CN104805768A - Steel trestle track construction method - Google Patents
Steel trestle track construction method Download PDFInfo
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- CN104805768A CN104805768A CN201510048021.5A CN201510048021A CN104805768A CN 104805768 A CN104805768 A CN 104805768A CN 201510048021 A CN201510048021 A CN 201510048021A CN 104805768 A CN104805768 A CN 104805768A
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Abstract
The invention relates to the technical field of building construction and particularly relates to a steel trestle track construction method. The method comprises steel trestle track design: most of columns of the steel trestles are erected first-layer concrete inner supports, and the trestle columns and inner support latticed columns must be designed consistently so that the trestles can still be used after the inner supports are blast and counter force of the trestles can be transmitted to raft foundations; steel trestle mechanical analysis: analysis is performed through software, simplification calculation analysis of largest inter-node distance in steel girder actual size is performed, vestibule structures are calculated, and stability checking is performed through the software, and the steel structure design code stability design requirement is met when the stability checking maximum stress of all members under the action of structure self-weight and car loads is smaller than 1.0; steel trestle installation. Compared with the prior art, the method has the advantages that the problem of the construction site is solved, the members are transported horizontally, and accordingly, the investment is low, the effect can be produced rapidly, and the construction period is shortened.
Description
[technical field]
The present invention relates to technical field of building construction, specifically a kind of steel trestle rail construction method.
[background technology]
Along with the construction of various building, the matching operation in building process of construction also makes rapid progress.In current work progress, for solving agent structure steel beam column stockyard and horizontal transport, the Main Hoisting Machinery mainly utilizing portal crane to load and unload as component, utilizes steel trestle as steel beam column main level haulage device, realizes stacking and the horizontal transport of steel work with this.
But steel trestle construction of the prior art still also exists many weak points, as not in place in designed, installing, the defects such as cost is high, and the engineering time is long, and efficiency of construction is low.
[summary of the invention]
Object of the present invention is exactly to solve the not enough and defects such as steel trestle rail construction technology imperfection of the prior art, a kind of new technology, safe and reliable is provided, the steel trestle rail construction method of effective raising efficiency of construction, it is characterized in that comprising: a. steel trestle rail designs, trestle column and inner support lattice column keep designing consistent; B. steel trestle mechanical analysis, is comprised and to be calculated Corridor by analysis software and the Stability Checking Calculation of component, and analyze other operating modes, finally determine cross section type selecting; C. steel trestle is installed.
In step a, the column major part of steel trestle stands in first floor concrete inner support, for after the explosion of guarantee inner support, trestle still can use, trestle column and inner support lattice column keep designing consistent, as the depth of section, width, cross section section bar specification etc. of column, make the counter-force of steel trestle effectively can be passed to Base isolation system simultaneously.
In stepb, being analyzed by MIDAS/GEN V7.02 software, getting in girder steel real size maximum interval during calculating from carrying out simplification computational analysis, when calculating Corridor, according to flat bed delivery vehicle passing line, choose worst several load case and calculate.According to the result of calculation of analysis software, when component stability checking computations maximum stress ratio each under dead load and Vehicle Load is less than 1.0, meet the requirement of Code for design of steel structures Stability Design, by analyzing other operating modes, as wind load, temperature load, working load, seismic load etc., after also meeting the demands, final cross section type selecting considers on-the-spot load uncertainty, as the situation such as distortion of steel trestle in the differential settlement of trestle, use procedure in inconsistent, the construction of bearing capacity of foundation soil, finally conservative value.
In step c, by the axial location of steel trestle, front two row's steel columns are arranged on the built-in fitting of Base isolation system top, correction position and verticality, weld with electric welding, rear four row's steel columns are connected with inner support top embedded part, correction position and verticality, be welded with electric welding, embedded part is connected by chemical anchor bolts with original structure; All column end face calibrations are trimmed to same level absolute altitude, by erection of track beam at steel column top, correct firm welding behind location; Installing vertical bridging keeps this structural entity to stablize, and the horizontal component of resisting structure; Check the connection dimension of each several part and weld seam correct after, steel rail laying, repetition measurement gauge and level height difference after all completing, after all are normal, carry out travelling bogie installation.
Compared with the existing technology, its advantage is to the invention solves construction place in the present invention, and modular level transports, and obtains and has thrown less, instant effect, accelerate the good result of construction period.
[accompanying drawing explanation]
Fig. 1 is that schematic diagram arranged by the tower crane in the embodiment of the present invention;
Fig. 2 is the Corridor plan view in the embodiment of the present invention;
Fig. 3 is the steel trestle mechanical analysis condition calculating model schematic in the embodiment of the present invention;
Fig. 4 (a) ~ Fig. 4 (c) is the process schematic of bar cross section checking computations on analysis software in the embodiment of the present invention;
As shown in the figure, in figure: 1. original inner support steel lattice column 11. passage of Corridor 2. crane 3. transport target central point 4. finished product stockyard 5. crossbeam 6. rail beam 7. coupling beam work 8. channel beam 9. pipe steel column 10.;
System specifies Fig. 1 to be Figure of abstract of the present invention.
[detailed description of the invention]
Below in conjunction with accompanying drawing, the invention will be further described, and the structure of this device and principle are very clearly concerning the people of this specialty.Should be appreciated that specific embodiment described herein only in order to explain the present invention, be not intended to limit the present invention.
Now illustrate with an embodiment, the engineering that embodiment selects one to have the first typical floor and the second typical floor, single-layer steel structure large-scale component quantity is: the first typical floor 120, comprises 100, exterior frame column beam, core-tube structure 20, individual layer construction weight about 240 tons; Second typical floor 240, comprises 220, exterior frame column beam, core-tube structure 20, individual layer construction weight about 200 tons.Portal crane handling goods and steel trestle rail type is selected to transport the construction method combined, Specific construction order is: install portal crane at operation field, install on steel vestibule, steel vestibule and lay track flat car, steel beam column march into the arena after after winch to track flat car by portal crane steel beam column, component is transported to D480 tower crane region capable of hoisting by steel vestibule by track flat car, winch to operating area by D480 tower crane again, layout as shown in Figure 1.
The equal major part of column of steel trestle stands in first floor concrete inner support, for after the explosion of guarantee inner support, trestle still can use, during trestle column design and inner support lattice column be consistent, also the counter-force of steel trestle can be made effectively to be passed to Base isolation system, and trestle work structure figure as shown in Figure 2 to 3.
In steel trestle mechanical analysis, to get in girder steel real size maximum interval when calculating from carrying out simplifications computational analysis, analysis software employing MIDAS/GEN V7.02; When calculating Corridor, according to flat bed delivery vehicle passing line, choose worst several load case and calculate; Platform bridge floor car dead weight of passing through is 11 tons, and comprise car and to conduct oneself with dignity 1 ton+loadage 10 tons, load mode is that 4 concentrated forces load, and channel load is dead load 1KN/ ㎡, mobile load 2KN/ ㎡, and ratio of light weight to loading capacity is 1.0.Component stability checking computations are carried out by analysis software, from the result pattern in software, when concentrated force acts on steel beam joint, under dead load and Vehicle Load, each component stability checking computations maximum stress is than being 0.53<1.0, meets the requirement of Code for design of steel structures Stability Design.Bar cross section checking computation results is as shown in Fig. 4 (a) ~ Fig. 4 (c).Passing through to analyze other operating modes, also meet the demands, final cross section type selecting considers on-the-spot load uncertainty, and value is more conservative.
By the axial location of steel trestle, front two row's steel columns are arranged on the built-in fitting of Base isolation system top, correction position and verticality, weld with electric welding, rear four row's steel columns are connected with inner support top embedded part, correction position and verticality, be welded with electric welding, embedded part is connected by chemical anchor bolts with original structure; All column end face calibrations are trimmed to same level absolute altitude, by erection of track beam at steel column top, correct firm welding behind location; Installing vertical bridging keeps this structural entity to stablize, and the horizontal component of resisting structure; Check the connection dimension of each several part and weld seam correct after, steel rail laying, repetition measurement gauge and level height difference after all completing, after all are normal, carry out travelling bogie installation.This track trestle uses through reality, normal operation.
Claims (5)
1. a steel trestle rail construction method, is characterized in that comprising:
A. steel trestle rail design, trestle column and inner support lattice column keep designing consistent;
B. steel trestle mechanical analysis, is comprised and to be calculated Corridor by analysis software and the Stability Checking Calculation of component, and analyze other operating modes, finally determine cross section type selecting;
C. steel trestle is installed.
2. steel trestle rail construction method as claimed in claim 1, it is characterized in that in step a, the column major part of steel trestle stands in first floor concrete inner support, for after the explosion of guarantee inner support, trestle still can use, trestle column and inner support lattice column keep designing consistent in depth of section, width, cross section section bar specification, make the counter-force of steel trestle effectively can be passed to Base isolation system simultaneously.
3. steel trestle rail construction method as claimed in claim 1, it is characterized in that in stepb, analyzed by MIDAS/GEN V7.02 software, maximum interval is got in girder steel real size from carrying out simplification computational analysis during calculating, when calculating Corridor, according to flat bed delivery vehicle passing line, choose worst several load case and calculate, comprise current car dead weight, current car deadweight and vehicular load.
4. steel trestle rail construction method as claimed in claim 1, it is characterized in that in stepb, according to the result of calculation of analysis software, when component stability checking computations maximum stress ratio each under dead load and Vehicle Load is less than 1.0, meet the requirement of Code for design of steel structures Stability Design, by analyzing other load cases and considering on-the-spot uncertainty, after meeting the demands, final selected cross section, conservative value.
5. steel trestle rail construction method as claimed in claim 1, it is characterized in that in step c, by the axial location of steel trestle, front two row's steel columns are arranged on the built-in fitting of Base isolation system top, and correction position and verticality, weld with electric welding, rear four row's steel columns are connected with inner support top embedded part, correction position and verticality, be welded with electric welding, and embedded part is connected by chemical anchor bolts with original structure; All column end face calibrations are trimmed to same level absolute altitude, by erection of track beam at steel column top, correct firm welding behind location; Installing vertical bridging keeps this structural entity to stablize, and the horizontal component of resisting structure; Check the connection dimension of each several part and weld seam correct after, steel rail laying, repetition measurement gauge and level height difference after all completing, after all are normal, carry out travelling bogie installation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510048021.5A CN104805768A (en) | 2015-01-30 | 2015-01-30 | Steel trestle track construction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510048021.5A CN104805768A (en) | 2015-01-30 | 2015-01-30 | Steel trestle track construction method |
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| CN104805768A true CN104805768A (en) | 2015-07-29 |
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| CN201510048021.5A Pending CN104805768A (en) | 2015-01-30 | 2015-01-30 | Steel trestle track construction method |
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09118267A (en) * | 1995-10-26 | 1997-05-06 | Nippon Light Metal Co Ltd | Aluminum bridge for cargo work |
| CN201581656U (en) * | 2009-12-04 | 2010-09-15 | 中建四局第六建筑工程有限公司 | Steel trestle for large-scale complicated construction sites |
-
2015
- 2015-01-30 CN CN201510048021.5A patent/CN104805768A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09118267A (en) * | 1995-10-26 | 1997-05-06 | Nippon Light Metal Co Ltd | Aluminum bridge for cargo work |
| CN201581656U (en) * | 2009-12-04 | 2010-09-15 | 中建四局第六建筑工程有限公司 | Steel trestle for large-scale complicated construction sites |
Non-Patent Citations (2)
| Title |
|---|
| 傅淼成等: ""狭窄场地超长深基坑支护与土方开挖施工技术"", 《建筑技术》, vol. 38, no. 12, 15 December 2007 (2007-12-15) * |
| 王政凯等: ""于家堡3-11地块施工栈桥钢结构方案分析"", 《工业建筑》, no. 2014, 18 July 2014 (2014-07-18) * |
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Application publication date: 20150729 |