows: the following steps are adopted for the preparation of the anti-cancer medicine,
the method comprises the following steps: firstly, horizontally assembling the duct pieces (9) on a duct piece support (10), adjusting, ensuring that loading points are aligned with corresponding reserved holes of the reinforced concrete reaction wall (1), and ensuring that the end surfaces of the upper side and the lower side are smooth, the end surfaces of joints are attached, and no slab staggering exists;
step two: the loading ring beam (8) is arranged on the outer side of the annular duct piece (9) in a surrounding mode and is divided into an upper ring and a lower ring, the distance between the upper ring and the lower ring of the duct piece (9) is 1/4 of the width of the duct piece (9), and the loading ring beam (8) is guaranteed to be tightly attached to the duct piece (9);
step three: a loading longitudinal beam (7) is arranged on the outer side of the loading ring beam (8);
step four: the active tension steel strand (2) is penetrated, firstly, the active tension steel strand (2) is penetrated in a preformed hole of the reinforced concrete reaction wall (1), an anchorage device (6) is used for anchoring in the reinforced concrete reaction wall (1), then the active tension steel strand sequentially penetrates through a loading longitudinal beam (7) and a jack (5), and the outer side of the jack (5) is anchored; penetrating passive tensile steel strands (3), anchoring the outer side of the reinforced concrete reaction wall (1), and tensioning;
step five: arranging and sticking corresponding sensors;
step six: applying corresponding force by using each group of jacks (5), namely loading the duct piece (9), and then testing and recording each index until the duct piece structure is damaged after loading; thus, the test of the bearing capacity performance of the tube sheet structure is completed.
The invention is realized in such a way that the duct piece (9) is horizontally assembled on the duct piece support (10), the duct pieces (9) are assembled into a ring and adjusted, the loading point is ensured to be aligned with the corresponding reserved hole of the reinforced concrete reaction wall (1), the end surfaces of the upper side and the lower side are ensured to be flat, the end surfaces of the joints are attached, and no dislocation occurs; a loading ring beam (8) is arranged on the outer side of the annular duct piece (9), the loading ring beam (8) is arranged on the outer side of the duct piece (9) in a surrounding manner and is divided into an upper ring and a lower ring, the distance between the upper ring and the lower ring of the duct piece (9) is 1/4 duct piece widths, and the loading ring beam (8) is ensured to be tightly attached to the duct piece (9); a loading longitudinal beam (7) is arranged on the outer side of the loading ring beam (8); when the active tensile steel strand (2) is penetrated, firstly, the active tensile steel strand is penetrated in a preformed hole of the reinforced concrete reaction wall (1), an anchorage device (6) is used for anchoring in the reinforced concrete reaction wall (1), then the active tensile steel strand sequentially penetrates through a loading longitudinal beam (7) and a jack (5) arranged on the outer side of the loading longitudinal beam (7), and the jack (5) is anchored on the outer side of the jack (5); then, penetrating passive tension steel strands (3), anchoring the outer side of the reinforced concrete reaction wall (1), and stretching to a certain degree; arranging or sticking corresponding sensors, applying corresponding force by using each group of jacks (5), namely loading the segment (9), and then testing and recording each index until the segment structure is damaged after loading; thus, the test of the bearing capacity performance of the tube sheet structure is completed.
To better implement the invention, the following steps can be further carried out: the fourth step is that: anchoring the part of the active tensile steel strand (2) in the reinforced concrete reaction wall (1) by using an anchor (6), and penetrating the active tensile steel strand (2) of the rest part to the outer side of the reinforced concrete reaction wall (1) and anchoring by using the anchor (6). The loading test is tested by using a better technical scheme.
The active tension steel strand (2) is anchored at the inner side of the reinforced concrete reaction wall (1), and the rest part of the active tension steel strand penetrates through the outer side of the reinforced concrete reaction wall (1) to be anchored. The tensile force borne by the reinforced concrete reaction wall (1) is converted into pressure as much as possible, the mechanical property of the concrete material is fully exerted, and the bearing capacity of the reinforced concrete reaction wall (1) is improved.
The loading ring beams (8) are uniformly distributed along the outer side of the duct piece (9) and are tightly attached to the duct piece (9). Make loading longeron (7) transmit the load for loading ring roof beam (8), loading ring roof beam (8) transmit the load for section of jurisdiction (9) structure again for section of jurisdiction (9) structure atress is more even, and can reduce the arrangement density of loading longeron (7), reduces the number of loading longeron (7), guarantees under section of jurisdiction (9) structure atress reasonable the condition, reduces material quantity and cost.
The invention provides a simple and rapid loading scheme in the segment structure bearing capacity performance test, and compared with the existing segment bearing capacity performance test technology, the segment structure bearing capacity performance test technology has the advantages that: the structure is simple, and the construction is rapid; the structure for providing the counter force has small volume and less material consumption, and the loading system can be repeatedly used, thereby reducing the test cost; the reaction wall is arranged in the test device, so that the required test space is greatly reduced; the passive tension steel strand restrains the counterforce wall, so that the material consumption is further reduced and the manufacturing cost is reduced under the condition of ensuring the stability of the counterforce wall; the steel strand wires pass through the outer side of the duct piece, so that the duct piece does not need to be drilled, and the strength of the duct piece is prevented from being weakened; different distribution loads can be simulated, and the stress of the duct piece is uniform and is relatively close to the actual stress condition.
Drawings
Fig. 1 is a structural view of a first embodiment of the overall planar layout of the present invention.
Fig. 2 is a block diagram of another embodiment of the overall planar arrangement of the present invention.
FIG. 3 is a schematic cross-sectional view of a first embodiment of the loading system of the present invention.
FIG. 4 is a schematic cross-sectional view of another embodiment of the loading system of the present invention.
Fig. 5 is a schematic structural view of the loading stringer of the present invention.
Fig. 6 is a schematic structural view of the load ring beam of the present invention.
Detailed Description
The following detailed description of the preferred embodiments of the present invention, taken in conjunction with the accompanying drawings, will make the advantages and features of the invention easier to understand by those skilled in the art, and thus will clearly and clearly define the scope of the invention.
As shown in fig. 1 to 6: the utility model provides a horizontal loading test system of a horseshoe shield segment structure bearing capacity performance, includes section of jurisdiction support 10, loading longeron 7, loading ring beam 8, reinforced concrete counter-force wall 1, shaped steel counter-force post 4, jack 5, ground tackle 6, initiative and receive and draw steel strand wires 2 and passive and receive and draw steel strand wires 3, its characterized in that: the duct piece support 10 is provided with duct pieces 9 which are assembled into a ring; the outer circumferential surface of the duct piece 9 is distributed with loading ring beams 8; the loading longitudinal beam 7 is arranged on the outer side of the loading ring beam 8; the jack 5 is arranged on the outer side of the loading longitudinal beam 7; the jack 5 is connected with the reinforced concrete reaction wall 1 through the active tensile steel strand 2 anchored by the anchorage device 6; the reinforced concrete reaction wall 1 is arranged inside the annular duct piece 9 and is fixed through the section steel reaction column 4; the section steel reaction columns 4 are arranged on the inner side and the outer side of the reinforced concrete reaction wall 1; the passive tensioned steel strands 3 penetrate through the reinforced concrete reaction wall 1, two ends of each passive tensioned steel strand 3 extend out of the outer circumferential surface of the reinforced concrete reaction wall 1 respectively, and are anchored through an anchorage device 6 to restrain the reinforced concrete reaction wall 1; the fourth step is that: anchoring the part of the active tensile steel strand 2 in the reinforced concrete reaction wall 1 by using an anchor 6, penetrating the other part of the active tensile steel strand 2 to the outer side of the reinforced concrete reaction wall 1, anchoring by using the anchor 6, and testing the loading test by using a better technical scheme; the active tensile steel strand 2 is anchored at the part of the inner side of the reinforced concrete reaction wall 1, and the rest part anchors the part penetrating through the outer side of the reinforced concrete reaction wall 1, so that the tensile force borne by the reinforced concrete reaction wall 1 is converted into pressure as much as possible, the mechanical property of a concrete material is fully exerted, and the bearing capacity of the reinforced concrete reaction wall 1 is improved; loading ring roof beam 8 is along section of jurisdiction 9 outside evenly distributed to closely laminate with section of jurisdiction 9, make loading longeron 7 transmits the load for loading ring roof beam 8, loading ring roof beam 8 transmits the load for section of jurisdiction 9 structure again for section of jurisdiction 9 structure atress is more even, and can reduce loading longeron 7's arrangement density, reduces loading longeron 7's number, guarantees under the reasonable condition of section of jurisdiction 9 structure atress, reduces material quantity and cost.
A horizontal loading test system for the bearing capacity performance of a horseshoe-shaped shield segment structure is self-balancing in tension and compression.
A horizontal loading test method for the bearing capacity performance of a horseshoe-shaped shield segment structure is characterized by comprising the following steps: the following steps are adopted for the preparation of the anti-cancer medicine,
the method comprises the following steps: firstly, horizontally assembling the duct pieces 9 on a duct piece support 10, adjusting, ensuring that loading points are aligned with corresponding reserved holes of the reinforced concrete reaction wall 1, ensuring that the end surfaces of the upper side and the lower side are smooth, fitting the end surfaces of joints and avoiding slab staggering;
step two: the loading ring beam 8 is arranged on the outer side of the annular duct piece 9 in a surrounding mode and divided into an upper ring and a lower ring, the distance between the upper ring and the lower ring of the duct piece 9 is 1/4 duct piece 9 breadth, and the loading ring beam 8 is guaranteed to be tightly attached to the duct piece 9;
step three: a loading longitudinal beam 7 is arranged outside the loading ring beam 8;
step four: the active tension steel strand 2 is penetrated, firstly, the active tension steel strand 2 is penetrated in a preformed hole of the reinforced concrete reaction wall 1, an anchorage device 6 is used for anchoring in the reinforced concrete reaction wall 1, and then the active tension steel strand sequentially penetrates through a loading longitudinal beam 7 and a jack 5 and is anchored outside the jack 5; penetrating passive tensile steel strands 3, anchoring the outer side of the reinforced concrete reaction wall 1, and tensioning;
step five: arranging and sticking corresponding sensors;
step six: applying corresponding force to each group of jacks 5 by using load, namely loading the duct piece 9, and then testing and recording each index; thus, the test of the bearing capacity performance of the tube sheet structure is completed.
Horizontally assembling the duct pieces 9 on the duct piece support 10, assembling the duct pieces 9 into a ring, adjusting, ensuring that the loading points are aligned with corresponding reserved holes of the reinforced concrete reaction wall 1, ensuring that the end surfaces of the upper side and the lower side are smooth, and ensuring that the end surfaces of joints are attached without dislocation; the loading ring beam 8 is arranged on the outer side of the annular duct piece 9, the loading ring beam 8 is arranged on the outer side of the duct piece 9 in a surrounding mode and is divided into an upper ring and a lower ring, the distance between the upper ring beam and the lower ring beam of the duct piece 9 is 1/4 duct piece width, and the loading ring beam 8 is guaranteed to be tightly attached to the duct piece 9; a loading longitudinal beam 7 is arranged outside the loading ring beam 8; when the active tension steel strand 2 is threaded, the scheme I is as follows: firstly, penetrating an active tensile steel strand in a preformed hole of a reinforced concrete reaction wall 1, anchoring in the reinforced concrete reaction wall 1 by using an anchorage device 6, then sequentially penetrating a loading longitudinal beam 7 and a jack 5 arranged on the outer side of the loading longitudinal beam 7, and anchoring on the outer side of the jack 5; then, penetrating passive tension steel strands 3, anchoring the outer side of the reinforced concrete reaction wall 1, and stretching to a certain degree; scheme II: the method comprises the steps that active tensioned steel strands 2 penetrate through preformed holes of a reinforced concrete reaction wall 1, according to a design scheme, part of the active tensioned steel strands 2 are anchored on the inner side of the reinforced concrete reaction wall 1, the other parts of the active tensioned steel strands 2 penetrate on the outer side of the reinforced concrete reaction wall 1, then anchoring is carried out, corresponding sensors are arranged or pasted, corresponding force is applied by using each group of jacks 5, namely, a duct piece 9 is loaded, then each index is tested and recorded until the duct piece structure is damaged after the corresponding force is loaded; thus, the test of the bearing capacity performance of the tube sheet structure is completed.

Claims (5)

1. The utility model provides a horizontal load test system of a horseshoe shield segment structure bearing capacity performance, includes section of jurisdiction support (10), loading longeron (7), loading ring beam (8), reinforced concrete counter-force wall (1), shaped steel counter-force post (4), jack (5), ground tackle (6), initiative tensile steel strand wires (2) and passive tensile steel strand wires (3), its characterized in that: the duct piece support (10) is provided with duct pieces (9) which are assembled into a ring;
the outer circumferential surface of the duct piece (9) is distributed with loading ring beams (8);
the loading longitudinal beam (7) is arranged on the outer side of the loading ring beam (8);
the jack (5) is arranged on the outer side of the loading longitudinal beam (7);
the jack (5) is connected with the reinforced concrete reaction wall (1) through the active tension steel strand (2) anchored by the anchorage device (6);
the reinforced concrete reaction wall (1) is arranged in an annular duct piece (9) and is fixed through the section steel reaction column (4);
the passive tension steel strand wires (3) penetrate through the reinforced concrete reaction wall (1), the two ends of the passive tension steel strand wires (3) extend out of the outer circumferential surface of the reinforced concrete reaction wall (1) respectively, and are anchored through the anchorage devices (6) to restrain the reinforced concrete reaction wall (1).
2. The horizontal loading test system for the bearing capacity performance of the horseshoe-shaped shield segment structure according to claim 1, characterized in that: the active tension steel strand (2) is anchored on the inner side of the reinforced concrete reaction wall (1), and the rest part of the active tension steel strand penetrates through the outer side of the reinforced concrete reaction wall (1) to be anchored.
3. The horizontal loading test system for the bearing capacity performance of the horseshoe-shaped shield segment structure according to claim 1, characterized in that: the loading ring beams (8) are uniformly distributed along the outer side of the duct piece (9) and are tightly attached to the duct piece (9).
4. A horizontal loading test method for the bearing capacity performance of a horseshoe-shaped shield segment structure is characterized by comprising the following steps: the horizontal loading test system for the bearing capacity performance of the horseshoe-shaped shield segment structure of claim 1, 2 or 3 is adopted by the following steps,
the method comprises the following steps: firstly, horizontally assembling the duct pieces (9) on a duct piece support (10), adjusting, ensuring that loading points are aligned with corresponding reserved holes of the reinforced concrete reaction wall (1), and ensuring that the end surfaces of the upper side and the lower side are smooth, the end surfaces of joints are attached, and no slab staggering exists;
step two: the loading ring beam (8) is arranged on the outer side of the annular duct piece (9) in a surrounding mode and is divided into an upper ring and a lower ring, the distance between the upper ring and the lower ring of the duct piece (9) is 1/4 of the width of the duct piece (9), and the loading ring beam (8) is guaranteed to be tightly attached to the duct piece (9);
step three: a loading longitudinal beam (7) is arranged on the outer side of the loading ring beam (8);
step four: the active tension steel strand (2) is penetrated, firstly, the active tension steel strand (2) is penetrated in a preformed hole of the reinforced concrete reaction wall (1), an anchorage device (6) is used for anchoring in the reinforced concrete reaction wall (1), then the active tension steel strand sequentially penetrates through a loading longitudinal beam (7) and a jack (5), and the outer side of the jack (5) is anchored; penetrating passive tensile steel strands (3), anchoring the outer side of the reinforced concrete reaction wall (1), and tensioning;
step five: arranging and sticking corresponding sensors;
step six: applying corresponding force by using each group of jacks (5), namely loading the duct piece (9), and then testing and recording each index until the duct piece structure is damaged after loading; thus, the test of the bearing capacity performance of the tube sheet structure is completed.
5. The horizontal loading test method for the bearing capacity performance of the horseshoe-shaped shield segment structure according to claim 4, is characterized in that: the loading ring beams (8) are uniformly distributed along the outer side of the duct piece (9) and are tightly attached to the duct piece (9).
CN201810440898.2A 2018-05-10 2018-05-10 Horizontally-loaded test system and method for bearing capacity performance of horseshoe-shaped shield segment structure Active CN108663271B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201810440898.2A CN108663271B (en) 2018-05-10 2018-05-10 Horizontally-loaded test system and method for bearing capacity performance of horseshoe-shaped shield segment structure

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201810440898.2A CN108663271B (en) 2018-05-10 2018-05-10 Horizontally-loaded test system and method for bearing capacity performance of horseshoe-shaped shield segment structure

Publications (2)

Publication Number Publication Date
CN108663271A CN108663271A (en) 2018-10-16
CN108663271B true CN108663271B (en) 2020-02-18

Family

ID=63779059

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201810440898.2A Active CN108663271B (en) 2018-05-10 2018-05-10 Horizontally-loaded test system and method for bearing capacity performance of horseshoe-shaped shield segment structure

Country Status (1)

Country Link
CN (1) CN108663271B (en)

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110132718A (en) * 2019-04-19 2019-08-16 同济大学 Structure residual bearing capacity measuring method and system based on Tunnel Lining Deformation feature

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101435746A (en) * 2008-12-15 2009-05-20 西南交通大学 Comprehensive test system of shield tunnel construction model
CN106153327A (en) * 2016-08-24 2016-11-23 中国铁建大桥工程局集团有限公司 A kind of TBM inclined shaft shield duct piece load testing machine and test method
CN106290001A (en) * 2016-08-30 2017-01-04 天津大学 Shield tunnel segment lining is by the load testing machine of high temperature combined load effect
CN106679909A (en) * 2016-12-16 2017-05-17 上海隧道工程有限公司 Shield segment test vertical loading device

Family Cites Families (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP3905456B2 (en) * 2002-10-31 2007-04-18 株式会社巴技研 Compound loading test equipment

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101435746A (en) * 2008-12-15 2009-05-20 西南交通大学 Comprehensive test system of shield tunnel construction model
CN106153327A (en) * 2016-08-24 2016-11-23 中国铁建大桥工程局集团有限公司 A kind of TBM inclined shaft shield duct piece load testing machine and test method
CN106290001A (en) * 2016-08-30 2017-01-04 天津大学 Shield tunnel segment lining is by the load testing machine of high temperature combined load effect
CN106679909A (en) * 2016-12-16 2017-05-17 上海隧道工程有限公司 Shield segment test vertical loading device

Also Published As

Publication number Publication date
CN108663271A (en) 2018-10-16

Similar Documents

Publication Publication Date Title
US10640995B2 (en) Method of constructing a wind tower foundation with pedestal and ribs
US9745712B2 (en) Cementitious foundation cap with post-tensioned helical anchors and method of making the same
US9937635B2 (en) Method of constructing a wind tower foundation
EP2929182B1 (en) Wind turbine tower arrangement
US9206617B2 (en) Tower and foundation
US5586417A (en) Tensionless pier foundation
US7841143B2 (en) Tower construction
US9096985B1 (en) Foundation with slab, pedestal and ribs for columns and towers
US20120311948A1 (en) Tower Construction and a Method for Erecting the Tower Construction
US20100132270A1 (en) Modular surface foundation for wind turbine space frame towers
WO2015120229A1 (en) Method of mooring floating wind turbine platforms
WO2017106959A1 (en) Pre-cast concrete foundation of modular construction for telecommunication or wind turbine tower
US10577819B2 (en) Method and apparatus for erecting tower with hydraulic cylinders
US20140260023A1 (en) Continuous strand hoop reinforcement for concrete foundations
ES2632578T3 (en) System to anchor a load
CN100572714C (en) A kind of syndeton that is used for suspended-dome structure
US4848052A (en) Spacer for tension member
US20120047830A1 (en) Fatigue resistant foundation
JP5601874B2 (en) Construction method for prestressed concrete structures that are tensioned vertically
CN101200916A (en) Construction method of prestressed suspension type building structure
CN100453999C (en) 32m/900t prestressed concrete pretension box beam static loading test method
KR100946573B1 (en) Steel base with adjusting leveling and construction method using the same
KR101130148B1 (en) Offshore structure and construction method using the same
MX2015004126A (en) Support structure for wind turbines and mould for manufacturing such structures.
US4043133A (en) Structure and method of constructing and test-loading pile anchored foundations

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
TA01 Transfer of patent application right
TA01 Transfer of patent application right

Effective date of registration: 20191015

Address after: 610031 north section of two ring road, Sichuan, Chengdu

Applicant after: Southwest Jiaotong University

Applicant after: West Central Railway Limited by Share Ltd

Applicant after: China Tiesiju Civil Engineering Group Co., Ltd.

Address before: 610031 north section of two ring road, Sichuan, Chengdu

Applicant before: Southwest Jiaotong University

Applicant before: China Tiesiju Civil Engineering Group Co., Ltd.

Effective date of registration: 20191015

Address after: 610031 north section of two ring road, Sichuan, Chengdu

Applicant after: Southwest Jiaotong University

Applicant after: West Central Railway Limited by Share Ltd

Applicant after: China Tiesiju Civil Engineering Group Co., Ltd.

Address before: 610031 north section of two ring road, Sichuan, Chengdu

Applicant before: Southwest Jiaotong University

Applicant before: China Tiesiju Civil Engineering Group Co., Ltd.

GR01 Patent grant
GR01 Patent grant