CN105019665A - Method for mounting long-span structure beam based on total station - Google Patents

Method for mounting long-span structure beam based on total station Download PDF

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Publication number
CN105019665A
CN105019665A CN201510424129.XA CN201510424129A CN105019665A CN 105019665 A CN105019665 A CN 105019665A CN 201510424129 A CN201510424129 A CN 201510424129A CN 105019665 A CN105019665 A CN 105019665A
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CN
China
Prior art keywords
lifting elements
girder steel
steel
girder
structure beam
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Application number
CN201510424129.XA
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Chinese (zh)
Inventor
王磊
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中国二十二冶集团有限公司
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Priority to CN201510424129.XA priority Critical patent/CN105019665A/en
Publication of CN105019665A publication Critical patent/CN105019665A/en

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Abstract

The invention relates to a method for mounting a long-span structure beam based on a total station. The mounting and positioning of the long-span structure and the deformation monitoring of the long-span structure are operated by the total station. In the construction process, the deformation of the structure is simulated and calculated according to the BIM technology, and the deformation of the structure is monitored by the total station practically, and the above two results are checked. The method provided by the invention guarantees the quality, safety and stability of the mounting of the long-span structure, and accumulates the experiences for mounting the similar long-span structure in the future, so as to control the deformation of the long-span structure well. The method for mounting a steel beam controlled by the total station is quite convenient and quick, and the location of the steel beam is directly adjusted, so that the accuracy of the axis and the top height of the steel beam are relatively guaranteed.

Description

Based on the longspan structure beam mounting method of total powerstation

Technical field

The present invention relates to a kind of longspan structure beam mounting method, specifically, relate to a kind of longspan structure beam mounting method based on total powerstation.

Background technology

Along with the development of construction market and the raising of building level, large-span steel building progressively increases.Longspan structure beam construction requirement installation accuracy is higher, to ensure that mounting interface can dock smoothly.Often there is larger lower flexure strain after the completion of discharge of longspan structure beam, therefore need to carry out deformation monitoring to structure, the stability after guarantee longspan structure beam installs and safety.In work progress in the past, the construction method usually adopted has: coordinate location by transit and level gauge; Adopt static liquid level to carry out monitoring lower flexure strain, major defect is as follows: adopt transit and level gauge to coordinate positioning action complicated, and accuracy is not high.Adopt static liquid level to carry out the lower flexure strain of monitoring of structures, need to use special equipment and system to carry out, costly.

Summary of the invention

For above-mentioned deficiency of the prior art, the invention provides a kind of rational in infrastructure, longspan structure beam mounting method based on total powerstation that safety factor is high, easy to operate.

The technical solution used in the present invention is:

Based on a longspan structure beam mounting method for total powerstation, comprise the steps:

(1) before longspan structure beam is installed, use BIM technology to set up threedimensional model, and by analog computation determination longspan structure beam in installation process, unload and unload deformation within latter 24 hours;

(2) girder steel divides two lifting elements, comprise: lifting elements one and lifting elements two, each lifting elements mating interface position is got fixed 2 conducts and is installed control point, by measuring the D coordinates value of 2 in threedimensional model and drawing, controlled the position of girder steel interface by the three-dimensional measurement of total powerstation in installation process, ensure the accuracy of girder steel air interface, ensure that steel girder erection meets arch camber and designing requirement simultaneously;

(3) girder steel divides two lifting elements, for ensureing that middle mating interface docks in the air, sets up falsework;

(4) first lifting elements one, one end of lifting elements one is docked with steel column bracket and is undertaken temporary fixed by tacking, and tacking weld bead height is greater than 3mm, length 40mm, spacing 300mm; The other end drops on falsework top, the three-dimensional coordinate of two the Survey control points in girder steel end is monitored by total powerstation, by adjustment make the coordinate of girder steel end Survey control point with to install the coordinate measured in model consistent, weld baffle plate after adjustment in girder steel both sides and carry out temporary fixed;

(5) then use the same method lifting elements two, adjustment lifting elements two is docked with lifting elements one, after the interface unfitness of butt joint of two sections of girder steels is adjusted, checked the three-dimensional coordinate of two the Survey control points in lifting elements two end by total powerstation, guarantee with to install the coordinate measured in model consistent;

(6) second layer steel girder erection selects the column between two-layer girder steel as the temporary support of steel girder erection, otic placode is welded to connect at steel beam bottom and column surrounding, then be connected and fixed by clamping plate, adjust at the junction plate middle erection jack pair girder steel of girder steel bottom and column, method of adjustment is identical with (5) step; The accuracy of girder perch is ensured by the coordinate of Survey control point on total powerstation control girder steel;

After adjustment, the bolt of junction plate is all tightened fixing, and then weld; By said method, each layer girder steel of residue is installed;

(7) get on longspan structure beam and fixed what time make to paint to carry out mark, as monitoring point, by measuring the D coordinates value of each point in threedimensional model and drawing, the girder steel often installing one deck all will be checked the monitoring point of each layer girder steel installed before, and checks with the data of installing in model;

(8) large-span steel girder unloads after installing, and two supports unload simultaneously, adopts the form of cutting support to unload;

(9) after the unloading of longspan structure beam, once monitored every 3 hours, until after 24 hours, last monitoring result and the result gone out by threedimensional model analog computation are checked, determines that whether the practical distortion of structure is consistent with theory deformation;

(10) level gauge is used to carry out deformation monitoring.

The beneficial effect of hinge structure of the present invention:

The present invention is based on the longspan structure beam mounting method of total powerstation, by the distortion of BIM technology analog computation structure, then actual monitoring is carried out by total powerstation, it is last that both check, while ensure that quality that longspan structure is installed, safety and stability, also for similar longspan structure of constructing have accumulated experience later, the distortion of longspan structure can better be controlled; Total powerstation controls the more convenient and position that is directly adjustment girder steel of the mounting means of girder steel, more can ensure the axis of girder steel and the accuracy of elevation of top.

Accompanying drawing explanation

Fig. 1 is the structural representation of the longspan structure beam mounting method installation first floor lifting elements one that the present invention is based on total powerstation;

Fig. 2 is the structural representation of the longspan structure beam mounting method installation second layer lifting elements one that the present invention is based on total powerstation;

Fig. 3 is the structural representation that the longspan structure beam mounting method that the present invention is based on total powerstation installs.

Critical piece symbol description in accompanying drawing:

In figure:

3, falsework

5, steel column

8, column

11, lifting elements one

12, lifting elements two

16, lifting elements one Survey control point

17, lifting elements two Survey control point

21, second layer lifting elements one

22, second layer lifting elements two

31, third layer lifting elements one

32, third layer lifting elements two

41, the 4th layer of lifting elements one

42, the 4th layer of lifting elements two

26, second layer lifting elements one Survey control point

27, second layer lifting elements two Survey control point

36, third layer lifting elements one Survey control point

37, third layer lifting elements two Survey control point

46, the 4th layer of lifting elements one Survey control point

47, the 4th layer of lifting elements two Survey control point.

Detailed description of the invention

Referring to drawings and Examples, the present invention will be described in detail:

Accompanying drawing 1-3 is known, and a kind of longspan structure beam mounting method based on total powerstation, comprises the steps:

(1) before longspan structure beam is installed, use BIM technology to set up threedimensional model, and by analog computation determination longspan structure beam in installation process, unload and unload deformation within latter 24 hours;

Installation can be and guided by the controlling dimension of actual measurement component from computer, and the deformation monitoring after unloading;

(2) girder steel divides two lifting elements, comprise: lifting elements 1 and lifting elements 2 12, each lifting elements mating interface position is got fixed 2 conducts and is installed control point, by measuring the D coordinates value of 2 in threedimensional model and drawing, controlled the position of girder steel interface by the three-dimensional measurement of total powerstation in installation process, ensure the accuracy of girder steel air interface, ensure that steel girder erection meets arch camber and designing requirement simultaneously;

(3) girder steel divides two lifting elements, for ensureing that middle mating interface docks in the air, sets up falsework 3;

The height of falsework carries out setting-out by the springing quantum of girder steel and determines, during to ensure that girder steel drops on support, namely the springing quantum of girder steel meets design requirement.

(4) first lifting elements 1, one end of lifting elements 1 is docked with steel column bracket and is undertaken temporary fixed by tacking, and tacking weld bead height is greater than 3mm, length 40mm, spacing 300mm.The other end drops on falsework 3 top, the three-dimensional coordinate of girder steel end lifting elements one Survey control point 16 is monitored by total powerstation, by adjustment make the coordinate of girder steel end Survey control point with to install the coordinate measured in model consistent, weld baffle plate after adjustment in girder steel both sides and carry out temporary fixed;

(5) then use the same method lifting elements 2 12, adjustment lifting elements 2 12 is docked with lifting elements 1, after the interface unfitness of butt joint of two sections of girder steels is adjusted, checked the three-dimensional coordinate of lifting elements two end lifting elements two Survey control point 17 by total powerstation, guarantee with to install the coordinate measured in model consistent;

(6) second layer steel girder erection selects the column 8 between two-layer girder steel as the temporary support of steel girder erection, otic placode is welded to connect at steel beam bottom and column surrounding, then be connected and fixed by clamping plate, adjust at the junction plate middle erection jack pair girder steel of girder steel bottom and column, method of adjustment is identical with (5) step; The accuracy of girder perch is ensured by the coordinate of Survey control point on total powerstation control girder steel;

After adjustment, the bolt of junction plate is all tightened fixing, and then weld, by said method, each layer girder steel of residue is installed;

(7) get on longspan structure beam and fixed what time make to paint to carry out mark, as monitoring point, by measuring the D coordinates value of each point in threedimensional model and drawing, the girder steel often installing one deck all will be checked the monitoring point of each layer girder steel installed before, and checks with the data of installing in model;

(8) large-span steel girder unloads after installing.Two supports unload simultaneously, adopt the form of cutting support to unload;

(9) after the unloading of longspan structure beam, once monitored every 3 hours, until after 24 hours, last monitoring result and the result gone out by threedimensional model analog computation are checked, determines that whether the practical distortion of structure is consistent with theory deformation.

(10) level gauge is used to carry out deformation monitoring.

Because the length of Sopwith staff is longer, if out of plumb there will be relatively large deviation during vertical chi, and use total powerstation monitoring distortion to be measured by the reflection of reflecting piece, the impact for result is smaller.

The present invention is based on the longspan structure beam mounting method of total powerstation, by the distortion of BIM technology analog computation structure, then actual monitoring is carried out by total powerstation, it is last that both check, while ensure that quality that longspan structure is installed, safety and stability, also for similar longspan structure of constructing have accumulated experience later, the distortion of longspan structure can better be controlled; Total powerstation controls the more convenient and position that is directly adjustment girder steel of the mounting means of girder steel, more can ensure the axis of girder steel and the accuracy of elevation of top.

Claims (1)

1., based on a longspan structure beam mounting method for total powerstation, it is characterized in that: comprise the steps:
(1) before longspan structure beam is installed, use BIM technology to set up threedimensional model, and by analog computation determination longspan structure beam in installation process, unload and unload deformation within latter 24 hours;
(2) girder steel divides two lifting elements, comprise: lifting elements one and lifting elements two, each lifting elements mating interface position is got fixed 2 conducts and is installed control point, by measuring the D coordinates value of 2 in threedimensional model and drawing, controlled the position of girder steel interface by the three-dimensional measurement of total powerstation in installation process, ensure the accuracy of girder steel air interface, ensure that steel girder erection meets arch camber and designing requirement simultaneously;
(3) girder steel divides two lifting elements, for ensureing that middle mating interface docks in the air, sets up falsework;
(4) first lifting elements one, one end of lifting elements one is docked with steel column bracket and is undertaken temporary fixed by tacking, and tacking weld bead height is greater than 3mm, length 40mm, spacing 300mm; The other end drops on falsework top, the three-dimensional coordinate of two the Survey control points in girder steel end is monitored by total powerstation, by adjustment make the coordinate of girder steel end Survey control point with to install the coordinate measured in model consistent, weld baffle plate after adjustment in girder steel both sides and carry out temporary fixed;
(5) then use the same method lifting elements two, adjustment lifting elements two is docked with lifting elements one, after the interface unfitness of butt joint of two sections of girder steels is adjusted, checked the three-dimensional coordinate of two the Survey control points in lifting elements two end by total powerstation, guarantee with to install the coordinate measured in model consistent;
(6) second layer steel girder erection selects the column between two-layer girder steel as the temporary support of steel girder erection, otic placode is welded to connect at steel beam bottom and column surrounding, then be connected and fixed by clamping plate, adjust at the junction plate middle erection jack pair girder steel of girder steel bottom and column, method of adjustment is identical with (5) step; The accuracy of girder perch is ensured by the coordinate of Survey control point on total powerstation control girder steel;
After adjustment, the bolt of junction plate is all tightened fixing, and then weld; By said method, each layer girder steel of residue is installed;
(7) get on longspan structure beam and fixed what time make to paint to carry out mark, as monitoring point, by measuring the D coordinates value of each point in threedimensional model and drawing, the girder steel often installing one deck all will be checked the monitoring point of each layer girder steel installed before, and checks with the data of installing in model;
(8) large-span steel girder unloads after installing, and two supports unload simultaneously, adopts the form of cutting support to unload;
(9) after the unloading of longspan structure beam, once monitored every 3 hours, until after 24 hours, last monitoring result and the result gone out by threedimensional model analog computation are checked, determines that whether the practical distortion of structure is consistent with theory deformation;
(10) level gauge is used to carry out deformation monitoring.
CN201510424129.XA 2015-07-20 2015-07-20 Method for mounting long-span structure beam based on total station CN105019665A (en)

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Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106284663A (en) * 2016-08-25 2017-01-04 天津三建建筑工程有限公司 A kind of construction method of oval suspended-dome structure
CN106351339A (en) * 2016-10-26 2017-01-25 中国二十二冶集团有限公司 Construction method for thermal insulating sandwich concrete external wall panel with steel beams and steel columns
CN107060336A (en) * 2017-04-12 2017-08-18 中国二十二冶集团有限公司 Long-span Cantilever Construction of Steel Structure method
CN107103151A (en) * 2017-05-15 2017-08-29 贵州精正检测有限公司 A kind of method and apparatus of the fabricated construction based on BIM
CN109113346A (en) * 2018-09-19 2019-01-01 上海市机械施工集团有限公司 A kind of plastic stone rockery abnormal complex steel supporting structure construction method
CN109469333A (en) * 2018-12-12 2019-03-15 山西四建集团有限公司 The oblique davit accurate positioning method of the more bracket complex nodes of multi-angle

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007247215A (en) * 2006-03-15 2007-09-27 Sanki Eng Co Ltd Duct construction method
CN102777043A (en) * 2012-08-03 2012-11-14 浙江精工钢结构有限公司 Construction method for lifting arch structure in zero-deformation state
CN102839747A (en) * 2012-09-24 2012-12-26 中国建筑第八工程局有限公司 Construction method for steel structure truss of super high-rise special structure
CN103216103A (en) * 2013-03-14 2013-07-24 江苏扬州建工建设集团有限公司 Pre-deformation construction method for mounting oblique-arc-shaped combined steel-structured column of annular roof
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
CN104631838A (en) * 2014-12-08 2015-05-20 永升建设集团有限公司 Method for installing abnormal-shaped extremely-large overhung steel truss under process monitoring construction

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007247215A (en) * 2006-03-15 2007-09-27 Sanki Eng Co Ltd Duct construction method
CN102777043A (en) * 2012-08-03 2012-11-14 浙江精工钢结构有限公司 Construction method for lifting arch structure in zero-deformation state
CN102839747A (en) * 2012-09-24 2012-12-26 中国建筑第八工程局有限公司 Construction method for steel structure truss of super high-rise special structure
CN103216103A (en) * 2013-03-14 2013-07-24 江苏扬州建工建设集团有限公司 Pre-deformation construction method for mounting oblique-arc-shaped combined steel-structured column of annular roof
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
CN104631838A (en) * 2014-12-08 2015-05-20 永升建设集团有限公司 Method for installing abnormal-shaped extremely-large overhung steel truss under process monitoring construction

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106284663A (en) * 2016-08-25 2017-01-04 天津三建建筑工程有限公司 A kind of construction method of oval suspended-dome structure
CN106284663B (en) * 2016-08-25 2018-06-05 天津三建建筑工程有限公司 A kind of construction method of ellipse suspended-dome structure
CN106351339A (en) * 2016-10-26 2017-01-25 中国二十二冶集团有限公司 Construction method for thermal insulating sandwich concrete external wall panel with steel beams and steel columns
CN107060336A (en) * 2017-04-12 2017-08-18 中国二十二冶集团有限公司 Long-span Cantilever Construction of Steel Structure method
CN107103151A (en) * 2017-05-15 2017-08-29 贵州精正检测有限公司 A kind of method and apparatus of the fabricated construction based on BIM
CN109113346A (en) * 2018-09-19 2019-01-01 上海市机械施工集团有限公司 A kind of plastic stone rockery abnormal complex steel supporting structure construction method
CN109469333A (en) * 2018-12-12 2019-03-15 山西四建集团有限公司 The oblique davit accurate positioning method of the more bracket complex nodes of multi-angle

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