CN109900393B - Section steel concrete corridor and safety monitoring method for steel truss reinforced structure thereof - Google Patents
Section steel concrete corridor and safety monitoring method for steel truss reinforced structure thereof Download PDFInfo
- Publication number
- CN109900393B CN109900393B CN201910207984.3A CN201910207984A CN109900393B CN 109900393 B CN109900393 B CN 109900393B CN 201910207984 A CN201910207984 A CN 201910207984A CN 109900393 B CN109900393 B CN 109900393B
- Authority
- CN
- China
- Prior art keywords
- main beam
- beam axis
- corridor
- steel
- stress
- 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
Links
Images
Abstract
The invention discloses a section steel concrete corridor and a safety monitoring method of a steel truss reinforcing structure of the section steel concrete corridor, and belongs to the technical field of corridor and steel truss reinforcing structure monitoring. By analyzing the stress condition of each structure, performing finite element analysis on the main stress structure or structure node of the structure by using the unidirectional strain gauge and the MIDAS software, and implementing discontinuous stress monitoring on each component and structure by software, the hidden danger occurrence rate of stress deformation in the construction process can be greatly reduced, and the construction efficiency is greatly improved; the reflective sheet and the total station are adopted for monitoring the Jining strain of each component, the input cost is reduced to the lowest, the component can be repeatedly used, strain monitoring can be implemented only by monitoring the position change of the reflective sheet on each component through the total station, the operation is simple, and meanwhile, the scale of structural deformation can be effectively amplified, so that the component is more vivid, and the early warning function is realized by observation of a constructor.
Description
Technical Field
The invention belongs to the technical field of monitoring of galleries and steel truss reinforced structures thereof, and particularly relates to a steel reinforced concrete gallery and a safety monitoring method of the steel truss reinforced structure thereof.
Background
This engineering is through four layers of high-altitude shaped steel concrete vestibules between two monomers, and the elevation of first layer vestibule (at structure fifteen layers) is 59.75m, and second floor vestibule elevation is 67.75m, and third layer vestibule elevation is 75.75m, and fourth layer vestibule elevation is 85.15m, and vestibule length is 30m long, and 18.4m is wide, and the vestibule is shaped steel concrete structure, sees "fig. 1: the corridor overall view ", shaped steel beam in the shaped steel concrete beam is connected through the welding with the shaped steel post in the shaped steel concrete column A1 of both sides, and the shaped steel beam specification is H1600x300x20x25 (height x width x web thickness x flange thickness), and the shaped steel post specification is H1000x700x25x36, and shaped steel concrete beam size is 2000x600, and shaped steel concrete column (A1) size is 1500x1200, and the first floor corridor plane view sees" fig. 2: a plan view of a first floor of the profile steel concrete corridor (the second floor, the third floor and the fourth floor are similar to the first floor, except that the profile steel secondary beam of the first floor is replaced by a reinforced concrete beam), the secondary beam is a profile steel beam, a profiled steel sheet is laid on a primary profile steel beam and a concrete floor is poured on the profiled steel sheet, the positions of 10-B, 10-C, 10-D, 10-E, 14-B, 14-C, 14-D and 14-E are respectively a profile steel concrete column A1, 10-14-B, 10-14-C, 10-14-D and 10-14-E are four main steel beams, namely a steel beam with the model of H1600x300x20x25, an H-shaped steel hanger rod A3 is arranged between the first floor corridor and the second floor of the corridor to form a steel truss (only profile steel hanger rods are arranged between the first floor and the second floor of the corridor), the positions of the suspension rods are 11-B, 11-C, 11-D, 11-E, 12-B, 12-C, 12-D, 12-E, 13-B, 13-C, 13-D and 13-E, and the total number of the suspension rods is 12, the specification of the section steel suspension rod is HW300x300, and the suspension rods are connected with a section steel main beam through high-strength bolts. The second layer of corridor forms a horizontal truss through the circular steel tube and the angle steel. During first floor construction, the mode through the overhead mould provides shaped steel concrete girder A2 construction platform, the steel truss who comprises first floor and second floor shaped steel concrete girder A2 bears first floor concrete dead weight and live load, treat that first floor vestibule floor pouring is accomplished and the concrete strength reaches 100% back, set up the steel pipe pole setting on first floor, with the pouring of supporting second floor vestibule concrete, treat that second floor vestibule concrete pouring is accomplished and the concrete strength reaches 100% back, third floor vestibule construction is being carried out, analogize with this, accomplish fourth floor vestibule construction. The steel concrete girder A2 transmits the applied force to the steel concrete column A1, and the steel concrete column A1 bears the final applied force. The profile steel concrete corridor structure is complex, potential safety hazards existing in construction by using a traditional construction method are large, and the problem of how to perform deformation monitoring and stress monitoring to ensure construction safety is solved in the project.
Disclosure of Invention
The invention aims to overcome the defects of the existing construction method, and provides a safety monitoring method for a steel reinforced concrete corridor and a steel truss reinforcing structure thereof, which can greatly improve the safety and the construction efficiency in the corridor construction process.
In order to achieve the purpose, the invention adopts the following scheme:
a steel reinforced concrete corridor and a safety monitoring method of a steel truss reinforcement structure thereof are disclosed, wherein the steel reinforced concrete corridor and the steel truss reinforcement structure thereof comprise a first corridor located in fifteen layers, a second corridor located in seventeen layers, a third corridor and a fourth corridor; first floor vestibule, second floor vestibule, third layer vestibule and fourth floor vestibule all include shaped steel concrete column A1 of shaped steel concrete girder A2 and vestibule both sides, the shaped steel concrete girder A2 of first floor vestibule is including crisscross girder shaft and the secondary beam axle that sets up, first floor vestibule is still including being used for vertical connection H shaped steel jib A3 between the shaped steel concrete girder A2 of first floor vestibule and second floor vestibule, H shaped steel jib A3 is located girder shaft and secondary beam axle intersection, including following step:
four groups of the main beam shaft are transversely arranged and are B-B, C-C, D-D, E-E respectively, and five groups of the secondary beam shaft are longitudinally arranged and are 11-11, 12-12, 13-13 and 14-14 respectively;
the method comprises the following steps: stress testing
Considering the structural stress characteristics and the symmetry thereof, the stress measuring points are determined to be arranged as follows:
A. the stress measuring point of the H-shaped steel suspender vertically connected between the steel reinforced concrete main beams A2 of the first-layer corridor and the second-layer corridor is arranged: numbering seven unidirectional strain gauges
、
、
、
、
、
、
The middle web surface of the H-shaped steel suspender A3 is respectively arranged at the intersection of the secondary beam shaft 12-12 and the main beam shaft C-C, the intersection of the secondary beam shaft 13-13 and the main beam shaft C-C, the intersection of the secondary beam shaft 12-12 and the main beam shaft B-B, the intersection of the secondary beam shaft 13-13 and the main beam shaft B-B, the intersection of the secondary beam shaft 11-11 and the main beam shaft E-E, the intersection of the secondary beam shaft 12-12 and the main beam shaft E-E and the intersection of the secondary beam shaft 11-11 and the main beam shaft D-D;
B. the stress measuring point arrangement of the steel reinforced concrete girder A2 of the first-layer corridor which is located in the fifteen layers is as follows: numbering six unidirectional strain gauges
、
、
、
、
、
Respectively arranged at the span of the main beam axis E-E, the span of the main beam axis D-D, the span of the main beam axis C-C, the span of the main beam axis B-B, the right support of the main beam axis C-C, the main supportThe upper surface of the lower flange of the right support of the beam shaft B-B;
C. the stress measuring point arrangement of the steel reinforced concrete girder A2 on the second corridor of the seventeen floors is as follows: numbering six unidirectional strain gauges
、
、
、
、
、
The main beam axle C-C span center and the main beam axle B-B span center are respectively arranged on the upper surfaces of the lower flanges at the left support of the main beam axle E-E, the left support of the main beam axle D-D, the span center of the main beam axle E-E, the span center of the main beam axle D-D, the span center of the main beam axle C-C and the span center of the main beam axle B-B;
D. the stress measuring points of the steel reinforced concrete columns A1 on the two sides of the first-layer corridor are arranged: numbering 4 unidirectional strain gauges
、
、
、
Respectively arranged at the positions of a secondary beam shaft 10-10 and a main beam shaft C-C, a secondary beam shaft 10-10 and a main beam shaft B-B, a secondary beam shaft 14-14 and a main beam shaft E-E, and a secondary beam shaft 14-14 and a main beam shaft D-D of the first-layer corridorThe beam column node core area;
E. the steel reinforced concrete columns A1 stress measuring points on the two sides of the second floor gallery are arranged: numbering 4 unidirectional strain gauges
、
、
、
Beam column node core areas arranged at positions of a secondary beam axis 10-10 and a main beam axis E-E, a secondary beam axis 10-10 and a main beam axis D-D, a secondary beam axis 14-14 and a main beam axis C-C, and a secondary beam axis 14-14 and a main beam axis B-B of the first-layer corridor respectively;
transmitting data collected by all the unidirectional strain gauges to a computer, carrying out finite element analysis by using MIDAS software, calculating a stress early warning value, and monitoring the stress of the site type steel concrete structure at a measuring point in real time to ensure that the stress of the structure is in a safe range;
step two: deformation test
The measuring point arrangement is combined with the construction measurement requirement, and the measuring point arrangement is as follows:
numbering the four reflectors
、
、
、
Respectively arranged to the web surface at the span and the seat of the girder axes C-C, respectively, the span and the seat of the girder axes B-B, respectivelyAnd monitoring the deformation settlement in the vertical direction by using a total station on the surface of the plate.
Furthermore, when the unidirectional strain gauges are arranged in the first step, before the section steel is hoisted, the unidirectional strain gauges are correspondingly arranged at the designated positions of the components, the effectiveness and the integrity of the unidirectional strain gauges are checked, and then the unidirectional strain gauges are effectively protected.
Furthermore, before the section steel is hoisted, the section steel must be subjected to initial reading, the one-way strain gauge can be subjected to real-time reading in the construction process, and the continuity of the test reference during the discontinuous test period is ensured.
Compared with the prior art, the invention can obtain the following technical effects:
by analyzing the stress condition of each structure, performing finite element analysis on the main stress structure or structure node of the structure by using the unidirectional strain gauge and the MIDAS software, and implementing discontinuous stress monitoring on each component and structure by software, the hidden danger occurrence rate of stress deformation in the construction process can be greatly reduced, and the construction efficiency is greatly improved; the reflective sheet and the total station are adopted for monitoring the Jining strain of each component, the input cost is reduced to the lowest, the component can be repeatedly used, strain monitoring can be implemented only by monitoring the position change of the reflective sheet on each component through the total station, the operation is simple, and meanwhile, the scale of structural deformation can be effectively amplified, so that the component is more vivid, and the early warning function is realized by observation of a constructor.
Drawings
Fig. 1 is a schematic structural view of a vestibule and a steel truss stabilizing structure thereof;
FIG. 2 is a plan view of the first floor of the steel reinforced concrete corridor;
FIGS. 3, 4, 5, 6 and 7 are schematic views of the mounting positions of the unidirectional strain gauges;
fig. 8 is a schematic view of the installation position of the reflective sheet.
In the figure: a1, a steel reinforced concrete column, A2, a steel reinforced concrete beam, A3 and an H-shaped steel hanging rod, B-B, C-C, D-D, E-E are main beam shafts, 10-10, 11-11, 12-12, 13-13 and 14-14 are secondary beam shafts,
、
、
、···、
are all the mounting points of the unidirectional strain gauge,
、···、
are all reflective patch mounting points.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail with reference to the following embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The utility model provides a shaped steel concrete vestibule and steel truss reinforced structure's safety monitoring method, uses in the construction of a certain industrial garden in freshwater mussel port, shaped steel concrete vestibule and steel truss reinforced structure include the first floor vestibule that is located fifteen layers, be located seventeen layers the second floor vestibule, third floor vestibule and fourth floor vestibule, first floor vestibule, second floor vestibule, third floor vestibule and fourth floor vestibule all include shaped steel concrete column A1 of shaped steel concrete girder A2 and vestibule both sides, the shaped steel concrete girder A2 of first floor vestibule is including crisscross girder axle and the secondary beam axle that sets up, first floor vestibule still including being used for vertical connection H shaped steel jib A3 between the shaped steel concrete girder A2 of first floor vestibule and second floor vestibule, H shaped steel jib A3 is located girder axle and secondary beam axle junction, includes following steps:
four groups of the main beam shaft are transversely arranged and are B-B, C-C, D-D, E-E respectively, and five groups of the secondary beam shaft are longitudinally arranged and are 11-11, 12-12, 13-13 and 14-14 respectively;
the method comprises the following steps: stress testing
Comprehensively considering the stress characteristics and the symmetry of the integral structure of the corridor, the stress measuring points are determined to be arranged as follows:
A. as shown in fig. 2 and 3, the stress measuring point arrangement of the H-shaped steel suspender vertically connected between the steel reinforced concrete main beams a2 of the first-layer corridor and the second-layer corridor is as follows: numbering seven unidirectional strain gauges
、
、
、
、
、
、
The middle web surface of the H-shaped steel suspender A3 at the intersection of the secondary beam shaft 12-12 and the main beam shaft C-C, the intersection of the secondary beam shaft 13-13 and the main beam shaft C-C, the intersection of the secondary beam shaft 12-12 and the main beam shaft B-B, the intersection of the secondary beam shaft 13-13 and the main beam shaft B-B, the intersection of the secondary beam shaft 11-11 and the main beam shaft E-E, the intersection of the secondary beam shaft 12-12 and the main beam shaft E-E and the intersection of the secondary beam shaft 11-11 and the main beam shaft D-D are respectively arranged for carrying out stress monitoring on the test point and preventing the potential safety hazard caused by stress concentration in the construction of a later-stage second-layer corridor;
B. as shown in fig. 4, the stress points of the steel reinforced concrete main beams a2 located in the first corridor of fifteen floors are arranged: will be provided withSix unidirectional strain gauge numbers
、
、
、
、
、
The main beam axle B-B is arranged on the upper surface of the lower flange of the right support of the main beam axle C-C;
C. as shown in fig. 5, the stress measuring points of the steel reinforced concrete main beams a2 on the second corridor of the seventeen floors are arranged: numbering six unidirectional strain gauges
、
、
、
、
、
Respectively arranged on the left branch of the main beam axis E-EThe device comprises a seat, a left support of a main beam axis D-D, a midspan of a main beam axis E-E, a midspan of a main beam axis D-D, a midspan of a main beam axis C-C and an upper surface of a lower flange at the midspan of a main beam axis B-B;
D. as shown in FIG. 6, the stress measuring points of the steel reinforced concrete columns A1 on the two sides of the corridor on the first floor are arranged: numbering 4 unidirectional strain gauges
、
、
、
Beam column node core areas at positions of a secondary beam axis 10-10 and a main beam axis C-C, a secondary beam axis 10-10 and a main beam axis B-B, a secondary beam axis 14-14 and a main beam axis E-E, and a secondary beam axis 14-14 and a main beam axis D-D of the first-layer corridor are respectively arranged;
E. as shown in FIG. 7, stress measuring points of the steel reinforced concrete columns A1 on two sides of the corridor on the second floor are arranged: numbering 4 unidirectional strain gauges
、
、
、
Beam column node core areas arranged at positions of a secondary beam axis 10-10 and a main beam axis E-E, a secondary beam axis 10-10 and a main beam axis D-D, a secondary beam axis 14-14 and a main beam axis C-C, and a secondary beam axis 14-14 and a main beam axis B-B of the first-layer corridor respectively;
transmitting data collected by all the unidirectional strain gauges to a computer, carrying out finite element analysis by using MIDAS software, calculating a stress early warning value, and monitoring the stress of the site type steel concrete structure at a measuring point in real time to ensure that the stress of the structure is in a safe range;
step two: deformation test
The measuring point arrangement is combined with the construction measurement requirement, and the measuring point arrangement is as follows:
as shown in FIG. 8, four retroreflective sheeting are numbered
、
、
、
And the strain settlement monitoring device is respectively arranged on the web surface at the span-center and support of the main beam axes C-C and the web surface at the span-center and support of the main beam axes B-B, and a total station is utilized to carry out deformation settlement monitoring in the vertical direction.
Furthermore, when the unidirectional strain gauges are arranged in the first step, before the section steel is hoisted, the unidirectional strain gauges are correspondingly arranged at the designated positions of the components, the effectiveness and the integrity of the unidirectional strain gauges are checked, and the unidirectional strain gauges are effectively protected and treated, so that the condition that the components are damaged in the safety monitoring process to influence the normal use function is prevented.
Furthermore, before the section steel is hoisted, the section steel must be subjected to initial reading, the one-way strain gauge can be subjected to real-time reading in the construction process, and the continuity of the test reference during the discontinuous test period is ensured.
By analyzing the stress condition of each structure, performing finite element analysis on the main stress structure or structure node of the structure by using the unidirectional strain gauge and the MIDAS software, and implementing discontinuous stress monitoring on each component and structure by software, the hidden danger occurrence rate of stress deformation in the construction process can be greatly reduced, and the construction efficiency is greatly improved; the reflective sheet and the total station are adopted for monitoring the Jining strain of each component, the input cost is reduced to the lowest, the component can be repeatedly used, strain monitoring can be implemented only by monitoring the position change of the reflective sheet on each component through the total station, the operation is simple, and meanwhile, the scale of structural deformation can be effectively amplified, so that the component is more vivid, and the early warning function is realized by observation of a constructor. By using the method, the construction safety of the building is greatly improved, the construction period of the building is greatly advanced by 36 days under the condition of completely ensuring the safe implementation of the structure, the labor cost is effectively saved, and the method is praised by cooperation enterprises.
It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential attributes thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein.
Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be combined as appropriate to form other embodiments understood by those skilled in the art.
Claims (1)
1. A steel reinforced concrete corridor and a safety monitoring method of a steel truss reinforcement structure thereof are disclosed, wherein the steel reinforced concrete corridor and the steel truss reinforcement structure thereof comprise a first corridor located in fifteen layers, a second corridor located in seventeen layers, a third corridor and a fourth corridor; first floor vestibule, second floor vestibule, third floor vestibule and fourth floor vestibule all include shaped steel concrete column (A1) of shaped steel concrete girder (A2) and vestibule both sides, shaped steel concrete girder (A2) of first floor vestibule is including crisscross girder shaft and the secondary beam axle that sets up, first floor vestibule is still including being used for vertical connection H shaped steel jib (A3) between shaped steel concrete girder (A2) of first floor vestibule and second floor vestibule, H shaped steel jib (A3) are located girder shaft and secondary beam axle intersection, its characterized in that, including following step:
four groups of the main beam shaft are transversely arranged and are respectively B-B, C-C, D-D, E-E, and five groups of the secondary beam shaft are longitudinally arranged and are respectively 10-10, 11-11, 12-12, 13-13 and 14-14;
the method comprises the following steps: stress testing
Considering the structural stress characteristics and the symmetry thereof, the stress measuring points are determined to be arranged as follows:
A. the stress measuring point of the H-shaped steel suspender vertically connected between the steel reinforced concrete main beam (A2) of the first-layer corridor and the second-layer corridor is arranged as follows: numbering seven unidirectional strain gauges
、
、
、
、
、
、
Respectively arranged at the intersection of the secondary beam axis 12-12 and the main beam axis C-C, the intersection of the secondary beam axis 13-13 and the main beam axis C-C, the intersection of the secondary beam axis 12-12 and the main beam axis B-B, the intersection of the secondary beam axis 13-13 and the main beam axis B-B, the intersection of the secondary beam axis 11-11 and the main beam axis E-The middle web surface of an H-shaped steel suspender (A3) at the junction E, the junction of the secondary beam shaft 12-12 and the main beam shaft E-E, and the junction of the secondary beam shaft 11-11 and the main beam shaft D-D;
B. the stress measuring point arrangement of the steel reinforced concrete main beam (A2) of the first-layer corridor located in fifteen layers is as follows: numbering six unidirectional strain gauges
、
、
、
、
、
The main beam axle B-B is arranged on the upper surface of the lower flange of the right support of the main beam axle C-C;
C. the stress measuring point arrangement of the steel reinforced concrete main beam (A2) located on the seventeen second-layer corridor is as follows: numbering six unidirectional strain gauges
、
、
、
、
、
The main beam axle C-C span center and the main beam axle B-B span center are respectively arranged on the upper surfaces of the lower flanges at the left support of the main beam axle E-E, the left support of the main beam axle D-D, the span center of the main beam axle E-E, the span center of the main beam axle D-D, the span center of the main beam axle C-C and the span center of the main beam axle B-B;
D. the stress measuring point arrangement of the section steel concrete columns (A1) positioned on two sides of the first-layer corridor is as follows: numbering 4 unidirectional strain gauges
、
、
、
Beam column node core areas at positions of a secondary beam axis 10-10 and a main beam axis C-C, a secondary beam axis 10-10 and a main beam axis B-B, a secondary beam axis 14-14 and a main beam axis E-E, and a secondary beam axis 14-14 and a main beam axis D-D of the first-layer corridor are respectively arranged;
E. the stress measuring point arrangement of the steel reinforced concrete columns (A1) positioned on two sides of the second floor corridor is as follows: numbering 4 unidirectional strain gauges
、
、
、
Beam column node core areas arranged at positions of a secondary beam axis 10-10 and a main beam axis E-E, a secondary beam axis 10-10 and a main beam axis D-D, a secondary beam axis 14-14 and a main beam axis C-C, and a secondary beam axis 14-14 and a main beam axis B-B of the first-layer corridor respectively;
the method comprises the following steps that initial reading is carried out on profile steel, real-time reading can be carried out on one-way strain gauges in the construction process, the continuity of a test reference during a discontinuous test period is guaranteed, before the profile steel is hoisted, the one-way strain gauges are correspondingly arranged at the designated positions of all components, the effectiveness and the integrity of the one-way strain gauges are checked, and then the one-way strain gauges are effectively protected;
transmitting data collected by all the unidirectional strain gauges to a computer, carrying out finite element analysis by using MIDAS software, calculating a stress early warning value, and monitoring the stress of the site type steel concrete structure at a measuring point in real time to ensure that the stress of the structure is in a safe range;
step two: deformation test
The measuring point arrangement is combined with the construction measurement requirement, and the measuring point arrangement is as follows:
numbering the four reflectors
、
、
、
And the strain settlement monitoring device is respectively arranged on the web surface at the span-center and support of the main beam axes C-C and the web surface at the span-center and support of the main beam axes B-B, and a total station is utilized to carry out deformation settlement monitoring in the vertical direction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910207984.3A CN109900393B (en) | 2019-03-19 | 2019-03-19 | Section steel concrete corridor and safety monitoring method for steel truss reinforced structure thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910207984.3A CN109900393B (en) | 2019-03-19 | 2019-03-19 | Section steel concrete corridor and safety monitoring method for steel truss reinforced structure thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109900393A CN109900393A (en) | 2019-06-18 |
| CN109900393B true CN109900393B (en) | 2021-07-09 |
Family
ID=66953392
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910207984.3A Active CN109900393B (en) | 2019-03-19 | 2019-03-19 | Section steel concrete corridor and safety monitoring method for steel truss reinforced structure thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109900393B (en) |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2603378A1 (en) * | 1986-08-29 | 1988-03-04 | Seb Sa | Strain gauge test frame for weighing machine - has steel plate with deposited gauges and surface mounted electrical circuits attached to elastic bar |
| CN103926085A (en) * | 2014-03-31 | 2014-07-16 | 宝山钢铁股份有限公司 | Method and device for testing bending torsion mechanics performance of H-shaped girder framework |
| WO2014151321A1 (en) * | 2013-03-15 | 2014-09-25 | Project Healthy Children, Inc. | Devices and methods for food fortification |
| CN104088467A (en) * | 2014-07-17 | 2014-10-08 | 成都市第四建筑工程公司 | High-altitude construction deformation monitoring method of large-cantilever steel truss structure |
| CN104100090A (en) * | 2014-07-17 | 2014-10-15 | 成都市第四建筑工程公司 | High-altitude comprehensive construction method of big-cantilever steel truss structure |
| CN104314175A (en) * | 2014-10-17 | 2015-01-28 | 南京建工集团有限公司 | Pre-stress tension monitoring-based large-span steel truss arc structure unloading control technology |
| CN204666090U (en) * | 2015-06-17 | 2015-09-23 | 中铁十一局集团第二工程有限公司 | A kind of comprehensive strain monitoring system being applicable to builder's jack |
| CN106351268A (en) * | 2016-10-26 | 2017-01-25 | 河北建筑工程学院 | Lateral loading pile soil dynamic response model test chamber |
| CN109025295A (en) * | 2018-08-03 | 2018-12-18 | 中国十七冶集团有限公司 | A kind of high-altitude long-span steel reinforced concrete corridor construction method |
Family Cites Families (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6351998B1 (en) * | 2000-09-19 | 2002-03-05 | General Motors Corporation | Method for designing a load cell |
| CN100413328C (en) * | 2002-10-08 | 2008-08-20 | 佳能株式会社 | Imaging apparatus |
| US6983637B2 (en) * | 2003-07-14 | 2006-01-10 | Steven Manuel Nesbit | Apparatus and method for evaluating and comparing golf club head designs based upon mass properties and impact behavior |
| CN102296750B (en) * | 2011-05-31 | 2013-03-27 | 中铁十局集团建筑工程有限公司 | Construction method of wide span prestressed beam string structure |
| CN102255959A (en) * | 2011-06-28 | 2011-11-23 | 淮阴师范学院 | Concrete construction information monitoring system based on WSN (Wireless Sensor Network) and mobile agent |
| CN103674589A (en) * | 2013-10-21 | 2014-03-26 | 广东省六建集团有限公司 | Actual deformation measurement method for high template support system of concrete structure |
| CN109323791B (en) * | 2018-11-05 | 2020-08-25 | 大连理工大学 | Incremental cutting method-based residual stress distribution measuring method for composite material plate |
| CN109307504A (en) * | 2018-11-19 | 2019-02-05 | 山西四建集团有限公司 | A kind of superelevation frame body stability in-situ monitoring method |
| CN109372268A (en) * | 2018-11-20 | 2019-02-22 | 中国三冶集团有限公司 | A kind of construction method for L-type truss overhanging type Steel Structure Installation |
-
2019
- 2019-03-19 CN CN201910207984.3A patent/CN109900393B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2603378A1 (en) * | 1986-08-29 | 1988-03-04 | Seb Sa | Strain gauge test frame for weighing machine - has steel plate with deposited gauges and surface mounted electrical circuits attached to elastic bar |
| WO2014151321A1 (en) * | 2013-03-15 | 2014-09-25 | Project Healthy Children, Inc. | Devices and methods for food fortification |
| CN103926085A (en) * | 2014-03-31 | 2014-07-16 | 宝山钢铁股份有限公司 | Method and device for testing bending torsion mechanics performance of H-shaped girder framework |
| CN104088467A (en) * | 2014-07-17 | 2014-10-08 | 成都市第四建筑工程公司 | High-altitude construction deformation monitoring method of large-cantilever steel truss structure |
| CN104100090A (en) * | 2014-07-17 | 2014-10-15 | 成都市第四建筑工程公司 | High-altitude comprehensive construction method of big-cantilever steel truss structure |
| CN104314175A (en) * | 2014-10-17 | 2015-01-28 | 南京建工集团有限公司 | Pre-stress tension monitoring-based large-span steel truss arc structure unloading control technology |
| CN204666090U (en) * | 2015-06-17 | 2015-09-23 | 中铁十一局集团第二工程有限公司 | A kind of comprehensive strain monitoring system being applicable to builder's jack |
| CN106351268A (en) * | 2016-10-26 | 2017-01-25 | 河北建筑工程学院 | Lateral loading pile soil dynamic response model test chamber |
| CN109025295A (en) * | 2018-08-03 | 2018-12-18 | 中国十七冶集团有限公司 | A kind of high-altitude long-span steel reinforced concrete corridor construction method |
Non-Patent Citations (2)
| Title |
|---|
| Assessment of a steel model truss using distributed fibre optic strain sensing;Kyle Van Der Kooi 等;《Engineering Structures》;20180915;第171卷;第557-568页 * |
| 大跨度钢结构整体提升施工技术在国贸金融中心项目中的应用研究;郑鹏;《中国优秀硕士学位论文全文数据库工程科技II辑》;20190215(第2期);第C038-943页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109900393A (en) | 2019-06-18 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| WO2022062294A1 (en) | Suspension connection node for large-span cantilever steel truss and construction method therefor | |
| CN101200916B (en) | Construction method of prestressed suspension type building structure | |
| CN103291076B (en) | Multilayer steel truss fragmented reverse hoisting construction method in arc-shaped frame | |
| CN104929373B (en) | Large span Square Steel Tubes Truss and its accumulation slippage construction method | |
| WO2017121315A1 (en) | Construction method for building truss and floor slab | |
| CN104213508B (en) | A kind of method utilizing stull and external tendon to control king-post displacement | |
| CN104141383A (en) | Bailey beam suspension formwork supporting system and construction method thereof | |
| CN107165281A (en) | A kind of high-altitude long-span overhung steel platform mould bases construction | |
| CN111779274A (en) | Construction method for integrally lifting temporary hoisting point of large-span unequal-height steel structure net rack | |
| CN109900393B (en) | Section steel concrete corridor and safety monitoring method for steel truss reinforced structure thereof | |
| Standard | Structural use of steelwork in building | |
| CN105442756A (en) | Combined special-shaped column, structure system provided with column, and construction method of structure system | |
| CN207062787U (en) | Can Fast Installation remove maintenance construction platform | |
| CN107100271A (en) | A kind of method that utilization adjustable drawbar adjusts steel member camber | |
| CN205530666U (en) | Superelevation layer steel frame - core section of thick bamboo structure semi -girder stress and strain monitoring devices for truss | |
| CN216239717U (en) | Y-shaped inclined strut supporting system for cantilever plate | |
| CN219952787U (en) | Device for preventing lateral instability in installation process of single steel truss | |
| CN109898818A (en) | It is a kind of using Bailey beam structure as the excessive bracket and its method for tooling of bearing substrate | |
| CN109838094A (en) | A kind of building traffic cable energy conservation welding node and its installation method | |
| CN103114712B (en) | Buckle steel platform support system and construction method thereof | |
| CN213806581U (en) | Super high-rise high-altitude large-span cantilever concrete structure formwork support system | |
| CN109610835B (en) | Construction method of high-altitude large-span heavy-load tool type formwork support steel platform | |
| CN209523472U (en) | Steel reinforced concrete beam forms self-supporter system | |
| CN216840804U (en) | Unloading device for removing building stressed member | |
| CN104818847A (en) | Transition support frame using bailey beam structure as carrying base body and tooling method thereof |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |