CN101509232A - Three-joist trussed steel beam linear control method - Google Patents
Three-joist trussed steel beam linear control method Download PDFInfo
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- CN101509232A CN101509232A CNA2009101198485A CN200910119848A CN101509232A CN 101509232 A CN101509232 A CN 101509232A CN A2009101198485 A CNA2009101198485 A CN A2009101198485A CN 200910119848 A CN200910119848 A CN 200910119848A CN 101509232 A CN101509232 A CN 101509232A
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Abstract
The invention relates to a steel truss girder linear control method of the bridge upper structure construction field and provides a three-truss steel truss girder linear control method. The control method comprises vertical control and plane linear control. The vertical control comprises A1. a main truss rod component between two adjacent steel truss girders and other rod components are assembled, the diameter of a punching nail is 0.3-0.5mm less than theoretical aperture; A2. the altitude difference caused by the uneven settlement of a temporary bearing is adjusted in advance by adjusting a pivot of next segment; the altitude difference caused by uneven load is adjusted by applying external force by the punching nail through the clearance of the aperture; the plane linear control adjusts and positions the midline of a middle truss according to the design line shape by a chain fall; and the midline of two lateral trusses is adjusted within the range of standard requirement with the midline of the middle truss as a reference line by adjustable profile steel. During the spanning process, the invention can control and adjust the altitude, the altitude difference and the plane line shape of three trusses effectively in time and ensures that the integral line shape and truss width of three trusses meet the requirement, thereby ensuring that three trusses are jointed successfully.
Description
Technical field
The present invention relates to a kind of trussed steel beam linear control of bridge superstructure construction field, especially relate to three-joist trussed steel beam linear control method.
Background technology
At present, the technology that steel truss girder sets up all is at two main truss girder steels, and still along with the development of society, the railroad bridge of crossing over great river, great river generally adopts four-track line, and therefore, increasing three-joist trussed steel beam bridge has dropped into construction.The three-joist trussed steel beam integral rigidity is big, after the generation deviation, influences structure stress during assembly unit, and closure simultaneously will be difficult to carry out smoothly, and this just requires us to strengthen installation accuracy control in work progress, and existing processes can not finely satisfy construction requirement.
Summary of the invention
Technical problem to be solved by this invention is to solve the problem that existing processes can not finely satisfy the three-joist trussed steel beam construction requirement.
In order to solve the problems of the technologies described above, the technical solution adopted in the present invention provides a kind of three-joist trussed steel beam linear control method, comprises the control of Height control and horizontal alignment, and described Height control may further comprise the steps:
A1: between the adjacent two joint steel truss girders during assembly unit of main truss rod member, evenly distribute by 50% of eyelet sum and to squeeze into the high-strength bolt that dashes nail and epipodium eyelet sum 35%, and loose hook after generally tightening; Squeeze into loose hook behind the high-strength bolt that dashes nail, eyelet sum 30% of eyelet sum 30% on other rod members, dashing the nail diameter is than the little 0.3～0.5mm in theoretical aperture;
A2: in the erection process, the discrepancy in elevation to the generation of temporary support differential settlement, adjust in advance by the fulcrum of regulating next joint, the discrepancy in elevation for inhomogeneous load generation, by dashing the gap in nail and aperture, apply external force and adjust the discrepancy in elevation of three purlins, strengthen the rigidity that three purlins laterally connect simultaneously, reduce reversing of whole framework;
Described horizontal alignment control may further comprise the steps:
B1: middle purlin center line is adjusted and located by design is linear by jack, adjust purlin, both sides center line for reference line by the adjustable type steel according to this, be adjusted in the code requirement scope, after absolute altitude and plan-position all meet the requirements middle purlin lower edge contact high-strength bolt all just twisted the location;
B2: after adjust plan-position, middle purlin, dipstick metering three purlin center to center distance, there is deviation to need to adjust as middle purlin center line, at first install with middle purlin and adjust the opposite side bridge deck of direction,, be adjusted to row installation again after the theoretical if this side center to center distance shaped steel that adopts less than normal struts, if the center to center distance bridge deck of just directly installing bigger than normal, equal purlin cross rib in the contraposition assembly unit in advance under two kinds of situations is purlin, a benchmark contraposition limit side according to middle purlin again after the installation, finishes the installation of residue side bridge deck by that analogy.
In the such scheme, in the described Height control,
When adopting the falsework method to set up, because every internode all forms fulcrum, therefore front end is in free state in the steel girder erection process, so before front end forms fulcrum, need the fulcrum location high-strength bolt is all twisted eventually, prevent since fulcrum when stressed when node dislocation and temporary rest pier differential settlement horizontal restrain cause the three purlin discrepancy in elevation inadequately, need observe the last fulcrum node three purlin relative reliefs that formed change simultaneously, calculate temporary rest pier differential settlement amount, this variable is adjusted in advance at next internode, the anti-accumulation of Partial Variable here, follow-up internode is constructed successively;
When adopting cantilever erection,, need timely tracking measurement because three main truss structure are stressed inequality, at the three purlin discrepancy in elevation and elevation status, the influence of deduction temporary rest pier differential settlement, calculating elevation with design theory is desired value, satisfactory main truss employing standard is dashed the normal assembly unit of nail; To triangle under the main truss at higher or the inclined to one side end adopt specification less than normal dash the nail assembly unit, utilize and dash nail and adjust with the gap of eyelet, lower edge can utilize the gap to produce corner, the brace axial length that can shorten or extend;
The present invention in erection process, controls, adjusts three purlin elevations, the discrepancy in elevation and horizontal alignment timely and effectively, guarantees wide the meeting the requirements in linear and purlin of three purlin integral body, thereby guarantees that three purlin structure stresses adhere to specification, and realizes closure smoothly.
Description of drawings
Fig. 1 adjusts schematic diagram for three-joist trussed steel beam horizontal alignment of the present invention;
Fig. 2 is a three-joist trussed steel beam sectional schematic diagram of the present invention;
Among the figure:
The scalable shaped steel of 1-, the 2-jack, purlin among the 3-, purlin, 4-limit, the 5-bridge deck, 6-laterally connects, and the 7-plane connects.
The specific embodiment
Below in conjunction with accompanying drawing the present invention is made detailed explanation.
The invention provides a kind of three-joist trussed steel beam linear control method, comprise the control of Height control and horizontal alignment, as shown in Figure 1, described Height control may further comprise the steps:
A1: between the adjacent two joint steel truss girders during assembly unit of main truss rod member, evenly distribute by 50% of eyelet sum and to squeeze into the high-strength bolt that dashes nail and epipodium eyelet sum 35%, and loose hook after generally tightening; Squeeze into loose hook behind the high-strength bolt that dashes nail, eyelet sum 30% of eyelet sum 30% on other rod members, dashing the nail diameter is than the little 0.3～0.5mm in theoretical aperture;
A2: in the erection process, the discrepancy in elevation to the generation of temporary support differential settlement, adjust in advance by the fulcrum of regulating next joint, the discrepancy in elevation for inhomogeneous load produces by dashing the gap in nail and aperture, applies the discrepancy in elevation that external force is adjusted three purlins, and assembly unit in time, execute twist laterally connect 6, the plane connect 7 with bridge deck 5, strengthen the intensity that three case bays laterally connect, increase integral rigidity, reduce reversing of whole framework;
As shown in Figure 2, described horizontal alignment control may further comprise the steps:
B1: middle purlin 3 center lines are adjusted and located by design is linear by jack 2, the center line of adjusting purlin, both sides 4 by adjustable type steel 1 for reference line is all just twisted the location with middle purlin 3 lower edge contact high-strength bolts after absolute altitude and plan-position all meet the requirements to the code requirement scope according to this;
B2: after 3 plan-positions, middle purlin and elevation are adjusted, dipstick metering three purlin center to center distance, there is deviation to need to adjust as middle purlin center line, at first assembly unit and the opposite side bridge deck of installation jack 2 directions, adopt scalable shaped steel 1 to strut if this side center to center distance is less than normal, being adjusted to after the theoretical row installs again, if the center to center distance bridge deck of just directly installing bigger than normal, equal purlin cross rib in the contraposition assembly unit in advance under two kinds of situations, be purlin, benchmark contraposition limit side according to middle purlin 2 again after the installation, finish the installation of residue side bridge deck by that analogy.
When above-mentioned Height control and horizontal alignment control are specifically used, when adopting the falsework method to set up, because every internode all forms fulcrum, therefore front end is in free state in the steel girder erection process, so before front end forms fulcrum, need the fulcrum location high-strength bolt is all twisted eventually, prevent since fulcrum when stressed when node dislocation and temporary rest pier differential settlement horizontal restrain cause the three purlin discrepancy in elevation inadequately, need observe the last fulcrum node three purlin relative reliefs that formed change simultaneously, calculate temporary rest pier differential settlement amount, this variable is adjusted in advance at next internode, the anti-accumulation of Partial Variable here, follow-up internode is constructed according to this.
When adopting cantilever erection,, need timely tracking measurement because three main truss structure are stressed inequality, at the three purlin discrepancy in elevation and elevation status, the influence of deduction temporary rest pier differential settlement, calculating elevation with design theory is desired value, satisfactory main truss employing standard is dashed the normal assembly unit of nail; To triangle under the main truss at higher or the inclined to one side end adopt specification less than normal dash the nail assembly unit, utilize and dash nail and adjust with the gap of eyelet, lower edge can utilize the gap to produce corner, the brace axial length that can shorten or extend.
Utilize loop wheel machine to apply the upwards whole triangle down of adjusting of external force for elevation main truss on the low side, it is constant to press the center line of the bar theoretical length, when keyhole and dash when between nail the 1mm gap being arranged, the rod member front position can be adjusted the discrepancy in elevation and be about 4mm, when being adjusted to desired value the node high-strength bolt is just twisted, main truss lower edge that elevation is higher and brace utilize deadweight to adjust downwards after pressing the rule request assembly unit; When finding in the erection process that the discrepancy in elevation has the main trend of adding, according to said method in conjunction with the camber adjustment.
Each internode laterally connects 6 and is connected 7 installation with the plane, all need before the bridge formation machine is advanced to this position, its each node to be adjusted installation, simultaneously it respectively connects high-strength bolt and all executes stubborn under symmetrical loading, eliminate the adverse effect of unbalance loading in the steel girder erection process, prevent because the horizontal restrain construction torsion that makes not in place strengthens three purlin relative reliefs; Horizontal connection 6 between girder steel two purlins was combined into integral body in advance before setting up, and each node high-strength bolt of centre is twisted eventually, and control laterally connects the integral rigidity of system.
The present invention is not limited to above-mentioned preferred forms, and anyone should learn the structural change of making under enlightenment of the present invention, and every have identical or close technical scheme with the present invention, all falls within protection scope of the present invention.
Claims (3)
1, three-joist trussed steel beam linear control method is characterized in that comprising the control of Height control and horizontal alignment, and described Height control may further comprise the steps:
A1: between the adjacent two joint steel truss girders during assembly unit of main truss rod member, evenly distribute by 50% of eyelet sum and to squeeze into the high-strength bolt that dashes nail and epipodium eyelet sum 35%, and loose hook after generally tightening; Squeeze into loose hook behind the high-strength bolt that dashes nail, eyelet sum 30% of eyelet sum 30% on other rod members; Dashing the nail diameter is than the little 0.3～0.5mm in theoretical aperture;
A2: in the erection process, the discrepancy in elevation to the generation of temporary support differential settlement, adjust in advance by the fulcrum of regulating next joint, the discrepancy in elevation for inhomogeneous load generation, by dashing the gap in nail and aperture, apply external force and adjust the discrepancy in elevation of three purlins, strengthen the rigidity that three purlins laterally connect simultaneously, reduce reversing of whole framework;
Described horizontal alignment control may further comprise the steps:
B1: middle purlin center line is adjusted and located by design is linear by jack, adjust purlin, both sides center line for reference line to the code requirement scope by the adjustable type steel according to this, after absolute altitude and plan-position all meet the requirements middle purlin lower edge contact high-strength bolt is all just twisted the location;
B2: after adjust plan-position, middle purlin, dipstick metering three purlin center to center distance, there is deviation to need to adjust as middle purlin center line, at first install with middle purlin and adjust the opposite side bridge deck of direction,, be adjusted to row installation again after the theoretical if this side center to center distance shaped steel that adopts less than normal struts, if the center to center distance bridge deck of just directly installing bigger than normal, equal purlin cross rib in the contraposition assembly unit in advance under two kinds of situations is purlin, a benchmark contraposition limit side according to middle purlin again after the installation, finishes the installation of residue side bridge deck by that analogy.
2, three-joist trussed steel beam linear control method as claimed in claim 1, it is characterized in that in the described Height control, when adopting the falsework method to set up, because every internode all forms fulcrum, therefore front end is in free state in the steel girder erection process, so before front end forms fulcrum, need the fulcrum location high-strength bolt is all twisted eventually, prevent since fulcrum when stressed when node dislocation and temporary rest pier differential settlement horizontal restrain cause the three purlin discrepancy in elevation inadequately, need observe the last fulcrum node three purlin relative reliefs that formed change simultaneously, calculate temporary rest pier differential settlement amount, this variable is adjusted in advance at next internode, the anti-accumulation of Partial Variable here, follow-up internode is constructed successively.
3, three-joist trussed steel beam linear control method as claimed in claim 1, it is characterized in that in the described Height control, when adopting cantilever erection, because three main truss structure are stressed inequality, need timely tracking measurement, at the three purlin discrepancy in elevation and elevation status, the influence of deduction temporary rest pier differential settlement, calculating elevation with design theory is desired value, and satisfactory main truss employing standard is dashed the normal assembly unit of nail; To triangle under the main truss at higher or the inclined to one side end adopt specification less than normal dash the nail assembly unit, utilize and dash nail and adjust with the gap of eyelet, lower edge can utilize the gap to produce corner, the brace axial length that can shorten or extend.
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| CN2009101198485A CN101509232B (en) | 2009-03-20 | 2009-03-20 | Three-joist trussed steel beam linear control method |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101915558A (en) * | 2010-08-09 | 2010-12-15 | 重庆交通大学 | Geometric linear detection method of bridge member |
| CN102121232A (en) * | 2010-12-31 | 2011-07-13 | 上海浦江缆索股份有限公司 | Wire rope sling reference surface ruling length fixing method |
| CN102995562A (en) * | 2012-09-10 | 2013-03-27 | 中铁十六局集团第五工程有限公司 | High-accuracy control method of construction of large temporary steel structure slideway platform of steel truss girder |
| CN105544410A (en) * | 2016-01-07 | 2016-05-04 | 中铁四局集团钢结构有限公司 | Joining method for rigid suspension cable stiffening chord in incremental launching method construction |
| CN107893380A (en) * | 2017-11-28 | 2018-04-10 | 中交二航局第四工程有限公司 | A kind of complete upper pier construction method of free cantilever erection substep of three main truss steel truss girders |
| CN109252455A (en) * | 2018-10-11 | 2019-01-22 | 中铁大桥勘测设计院集团有限公司 | A kind of free cantilever erection construction method of more main truss Steel truss structures |
-
2009
- 2009-03-20 CN CN2009101198485A patent/CN101509232B/en active Active
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101915558A (en) * | 2010-08-09 | 2010-12-15 | 重庆交通大学 | Geometric linear detection method of bridge member |
| CN101915558B (en) * | 2010-08-09 | 2011-12-14 | 重庆交通大学 | Geometric linear detection method of bridge member |
| CN102121232A (en) * | 2010-12-31 | 2011-07-13 | 上海浦江缆索股份有限公司 | Wire rope sling reference surface ruling length fixing method |
| CN102121232B (en) * | 2010-12-31 | 2015-05-06 | 上海浦江缆索股份有限公司 | Wire rope sling reference surface ruling length fixing method |
| CN102995562A (en) * | 2012-09-10 | 2013-03-27 | 中铁十六局集团第五工程有限公司 | High-accuracy control method of construction of large temporary steel structure slideway platform of steel truss girder |
| CN105544410A (en) * | 2016-01-07 | 2016-05-04 | 中铁四局集团钢结构有限公司 | Joining method for rigid suspension cable stiffening chord in incremental launching method construction |
| CN107893380A (en) * | 2017-11-28 | 2018-04-10 | 中交二航局第四工程有限公司 | A kind of complete upper pier construction method of free cantilever erection substep of three main truss steel truss girders |
| CN109252455A (en) * | 2018-10-11 | 2019-01-22 | 中铁大桥勘测设计院集团有限公司 | A kind of free cantilever erection construction method of more main truss Steel truss structures |
| CN109252455B (en) * | 2018-10-11 | 2020-05-05 | 中铁大桥勘测设计院集团有限公司 | Cantilever assembling construction method of multi-main-truss steel truss girder structure |
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| CN101509232B (en) | 2010-09-15 |
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Owner name: GROUP CO., LTD., ZHONGTIE DAQIAO BUREAU Free format text: FORMER OWNER: CHINA ZHONGTIE MAJOR BRIDGE ENGINEERING CO., LTD. Effective date: 20150212 |
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Effective date of registration: 20150212 Address after: 430050 Hanyang Road, Hanyang District, Hubei, No. 38, No. Patentee after: Group Co., Ltd., Zhongtie Daqiao Bureau Address before: 430050 Hanyang Road, Hanyang District, Hubei, No. 38, No. Patentee before: China Zhongtie Major Bridge Engineering Co., Ltd. |