CN109900393A - A kind of safety monitoring method of steel reinforced concrete vestibule and its steel truss ruggedized construction - Google Patents
A kind of safety monitoring method of steel reinforced concrete vestibule and its steel truss ruggedized construction Download PDFInfo
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- CN109900393A CN109900393A CN201910207984.3A CN201910207984A CN109900393A CN 109900393 A CN109900393 A CN 109900393A CN 201910207984 A CN201910207984 A CN 201910207984A CN 109900393 A CN109900393 A CN 109900393A
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Abstract
The invention discloses a kind of steel reinforced concrete vestibule and its safety monitoring methods of steel truss ruggedized construction, belong to the monitoring technical field of vestibule and its steel truss ruggedized construction.It is analyzed by the stress condition to each structure, finite element analysis is done using unidirectional strain gauge and MIDAS software to its main force structure or structure node, each component and structure can be carried out by software implementing uncontinuous stress monitoring, can be low by the hidden danger incidence senior general of the stress deformation in work progress, greatly improve construction efficiency；Reflecting piece and total station are used to each component Jining strain monitoring, input cost is preferably minimized, it can reuse simultaneously, reflecting piece change in location on each component need to be only monitored by total station and be implemented with strain monitoring, it is easy to operate while can also effectively amplify the scale of malformation, keep it more distinct, realizes warning function conducive to the observation of constructor.
Description
Technical field
The invention belongs to vestibule and its monitoring technical fields of steel truss ruggedized construction, are specifically related to a kind of fashioned iron coagulation
The safety monitoring method of native vestibule and its steel truss ruggedized construction.
Background technique
This engineering between two monomers by four layers of high-altitude steel reinforced concrete vestibule, first floor vestibule (in 15 layers of structure)
Absolute altitude is 59.75m, and second layer vestibule absolute altitude is 67.75m, and third layer vestibule absolute altitude is 75.75m, and the 4th layer of vestibule absolute altitude is
85.15m, vestibule length are 30m long, and 18.4m wide, vestibule is steel reinforced concrete structure, are seen " Fig. 1: vestibule overall diagram ", and fashioned iron is mixed
Section steel beam in solidifying soil beam and the steel column in the profile steel concrete column A1 of two sides are attached by welding, and section steel beam specification is
H 1600x300x20x25 (edge of a wing height x width x web thickness x thickness), steel column specification are H 1000x700x25x36, type
Steel concrete beam is having a size of 2000x600, and for profile steel concrete column (A1) having a size of 1500x1200, first floor vestibule plan view is shown in " figure
2: steel reinforced concrete vestibule first layer plane figure " (second layer, third layer and the 4th layer are similar with initial layer structure, only by the first floor
Fashioned iron secondary beam changed reinforced beam into), secondary beam is section steel beam, profiled sheet is laid on primary and secondary section steel beam, then
The casting concrete floor on profiled sheet, the punishment of the position 10-B, 10-C, 10-D, 10-E, 14-B, 14-C, 14-D, 14-E
It Wei be not four main girder steels, i.e. model at the position profile steel concrete column A1,10-14-B, 10-14-C, 10-14-D, 10-14-E
The girder steel of H1600x300x20x25 is arranged H profile steel sunpender A3 between first floor vestibule and second layer vestibule and forms steel truss (only
Have fashioned iron sunpender between the first floor and second layer vestibule), boom location 11-B, 11-C, 11-D, 11-E, 12-B, 12-C, 12-D,
12-E, 13-B, 13-C, 13-D, 13-E, 12 sunpenders, section steel suspended bar gauge lattice are HW300x300 altogether, and sunpender passes through high-strength spiral shell
Bolt is connected with steel main beam.Second layer vestibule forms horizontal truss by round steel pipe and angle steel.When the first floor is constructed, hung by projecting
The mode of mould provides steel reinforced concrete girder A2 operation platform, the steel truss being made of the first floor and second layer steel reinforced concrete girder A2
Frame bears first floor concrete gravity and live load, after first floor vestibule concrete floor slab placement is completed and concrete strength reaches 100%,
Steel tube poles are ridden upon on first floor floor, to support pouring for second layer vestibule concrete, are poured to second layer vestibule concrete
It builds completion and after concrete strength reaches 100%, is carrying out third layer corridor construction, and so on, complete the 4th layer of vestibule
Construction.The active force being subject to can be transmitted on profile steel concrete column A1 by steel concrete girder A2, be held by profile steel concrete column A1
By last active force.The steel reinforced concrete gallery structure is complex, is pacified present in construction using conventional construction method
Full hidden danger is larger, how to carry out deformation monitoring and stress monitoring to ensure that construction safety is this engineering problem to be solved.
Summary of the invention
The present invention to be solved the deficiency of existing construction method, so proposing a kind of steel reinforced concrete vestibule and its steel truss
The safety monitoring method of ruggedized construction can greatly improve safety and construction efficiency during corridor construction.
To achieve the goals above, the present invention uses following scheme:
A kind of safety monitoring method of steel reinforced concrete vestibule and its steel truss ruggedized construction, steel reinforced concrete vestibule and its
Steel truss ruggedized construction includes the first floor vestibule positioned at 15 layers, the second layer vestibule positioned at 17 layers, third layer vestibule and the
Four layers of vestibule；The first floor vestibule, second layer vestibule, third layer vestibule and the 4th layer of vestibule include steel reinforced concrete girder A2
And the profile steel concrete column A1 of vestibule two sides, the first floor vestibule further include for being vertically connected to first floor vestibule and the second layer
H profile steel sunpender A3 between the steel reinforced concrete girder A2 of vestibule, comprising the following steps:
Step 1: stress test
Consider that structure feature and its symmetry, identified sign point layout are as follows:
A, the H profile steel sunpender stress being vertically connected between first floor vestibule and the steel reinforced concrete girder A2 of second layer vestibule
Point layout: 1., 2., 3., 4., 5., 6., 7. by seven unidirectional strain gauges numbers, be arranged in 12-C, 13-C, 12-B,
The central-web surface of H profile steel sunpender A3 at 13-B, 11-E, 12-E, 11-D；
B, the pressure detection point positioned at the steel reinforced concrete girder A2 of 15 layers of first floor vestibule is arranged: by six unidirectional strains
Meter number 8., 9., 10.,It is arranged in span centre, the D axis steel concrete master of E axis steel concrete girder
The span centre of beam, the span centre of C axis steel concrete girder, the span centre of B axle steel concrete girder, C axis steel concrete girder right support abutment,
The upper surface of the right support abutment lower flange of B axle steel concrete girder；
C, the pressure detection point positioned at the steel reinforced concrete girder A2 of 17 layers of second layer vestibule is arranged: six are unidirectionally answered
Become meter numberIt is arranged in left support abutment, the D axis of E axis steel concrete girder
The left support abutment of steel concrete girder, the span centre of E axis steel concrete girder, D axis steel concrete girder span centre, C axis steel concrete
The upper surface of lower flange at the span centre of girder, the span centre of B axle steel concrete girder；
D, the profile steel concrete column A1 pressure detection point positioned at first floor vestibule two sides is arranged: 4 unidirectional strain gauges are numberedIt is arranged in the beam column node core area at the first floor vestibule 10-C, 10-B, 14-E, 14-D；
E, the profile steel concrete column A1 pressure detection point positioned at second layer vestibule two sides is arranged: 4 unidirectional strain gauges are numberedThe bean column node core being arranged at the first floor vestibule 10-E, 10-D, 14-C, 14-B
Area；
The data that all unidirectional strain gauges are collected are transferred on computer, and do finite element analysis using MIDAS software,
It calculates stress early warning value and stress of the live steel reinforced concrete structure at measuring point is monitored in real time, it is ensured that structure stress exists
In safe range；
Step 2: deformation test
Point layout combination construction survey requirement, point layout are as follows:
Four reflecting pieces are numberedIt is respectively arranged at the girder span centre and support of C axis
Web surface, B axle girder span centre and support at web surface, utilize total station carry out vertical direction on consolidating settlement prison
It surveys.
Further, for unidirectional strain gauge in arrangement, before lifting fashioned iron, each unidirectional strain gauge should be first right in step 1
It should be arranged in the specified location of each component, and the validity and integrality of unidirectional strain gauge are checked, then to unidirectional
Strain gauge carries out effective protection processing.
Further, before lifting fashioned iron, initial reading must be carried out to fashioned iron, it in the construction process can be to unidirectional strain
The continuity of test benchmark during meter carries out real time readouts, and guarantee is discontinuously tested.
Compared with prior art, the present invention can obtain following technical effect:
It is analyzed by the stress condition to each structure, unidirectional strain is utilized to its main force structure or structure node
Meter and MIDAS software do finite element analysis, can carry out implementing uncontinuous stress monitoring to each component and structure by software,
Can be low by the hidden danger incidence senior general of the stress deformation in work progress, greatly improve construction efficiency；It helps to each component
Peaceful strain monitoring uses reflecting piece and total station, and input cost is preferably minimized, while can be reused, and need to only pass through total station
Reflecting piece change in location on each component is monitored and is implemented with strain monitoring, it is easy to operate and meanwhile can also effectively by
The scale of malformation amplifies, and keeps it more distinct, realizes warning function conducive to the observation of constructor.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of vestibule and its steel truss robust structure；
Fig. 2 is steel reinforced concrete vestibule first layer plane figure；
Fig. 3, Fig. 4, Fig. 5, Fig. 6 and Fig. 7 are the schematic view of the mounting position of unidirectional strain gauge；
Fig. 8 is the schematic view of the mounting position of reflecting piece.
In figure: A1, profile steel concrete column, A2, girder with rolled steel section en cased in concrete, A3, H profile steel sunpender, B-B, C-C, D-D, E-E are
Girder axis, 10-10,11-11,12-12,13-13,14-14 are secondary beam axis, 1., 2., 3.,It is unidirectionally to answer
Become meter installation point,It is reflecting piece installation point.
Specific embodiment
In order to make the objectives, technical solutions, and advantages of the present invention clearer, with reference to embodiments, to the present invention
It is further elaborated.It should be appreciated that the specific embodiments described herein are merely illustrative of the present invention, it is not used to
Limit the present invention.
The safety monitoring method of a kind of steel reinforced concrete vestibule and its steel truss ruggedized construction, is applied in Bangbu industrial park
Construction in, steel reinforced concrete vestibule and its steel truss ruggedized construction include positioned at 15 layers first floor vestibule, be located at ten
Seven layers of second layer vestibule, third layer vestibule and the 4th layer of vestibule, first floor vestibule, second layer vestibule, third layer vestibule and the 4th
Layer vestibule includes the profile steel concrete column A1 of steel reinforced concrete girder A2 and vestibule two sides, and first floor vestibule further includes for erecting
To the H profile steel sunpender A3 being connected between first floor vestibule and the steel reinforced concrete girder A2 of second layer vestibule, comprising the following steps:
Step 1: stress test
Comprehensively consider the overall structure loading characteristic and its symmetry of vestibule, identified sign point layout is as follows:
A, it as shown in Figures 2 and 3, is vertically connected between first floor vestibule and the steel reinforced concrete girder A2 of second layer vestibule
H profile steel sunpender pressure detection point arrangement: 1., 2., 3., 4., 5., 6., 7. seven unidirectional strain gauges are numbered, be arranged in
The central-web surface of H profile steel sunpender A3 at 12-C, 13-C, 12-B, 13-B, 11-E, 12-E, 11-D, for the test point
Stress monitoring is carried out, preventing the construction of later period second layer vestibule from stress concentration occur leads to its security risk；
B, as shown in figure 4, the pressure detection point arrangement of the steel reinforced concrete girder A2 positioned at 15 layers of first floor vestibule: by six
A unidirectional strain gauge number 8., 9., 10.,It is arranged in span centre, the D axis of E axis steel concrete girder
The span centre of steel concrete girder, the span centre of C axis steel concrete girder, the span centre of B axle steel concrete girder, C axis steel concrete master
The right support abutment of beam, the right support abutment lower flange of B axle steel concrete girder upper surface；
C, as shown in figure 5, the pressure detection point arrangement of the steel reinforced concrete girder A2 positioned at 17 layers of second layer vestibule: will
Six unidirectional strain gauge numbers It is arranged in E axis steel concrete girder
Left support abutment, the left support abutment of D axis steel concrete girder, the span centre of E axis steel concrete girder, D axis steel concrete girder span centre, C
The upper surface of lower flange at the span centre of axis steel concrete girder, the span centre of B axle steel concrete girder；
D, as shown in fig. 6, the profile steel concrete column A1 pressure detection point for being located at first floor vestibule two sides is arranged: 4 are unidirectionally answered
Become meter numberThe beam column section being arranged at the first floor vestibule 10-C, 10-B, 14-E, 14-D
Point core space；
E, as shown in fig. 7, the profile steel concrete column A1 pressure detection point for being located at second layer vestibule two sides is arranged: unidirectional by 4
Strain gauge numberThe beam column being arranged at the first floor vestibule 10-E, 10-D, 14-C, 14-B
Joint cores；
The data that all unidirectional strain gauges are collected are transferred on computer, and do finite element analysis using MIDAS software,
It calculates stress early warning value and stress of the live steel reinforced concrete structure at measuring point is monitored in real time, it is ensured that structure stress exists
In safe range；
Step 2: deformation test
Point layout combination construction survey requirement, point layout are as follows:
As shown in figure 8, four reflecting pieces are numberedBe respectively arranged the girder of C axis across
Web surface at the girder span centre and support of web surface, B axle, utilizes total station to carry out the change on vertical direction at neutralization support
Shape settlement monitoring.
Further, for unidirectional strain gauge in arrangement, before lifting fashioned iron, each unidirectional strain gauge should be first right in step 1
It should be arranged in the specified location of each component, and the validity and integrality of unidirectional strain gauge are checked, then to unidirectional
Strain gauge carries out effective protection processing, prevents component damage during safety monitoring from influencing normally to use function.
Further, before lifting fashioned iron, initial reading must be carried out to fashioned iron, it in the construction process can be to unidirectional strain
The continuity of test benchmark during meter carries out real time readouts, and guarantee is discontinuously tested.
It is analyzed by the stress condition to each structure, unidirectional strain is utilized to its main force structure or structure node
Meter and MIDAS software do finite element analysis, can carry out implementing uncontinuous stress monitoring to each component and structure by software,
Can be low by the hidden danger incidence senior general of the stress deformation in work progress, greatly improve construction efficiency；It helps to each component
Peaceful strain monitoring uses reflecting piece and total station, and input cost is preferably minimized, while can be reused, and need to only pass through total station
Reflecting piece change in location on each component is monitored and is implemented with strain monitoring, it is easy to operate and meanwhile can also effectively by
The scale of malformation amplifies, and keeps it more distinct, realizes warning function conducive to the observation of constructor.It is big using this method
The big safety for improving lid construction is big by the construction duration in the case where the security implementation of the structure is completely secured
36 days are advanced by greatly, effectively save cost of labor obtains the consistent favorable comment of cooperative enterprise.
It is obvious to a person skilled in the art that invention is not limited to the details of the above exemplary embodiments, Er Qie
In the case where without departing substantially from spirit or essential attributes of the invention, the present invention can be realized in other specific forms.Therefore, no matter
From the point of view of which point, the present embodiments are to be considered as illustrative and not restrictive, and the scope of the present invention is by appended power
Benefit requires rather than above description limits, it is intended that all by what is fallen within the meaning and scope of the equivalent elements of the claims
Variation is included within the present invention.
In addition, it should be understood that although this specification is described in terms of embodiments, but not each embodiment is only wrapped
Containing an independent technical solution, this description of the specification is merely for the sake of clarity, and those skilled in the art should
It considers the specification as a whole, the technical solutions in the various embodiments may also be suitably combined, forms those skilled in the art
The other embodiments being understood that.
Claims (3)
1. the safety monitoring method of a kind of steel reinforced concrete vestibule and its steel truss ruggedized construction, steel reinforced concrete vestibule and its steel
Truss reinforcement structure includes first floor vestibule, the second layer vestibule positioned at 17 layers, third layer vestibule and the 4th positioned at 15 layers
Layer vestibule；The first floor vestibule, second layer vestibule, third layer vestibule and the 4th layer of vestibule include steel reinforced concrete girder (A2)
And the profile steel concrete column (A1) of vestibule two sides, the first floor vestibule further include for being vertically connected to first floor vestibule and second
H profile steel sunpender (A3) between the steel reinforced concrete girder (A2) of layer vestibule, which comprises the following steps:
Step 1: stress test
Consider that structure feature and its symmetry, identified sign point layout are as follows:
A, the H profile steel sunpender stress being vertically connected between first floor vestibule and the steel reinforced concrete girder (A2) of second layer vestibule is surveyed
Point arrangement: 1., 2., 3., 4., 5., 6., 7. by seven unidirectional strain gauge numbers, 12-C, 13-C, 12-B, 13- are arranged in
B, at 11-E, 12-E, 11-D H profile steel sunpender (A3) central-web surface；
B, the pressure detection point positioned at the steel reinforced concrete girder (A2) of 15 layers of first floor vestibule is arranged: by six unidirectional strain gauges
Number 8., 9., 10.,It is arranged in span centre, the D axis steel concrete master of E axis steel concrete girder
The span centre of beam, the span centre of C axis steel concrete girder, the span centre of B axle steel concrete girder, C axis steel concrete girder right support abutment,
The upper surface of the right support abutment lower flange of B axle steel concrete girder；
C, the pressure detection point positioned at the steel reinforced concrete girder (A2) of 17 layers of second layer vestibule is arranged: by six unidirectional strains
Meter numberIt is arranged in left support abutment, the D axis of E axis steel concrete girder
The left support abutment of steel concrete girder, the span centre of E axis steel concrete girder, D axis steel concrete girder span centre, C axis steel concrete
The upper surface of lower flange at the span centre of girder, the span centre of B axle steel concrete girder；
D, profile steel concrete column (A1) pressure detection point positioned at first floor vestibule two sides is arranged: 4 unidirectional strain gauges are numberedIt is arranged in the beam column node core area at the first floor vestibule 10-C, 10-B, 14-E, 14-D；
E, profile steel concrete column (A1) pressure detection point positioned at second layer vestibule two sides is arranged: 4 unidirectional strain gauges are numberedThe bean column node core being arranged at the first floor vestibule 10-E, 10-D, 14-C, 14-B
Area；
The data that all unidirectional strain gauges are collected are transferred on computer, and do finite element analysis using MIDAS software, are calculated
Stress early warning value simultaneously monitors stress of the live steel reinforced concrete structure at measuring point in real time, it is ensured that structure stress is in safety
In range；
Step 2: deformation test
Point layout combination construction survey requirement, point layout are as follows:
Four reflecting pieces are numberedIt is respectively arranged web at the girder span centre and support of C axis
Surface, B axle girder span centre and support at web surface, utilize total station carry out vertical direction on consolidating settlement monitoring.
2. the safety monitoring method of a kind of steel reinforced concrete vestibule according to claim 1 and its steel truss ruggedized construction,
It is characterized in that, for unidirectional strain gauge in arrangement, before lifting fashioned iron, each unidirectional strain gauge should first correspond to arrangement in step 1
It is checked in the specified location of each component, and to the validity and integrality of unidirectional strain gauge, then to unidirectional strain gauge
Carry out effective protection processing.
3. the safety monitoring method of a kind of steel reinforced concrete vestibule according to claim 2 and its steel truss ruggedized construction,
It is characterized in that, initial reading must be carried out to fashioned iron before lifting fashioned iron, unidirectional strain gauge can be carried out in the construction process
Real time readouts, and guarantee the continuity of test benchmark during discontinuous test.
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Citations (18)
| 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 |
| US6351998B1 (en) * | 2000-09-19 | 2002-03-05 | General Motors Corporation | Method for designing a load cell |
| US20040071460A1 (en) * | 2002-10-08 | 2004-04-15 | Naoki Nishimura | Wireless imaging apparatus and its control method |
| US20050011250A1 (en) * | 2003-07-14 | 2005-01-20 | Nesbit Steven Manuel | Apparatus and method for evaluating and comparing golf club head designs based upon mass properties and impact behavior |
| 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 |
| CN102296750A (en) * | 2011-05-31 | 2011-12-28 | 中铁十局集团建筑工程有限公司 | Wide span prestressed beam string structure and its construction method |
| 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 |
| 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 |
| 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 |
| CN109323791A (en) * | 2018-11-05 | 2019-02-12 | 大连理工大学 | The residual stress distribution measurement method of composite board based on incremental cuts 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 (18)
| 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 |
| US6351998B1 (en) * | 2000-09-19 | 2002-03-05 | General Motors Corporation | Method for designing a load cell |
| US20040071460A1 (en) * | 2002-10-08 | 2004-04-15 | Naoki Nishimura | Wireless imaging apparatus and its control method |
| US20050011250A1 (en) * | 2003-07-14 | 2005-01-20 | Nesbit Steven Manuel | Apparatus and method for evaluating and comparing golf club head designs based upon mass properties and impact behavior |
| CN102296750A (en) * | 2011-05-31 | 2011-12-28 | 中铁十局集团建筑工程有限公司 | Wide span prestressed beam string structure and its construction method |
| 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 |
| WO2014151321A1 (en) * | 2013-03-15 | 2014-09-25 | Project Healthy Children, Inc. | Devices and methods for food fortification |
| 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 |
| 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 |
| CN109323791A (en) * | 2018-11-05 | 2019-02-12 | 大连理工大学 | The residual stress distribution measurement method of composite board based on incremental cuts method |
| 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 |
Non-Patent Citations (2)
| Title |
|---|
| KYLE VAN DER KOOI 等: "Assessment of a steel model truss using distributed fibre optic strain sensing", 《ENGINEERING STRUCTURES》 * |
| 郑鹏: "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", 《中国优秀硕士学位论文全文数据库工程科技II辑》 * |
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