CN102425313A - Carriage stepped unloading method after expanding large-span truss structure - Google Patents
Carriage stepped unloading method after expanding large-span truss structure Download PDFInfo
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- CN102425313A CN102425313A CN2011104321402A CN201110432140A CN102425313A CN 102425313 A CN102425313 A CN 102425313A CN 2011104321402 A CN2011104321402 A CN 2011104321402A CN 201110432140 A CN201110432140 A CN 201110432140A CN 102425313 A CN102425313 A CN 102425313A
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Abstract
The invention discloses a carriage stepped unloading method after expanding a large-span truss structure, which comprises the following steps that: a flexibility maximal value at a broken place on a truss structure and an allowable unloading maximal stress value are calculated; layer-by-layer unloading number of times N and layer-by-layer unloading height at each time are determined; for each truss structure, a jack is arranged on a supporting bracket below a main truss, cushion blocks with the quantity of M are superimposed onto the supporting bracket, M is equal to N, the height of each cushion block is respectively equal to each layer-by-layer unloading height, and the jack is disassembled; the supporting bracket stepped one-by-one unloading is executed for each truss structure which is sequentially and horizontally arranged until the supporting brackets below the truss structure are completely disassembled. The stepped unloading way is adopted for unloading the supporting bracket, so the unloading sequence is reasonable, the deformation of the truss structure can be effectively controlled, the security of the unloading process can be guaranteed, the quantity of the unloading devices can be reduced through the way for unloading the supporting brackets one by one, and the simultaneous execution of the unloading and the civil work can be realized.
Description
Technical field
The present invention relates to the stepped discharging method of a kind of existing large-span truss structure enlarging rear support stand, belong to the building structure construction technical field.
Background technology
The large-span truss structure in the application of builing industry now very extensively, the large-span truss structure generally is made up of many truss structures structure.For a truss structure structure; It comprises the suspension column that main couple and main couple two ends connect; Distance between two suspension columns is a span; Main couple can comprise at least one upper chord, a plurality of main couple web member and a plurality of lower chord, and suspension column can comprise at least one outside chord member, a plurality of suspension column web member and a plurality of inboard chord member.Between the adjacent truss structure structure through being connected with the perpendicular jack truss structure of span direction.Trussed construction is generally metal material, like the pipe steel truss structure of railway station use.As depicted in figs. 1 and 2; Shown in the figure is a truss structure structure; This truss structure structure 10 is made up of the suspension column 12 at main couple 11 and two ends thereof, and main couple 11 comprises 1 upper chord 111, a plurality of main couple web member 112 and 2 lower chords 113, and suspension column 12 comprises 1 outside chord member 121, a plurality of suspension column web member 122 and 2 inboard chord members 123; At a distance of certain distance, the distance between two suspension columns 12 is a span between the inboard chord member 123.
At present, for some existing large-span truss structures, owing to receive the restriction of its trussed construction characteristic, site condition, newly-built again job practices was extended after these existing large-span truss structures can't adopt traditional removing fully.For example, in recent years, along with developing rapidly of national economy; Go out administrative staff's increase, and national to infrastructure, the particularly increase of the construction investment of railway station; The domestic station (being existing large-span truss structure) that those can not satisfy present stage railway transportation requirement just presses for and extends transformation, and these stations are being extended in the transformation process, because it also need continue to bring into play the effect of railway transportation; Facilities such as traffic in the station can not be removed, and also need move as usual, bring into play its original effect; Therefore, newly-built again job practices was extended after these stations can not adopt traditional removing fully.
In the face of the problem of above-mentioned appearance, adopted a kind of gliding method that cuts assist realization large-span truss structure at present along the outside enlarging of span direction, comprise step as the one of which:
Each truss structure structure is carried out following steps respectively:
For a truss structure structure: below the left and right sides of the gap that will cut off, set up bracing frame to main couple; The part of this gap one side is the trussed construction movable part of outwards slippage, and the part of this gap opposite side is the non-moving part of fixed trussed construction; On this bracing frame, jack is set; This jack is with this main couple appropriate distance that goes out through FEM calculation simulation analysis algorithm computation of jacking that makes progress; So that this main couple is in reasonable enlarging height, and make the outside chord member of suspension column of this trussed construction movable part be the minimum part of internal force in this trussed construction movable part at this moment; At this bracing frame top corresponding with this trussed construction movable part, that be positioned at below it metal sheet is set; The main couple that makes this trussed construction movable part is set on this metal sheet of horizontal positioned partly keeps the rest of enlarging height rationally, this rest is connected with the main couple partial fixing of this trussed construction movable part; Corresponding with the non-moving part of this trussed construction, be positioned at this bracing frame top below it and the main couple that makes the non-moving part of this trussed construction is set partly keeps the rest of enlarging height rationally, can remove jack this moment; Cut off the outside chord member and the suspension column web member of the suspension column of this trussed construction movable part; Place the slippage girder steel at this suspension column place along the span direction simultaneously; On this slippage girder steel rail beam is set, and, the company's of setting beam between the outside chord member of the suspension column of this trussed construction movable part and the corresponding inboard chord member of this outside chord member; This connects beam with this outside chord member and should be fixedly connected by the inboard chord member, and this connects beam and is positioned on this rail beam and is close to this rail beam; The internal force size of the upper chord through this gap of FEM calculation simulation analysis algorithm computation, main couple web member, lower chord is cut off according to the ascending order of internal force upper chord, main couple web member, the lower chord of this gap successively; Cut off the inboard chord member of the suspension column of this trussed construction movable part; On this rail beam, crawl device is installed, the pushing end of this crawl device connects beam with this and is fixedly connected; On the slippage target location, build the corresponding lattice column of suspension column with this trussed construction movable part.
After each truss structure structure finished above-mentioned steps; Each truss structure structure is carried out following steps simultaneously to get final product: through the promotion of crawl device, make the trussed construction movable part of each truss structure structure slide onto the slippage target location along the outside slippage target range of span direction.Because the target range of each truss structure structure slippage is identical and carry out slippage simultaneously, the jack truss structure between the adjacent Pin is carried out slippage together with each truss structure structure, the trussed construction movable part of each truss structure structure can be simultaneously accurately slippage to the slippage target location.
After the large-span truss structure is accomplished the cutting slippage, just each truss structure structure is carried out spreading respectively and removed operation.
Grafting for the breaking part that occurs between the trussed construction movable part of each truss structure structure and the non-moving part of trussed construction is carried out the high-altitude mend adorn and to the suspension column of trussed construction movable part with and its corresponding lattice column between be connected and mend dress; Be mainly: after the slippage of trussed construction movable part puts in place; Setting about mending bar installs; Filling a vacancy of breaking part adopts mobile crane mode in bulk to install, and undertaken by the order of web member behind the first chord member; After the slippage of trussed construction movable part puts in place; With partly mentioning with the outside chord member and the corresponding preset suspension column of inboard chord member of trussed construction movable part in the lattice column; Dock welding, and carry out spot welding at preset suspension column heel slab underlay upper padding plate partly and fix, so that grouting from now on.
Remove operation for to removing operation, promptly remove bracing frame, metal sheet, rest, crawl device, slippage girder steel, rail beam, connect beam and cut off remaining suspension column part etc. with the irrelevant facility of trussed construction.
After finishing cutting, slippage operation and spreading, dismounting operation, the large-span truss structure is just accomplished along the enlarging operation of span direction.
Grafting is also accomplished but to remove the large-span truss structure of operation as shown in Figure 3 in enlarging back; Wherein, Label 6a representes to mend upper chord, main couple web member and the lower chord of loading onto among the figure, and label 5a representes to mend the suspension column web member of loading onto among the figure, and label 1a and 2a are respectively sub-truss structure movable part, the used rest of the non-moving part of trussed construction among the figure; Label 3a is a bracing frame among the figure, and label 4a is a metal sheet among the figure.
In removing operation; At present, generally be to adopt unloading synchronously for the dismounting of bracing frame, promptly on the bracing frame below the main couple of every truss structure structure, jack is set; The bracing frame of the main couple below of every truss structure structure carries out geometric ratio and unloads simultaneously; This unloading manner has following defective: the first, and the unloading equipment of input is more, can't guarantee the unloading synchronism of the bracing frame under each truss structure structure; The second, in the bracing frame unloading, can't carry out the civil engineering operation, influenced the progress of ground civil engineering, the overall construction period prolongs.
Summary of the invention
The object of the present invention is to provide the stepped discharging method of a kind of existing large-span truss structure enlarging rear support stand, this method has been saved unloading equipment, can carry out the ground civil engineering in the time of the unloading bracing frame, can shorten the overall construction period.
To achieve these goals, the present invention has adopted following technical scheme:
The stepped discharging method of a kind of existing large-span truss structure enlarging rear support stand; This method is to via cutting gliding method enlarging back and accomplish grafting but remove the bracing frame that the below, the left and right sides that is used for the gap of slippage enlarging usefulness on all truss structure structures of large-span truss structure of operation is provided with and implement, and it is characterized in that: it comprises the steps:
Step 1: through the amount of deflection maximum value of structural this gap of FEM calculation simulation analysis algorithm computation one truss structure, the unloading that calculates this gap according to this large-span truss structure self material, architectural feature allows maximum stress value;
Step 2: allow maximum stress value based on this amount of deflection maximum that calculates and this unloading; Determine and successively unload times N and discharge height successively at every turn; Wherein: each time successively discharge height equates or approximately equal; Each time discharge height addition successively equals this amount of deflection maximum, and the unloading stress value that calculates based on each discharge height successively and the ratio of this unloading permission maximum stress value are less than 1;
Step 3: for every truss structure structure; On the bracing frame below the main couple, jack is set,, on the bracing frame below the main couple, stacks M cushion block upwards jacking slightly of main couple; This M cushion block is replaced between the main couple corresponding above this bracing frame and this bracing frame; The quantity M of this cushion block equal that this step 2 calculates this successively unload times N, the height of each this cushion block equals each time discharge height successively respectively, removes this jack then;
Step 4: tactic each truss structure structure before and after is successively carried out the stepped unloading one by one of bracing frame; Bracing frame complete removal until all truss structure structure belows finishes; Wherein: each the truss structure structure that for beginning to unload but all unload, the actual unloading number of times of the cushion block below the last truss structure structure are than the actual unloading of the cushion block below its adjacent back truss structure structure often once; For a truss structure structure, unload a cushion block at every turn, the height of the cushion block of each time unloading equals respectively that this step 2 determines correspondingly once unloads pairing discharge height successively; After the cushion block of truss structure structure below has all unloaded, just with the bracing frame complete removal below this truss structure structure.
Advantage of the present invention is:
1, unloading order to bracing frame is reasonable in the stepped discharging method of bracing frame of the present invention; The height of each unloading cushion block and actual unloading number of times are that the structure predeformation according to main couple before the unloading bracing frame adopts FEM calculation simulation analysis algorithm to determine; Can effectively control the generation of trussed construction distortion in the uninstall process, guarantee to satisfy Structural Design Requirement after the bracing frame unloading is accomplished.And in the bracing frame uninstall process, the present invention has carried out the monitoring of distortion and internal force to trussed construction, obtains trussed construction practical distortion and stressing conditions in real time, has guaranteed the safety of uninstall process.
2, the present invention is not that all bracing frames are unloaded synchronously when the unloading bracing frame; But the bracing frame of each truss structure structure of large-span truss structure is unloaded one by one; Like this, both reduced the usage quantity of unloading equipment, and can realize again formerly having unloaded under the trussed construction of bracing frame and can carry out ground civil engineering operation immediately; I.e. unloading can be carried out with civil engineering simultaneously, can effectively shorten the overall construction period.
3, the present invention promptly is a kind of process of load transfer; The inventive method is unified, balanced to the compatibility of deformation of each truss structure structure; Can not produce the bracing frame overload unstability or the local even whole impaired phenomenon of interim setting; The present invention is not only applicable to the large-span truss structure, and also the bracing frame applicable to all kinds of spatial steel structures such as racks unloads.
Description of drawings
Fig. 1 is the sketch map of a truss structure structure of large-span truss structure;
Fig. 2 is the schematic top plan view of Fig. 1;
Fig. 3 is enlarging back and accomplishes grafting but remove the sketch map of the large-span truss structure of operation;
Fig. 4 is enlarging back and accomplishes grafting but remove the schematic top plan view of the large-span truss structure of operation;
Fig. 5 is the F direction sketch map of Fig. 4;
Fig. 6 is realization flow figure of the present invention;
Fig. 7 is the sketch map (looking from the F direction of Fig. 4) that jack and cushion block are set in the step 3 in the first embodiment of the invention;
Fig. 8 is the local enlarged diagram of A part among Fig. 7;
Fig. 9 be in the first embodiment of the invention to the first truss structure structure carry out the 1st time the unloading sketch map (looking) from the G direction of Fig. 4;
Figure 10 be in the first embodiment of the invention to the first truss structure structure carry out the 2nd time the unloading and to the second truss structure structure carry out the 1st time the unloading sketch map (looking) from the G direction of Fig. 4;
Figure 11 is the sketch map (looking from the G direction of Fig. 4) that in the first embodiment of the invention the first truss structure structure is carried out bracing frame unloading, the second truss structure structure is carried out the 2nd unloading and the 3rd truss structure structure carried out the 1st unloading;
Figure 12 is the sketch map (looking from the G direction of Fig. 4) that in the first embodiment of the invention the second truss structure structure is carried out bracing frame unloading, the 3rd truss structure structure is carried out the 2nd unloading and the 4th truss structure structure carried out the 1st unloading;
Figure 13 is the sketch map (looking from the G direction of Fig. 4) that in the first embodiment of the invention the 3rd truss structure structure is carried out bracing frame unloading, the 4th truss structure structure is carried out the 2nd unloading and the 5th truss structure structure carried out the 1st unloading;
Figure 14 is the sketch map after all bracing frame completions of discharge in the first embodiment of the invention (looking from the F direction of Fig. 4).
The specific embodiment
Like Fig. 4 and shown in Figure 5, being via cutting gliding method (the practical implementation step is seen above-mentioned) enlarging back and accomplishing grafting but remove the large-span truss structure of operation shown in the figure, this large-span truss structure comprises many truss structures structure 20.Like Fig. 5, a truss structure structure 20 comprises the suspension column 22 that main couple 21 and main couple 21 two ends connect, and main couple 21 is made up of former main couple 211 and benefit dress main couple 212.Former main couple 211 is the main couple part in preceding trussed construction movable part of not enlarging and the non-moving part of trussed construction, mends and mends upper chord, main couple web member and the lower chord of loading onto after dress main couple 212 comprises the cutting slippage.Suspension column 22 by former suspension column 221, mend dress suspension column 222 and new clothes suspension column 223 is formed; Former suspension column 221 is the suspension column part before the not enlarging; Mend dress suspension column 222 and after cutting slippage, mend the suspension column web member of loading onto, the corresponding lattice column of new clothes suspension column 223 for building on the slippage target location.Shown in Fig. 4 is the large-span truss topology example with 6 truss structure structures; Like Fig. 5; For every truss structure structure 20, when accomplishing grafting but removing operation, the below, the left and right sides that cuts off on every truss structure structure 20, be used for the gap of slippage enlarging usefulness also is being provided with bracing frame 31; Installing rest 32 and 33, metal sheet 34 on the bracing frame 31, suspension column 22 is also being installed crawl device, slippage girder steel, rail beam, Lian Liang.Therefore; When removing operation; Should be with the bracing frame shown in Fig. 5 31, rest 32 and 33, metal sheet 34, crawl device, slippage girder steel, rail beam, connect beam and cut off remaining suspension column and partly remove, crawl device wherein, slippage girder steel, rail beam, connect beam and cut off remaining suspension column part not shown in Fig. 5.And the stepped discharging method of bracing frame of the present invention promptly is a kind of stepped discharging method that the bracing frame that uses in all the truss structure structure enlarging processes to the large-span truss structure is implemented.
The stepped discharging method of the existing large-span truss structure of the present invention enlarging rear support stand is to via cutting gliding method enlarging back and accomplish grafting but remove the bracing frame that the below, the left and right sides that is used for the gap of slippage enlarging usefulness on all truss structure structures of large-span truss structure of operation is provided with and implement; As shown in Figure 6, the present invention includes following steps:
Step 1: (the amount of deflection maximum value of the structural gap of every truss structure is identical or basic identical to calculate the amount of deflection maximum value of structural this gap of a truss structure through FEM calculation simulation analysis algorithm (known algorithm).When basic identical, be regarded as identical.), the unloading that calculates this gap according to this large-span truss structure self material, architectural feature allows maximum stress value;
Step 2: allow maximum stress value according to this amount of deflection maximum value that calculates and this unloading; Determine and successively unload times N and discharge height successively at every turn; Wherein: each time successively discharge height equates or approximately equal that the result who obtains after each time discharge height addition successively should equal this amount of deflection maximum value, and; Unloading stress value according to each discharge height successively calculates should be less than 1 with the ratio of this unloading permission maximum stress value; Promptly, preferably be controlled between 0.2 to 0.5 for example 0.2,0.3,0.5 etc. greater than 0 and less than 1; Here; Each time successively approximately equalised implication of discharge height is meant each time successively discharge height is the same basically, only differs 1,2 millimeter, and for example twice successively discharge height 30mm and 31mm can be considered approximately equal; Again for example, twice successively discharge height 20mm and 25mm not can be considered approximately equal;
Step 3: for every truss structure structure, on the bracing frame below the main couple, jack is set, with upwards jacking slightly of main couple; Be that jacking gets final product to making main couple be about to break away from bracing frame,, on the bracing frame below the main couple, stack M cushion block so that place cushion block; This M cushion block is replaced between the main couple corresponding above this bracing frame and this bracing frame; The quantity M of this cushion block equal that this step 2 calculates this successively unload times N (in practice, remove rest 32 and 33, metallic plate 34 immediately and get final product this moment, and this does not belong to the content that bracing frame unloads); The height of each this cushion block equals each time discharge height successively respectively, removes this jack then;
Step 4: tactic each truss structure structure before and after is successively carried out the stepped unloading one by one of bracing frame, and bracing frame (implication of the bracing frame here is not for comprising cushion block, the down together) complete removal until all truss structure structures belows finishes, wherein:
In the process of unloading one by one, should satisfy following condition: each the truss structure structure that for beginning to unload but has all unloaded; The actual unloading number of times of the cushion block of last truss structure structure below than the actual unloading of the cushion block below its adjacent back truss structure structure often once; That is to say; For remove do not begin to unload and each truss structure structure that the trussed construction of bracing frame completion of discharge is outer for, the actual unloading piece number of the cushion block of last truss structure structure below is Duoed one than the actual unloading piece number of the cushion block below its next adjacent truss structure structure; For a truss structure structure, unload a cushion block at every turn, unload pairing discharge height successively corresponding that time that the height of the cushion block of each time unloading equals to determine in this step 2 respectively; After the cushion block of truss structure structure below has all unloaded, just with the bracing frame complete removal below this truss structure structure.In reality, cushion block stacks up and down, and the direction of unloading is generally from the top that cushion block begins downward unloading; Promptly all be to remove uppermost that cushion block at every turn; Therefore, the height of each cushion block that stacks from top to bottom is corresponding with the pairing discharge height successively of the first time of confirming to last unloading respectively, for example; Carry out twice unloading; For two cushion blocks that stack up and down, the height of uppermost that cushion block equals to unload for the first time pairing discharge height successively, and the height of second cushion block equals to unload for the second time pairing discharge height successively.
When practical application, mend the various structures of having adorned on to every truss structure structure of cutting after the slippage and all welded, when butt weld is carried out ultrasonic testing/ ultrasonic examination and reached the requirement of I level weld seam, could begin to carry out discharging method of the present invention.
In actual applications, this successively unloads times N and can be set at greater than 1 time and less than 5 times, promptly can be 2 times, 3 times or 4 times.Successively unloading the reason that times N is set at less than 5 times is, if the unloading number of times is too many, then successively discharge height can corresponding diminishing at every turn, and so, the unloading surplus capacity is just few, can make uninstall process become loaded down with trivial details, and the time is elongated, is unfavorable for that unloading carries out smoothly.And the unloading number of times is because as if being set at unloading 1 time greater than 1 time, then can make bracing frame be prone to produce overload unstability or local damaged phenomenon, is unfavorable for equally unloading and carries out smoothly.In addition, this at every turn successively discharge height be set at a millimeter rank, be preferably integer, for example 22 millimeters.
In actual engineering, because the complexity of job site condition only depends on the simulation analysis of finite element software to be difficult to the simulated field actual conditions; The scene exists many unpredictable elements; Therefore, in the methods of the invention, also can carry out deformation monitoring and stress monitoring in real time to each truss structure structure; To obtain trussed construction actual distortion and stressing conditions, guarantee carrying out smoothly of the inventive method.Deformation monitoring be in the monitoring the inventive method implementation process main couple deformation values whether with the bracing frame unloading before ideal value consistent, when noting abnormalities, take corresponding measure to come control structure to be out of shape with box lunch, accomplish engineering construction smoothly.Stress monitoring is to paste sensor at the trussed construction key position, the safety of monitoring large-span truss structure in uninstall process.Deformation monitoring and stress monitoring are known technology, here no longer detail.
For example:
First embodiment:, take the stepped discharging method of following bracing frame for the large-span truss structure shown in Fig. 4 (Fig. 5 is the F direction sketch map of Fig. 4) with 6 truss structure structures:
Step 1: the amount of deflection maximum value that goes out the gap on the truss structure structure 20 through FEM calculation simulation analysis algorithm computation is 40 millimeters; And the unloading permission maximum stress value that calculates this gap according to this large-span truss structure self material, architectural feature is 310N/mm
2
Step 2: allow maximum stress value 310N/mm according to 40 millimeters of this amount of deflection maximum values that calculates and this unloading
2To successively unload times N and be set at 2 times, will be at every turn successively discharge height be set at 20 millimeters, this setting satisfies condition: each time successively discharge height is equal; Be equal to 20 millimeters; Equal 40 millimeters of this amount of deflection maximum values after each time 20 millimeters additions of discharge height successively, and, according at every turn successively 20 millimeters of discharge heights to calculate the unloading stress value be 82.15N/mm
2, this unloading stress value 82.15N/mm
2Allow maximum stress value 310N/mm with this unloading
2Ratio be 0.265, less than 1, meet the demands.
Step 3: for every truss structure structure 20; Jack 41 is set, like Fig. 7 and shown in Figure 8, with main couple 21 upwards jackings slightly on the bracing frame below the main couple 21 31; Be that jacking gets final product to making main couple 21 be about to break away from bracing frame 31; On the bracing frame below the main couple 21 31, stack 2 cushion blocks 42, like Fig. 7 and shown in Figure 8, these 2 cushion blocks are replaced (remove rest 32 and 33, metal sheet 34 immediately and get final product this moment) between the main couple 21 corresponding above this bracing frame 31 and this bracing frame 31; The height of each this cushion block 42 equals at every turn successively 20 millimeters of discharge heights, removes this jack 41 then.
Step 4: tactic each truss structure structure 20 before and after is successively carried out the stepped unloading one by one of bracing frame, and the bracing frame complete removal until all truss structure structures belows finishes, and is specially:
A leftmost truss structure structure among Fig. 9 is set at the first truss structure structure, therefore, is respectively first to the 6th truss structure structure from left to right, so, execution in step successively:
Earlier the uppermost cushion block on the bracing frame 31 of the first truss structure structure, 20 belows 42 is removed, like the shown label 421 of the first truss structure structure, 20 below frame of broken lines among Fig. 9.
Then, a cushion block on the bracing frame 31 of the first truss structure structure, 20 belows 42 is removed, like the shown label 422 of the first truss structure structure, 20 below frame of broken lines among Figure 10.Meanwhile, the uppermost cushion block on the bracing frame 31 of the second truss structure structure, 20 belows 42 is removed, like the shown label 423 of the second truss structure structure, 20 below frame of broken lines among Figure 10.
Then, the bracing frame complete removal of the first truss structure structure, 20 belows is shown in figure 11, a cushion block on the bracing frame 31 of the second truss structure structure, 20 belows 42 is removed, like the shown label 424 of the second truss structure structure, 20 below frame of broken lines among Figure 11.Meanwhile, the uppermost cushion block on the bracing frame 31 of the 3rd truss structure structure 20 belows 42 is removed, like the shown label 425 of the 3rd truss structure structure 20 below frame of broken lines among Figure 11.
Then, the bracing frame complete removal of the second truss structure structure, 20 belows is shown in figure 12, a cushion block on the bracing frame 31 of the 3rd truss structure structure 20 belows 42 is removed, like the shown label 426 of the 3rd truss structure structure 20 below frame of broken lines among Figure 12.Meanwhile, the uppermost cushion block on the bracing frame 31 of the 4th truss structure structure 20 belows 42 is removed, like the shown label 427 of the 4th truss structure structure 20 below frame of broken lines among Figure 12.
Then, the bracing frame complete removal of the 3rd truss structure structure 20 belows is shown in figure 13, a cushion block on the bracing frame 31 of the 4th truss structure structure 20 belows 42 is removed, like the shown label 428 of the 4th truss structure structure 20 below frame of broken lines among Figure 13.Meanwhile, the uppermost cushion block on the bracing frame 31 of the 5th truss structure structure 20 belows 42 is removed, like the shown label 429 of the 5th truss structure structure 20 below frame of broken lines among Figure 13.
In like manner, according to the similar principles that said process adopts, the 4th to the 6th truss structure structure is proceeded unloading operation, the bracing frame complete removal until all truss structure structure belows finishes.Large-span truss structure behind the bracing frame complete removal is shown in figure 14.
In above-mentioned uninstall process; Each truss structure structure is taked equidistance unloading, and promptly the height of each actual unloading is 20 millimeters of the discharge heights of determining successively at every turn, (promptly removes and does not begin to unload and bracing frame all outside the trussed construction of completion of discharge between each the truss structure structure in being in uninstall process; For example; For Figure 11, a Pin is bracing frame whole trussed construction of completion of discharge, the trussed construction of the 4th to the 6th Pin for not beginning to unload); Their absolute altitude is stepped; All differ the 20mm height, every truss structure structure all unloads bracing frame after all being unloaded to the position at twice again, the unloading stress value 82.15N/mm during owing to each unloading
2Allow maximum stress value 310N/mm with unloading
2Ratio be 0.265, less than 1, therefore, it is safe, reliable and effective taking this stair-stepping step by step unloading manner.
Second embodiment: take the stepped discharging method of following bracing frame for the large-span truss structure with 10 truss structure structures (one of which truss structure structure is identical with a truss structure structure among first embodiment, is the structure shown in Fig. 5):
Step 1: the amount of deflection maximum value that goes out the gap on the truss structure structure 20 through FEM calculation simulation analysis algorithm computation is 87 millimeters; And the unloading permission maximum stress value that calculates this gap according to this large-span truss structure self material, architectural feature is 310N/mm
2
Step 2: allow maximum stress value 310N/mm according to 87 millimeters of this amount of deflection maximum values that calculates and this unloading
2To successively unload times N is set at 4 times and (also can be set at certainly 2 times or 3 times; But corresponding change is wanted in each time successively discharge height), will be for the first time successively discharge height be set at 21 millimeters, with back three times successively discharge height be set at 22 millimeters (successively discharge height should not have decimal at every turn); This setting satisfies condition: back three times successively discharge height equate and with 21 millimeters approximately equals of discharge height successively for the first time; Equal 87 millimeters of this amount of deflection maximum values after each time discharge height addition successively, and, be 82.15N/mm according to 21 millimeters, 22 millimeters unloading stress values that calculate of discharge height successively
2, this unloading stress value 82.15N/mm
2Allow maximum stress value 310N/mm with this unloading
2Ratio be 0.265, less than 1, meet the demands.
Step 3: for every truss structure structure 20; On the bracing frame below the main couple 21 31, jack is set; With main couple 21 upwards jackings slightly, i.e. jacking gets final product to making main couple 21 be about to break away from bracing frame 31, on the bracing frame below the main couple 21 31, stacks 4 cushion blocks; These 4 cushion blocks are replaced (remove rest 32 and 33, metal sheet 34 immediately and get final product this moment) between the main couple 21 corresponding above this bracing frame 31 and this bracing frame 31; The height of a uppermost cushion block equals 21 millimeters, and the height of three following cushion blocks equals 22 millimeters, removes this jack then.
Step 4: tactic each truss structure structure 20 before and after is successively carried out the stepped unloading one by one of bracing frame, and the bracing frame complete removal until all truss structure structures belows finishes, and is specially:
The trussed construction of arranging from left to right is set at first to the tenth truss structure structure respectively, so, execution in step successively:
Earlier cushion block in the top on the bracing frame of the first truss structure structure, 20 belows (21 millimeters) is removed.
Then, the cushion block (22 millimeters) on the bracing frame of the first truss structure structure, 20 belows is removed, meanwhile, a uppermost cushion block (21 millimeters) is removed on the bracing frame 31 with the second truss structure structure, 20 belows.
Then; Cushion block (22 millimeters) on the bracing frame 31 of the first truss structure structure, 20 belows is removed; Meanwhile; Cushion block (22 millimeters) on the bracing frame 31 of the second truss structure structure, 20 belows is removed, and a uppermost cushion block (21 millimeters) is removed on the bracing frame 31 with the 3rd truss structure structure 20 belows.
Then; Cushion block (22 millimeters) on the bracing frame 31 of the first truss structure structure, 20 belows is removed, meanwhile, the cushion block (22 millimeters) on the bracing frame 31 of the second truss structure structure, 20 belows is removed; And; Cushion block (22 millimeters) on the bracing frame 31 of the 3rd truss structure structure 20 belows is removed, and a uppermost cushion block (21 millimeters) is removed on the bracing frame 31 with the 4th truss structure structure 20 belows.
Can see this moment; Each truss structure structure is taked approximate equidistance unloading; The height that is the actual unloading of each time is equal basically; The absolute altitude of (removing the 5th to the tenth truss structure structure that does not begin to unload, not having bracing frame whole trussed construction of completion of discharge this moment) between the first to fourth truss structure structure of this moment is stepped, differs equal highly basically; Take this stair-stepping step by step unloading manner can alleviate the drastic deformation of trussed construction, ensure the safety of trussed construction in uninstall process.
Then; Can the bracing frame complete removal of first truss structure structure below be fallen; And for cushion block and bracing frame below other remaining each truss structure structures; Promptly adopt same principle to proceed unloading operation, till the bracing frame complete removal of all truss structure structure belows finishes according to said process.
In above-mentioned uninstall process, every truss structure structure is divided equally four unloadings and bracing frame is all unloaded after putting in place again, because the unloading stress value during each unloading is 82.15N/mm
2, allow maximum stress value 310N/mm with unloading
2Ratio be 0.265, less than 1, therefore, it is safe, reliable and effective taking this stair-stepping step by step unloading manner.
Like Fig. 4; If be provided with contact truss 311 between the bracing frame 31 of each truss structure structure 20 below; Then behind bracing frame 31 complete removals of a truss structure structure 20 belows, the contact truss 311 that is provided with between the bracing frame 31 of a back truss structure structure 20 belows that the bracing frame 31 of these truss structure structure 20 belows is adjacent is removed simultaneously and is got final product.
Advantage of the present invention is:
1, unloading order to bracing frame is reasonable in the stepped discharging method of bracing frame of the present invention; The height of each unloading cushion block and actual unloading number of times are that the structure predeformation according to main couple before the unloading bracing frame adopts FEM calculation simulation analysis algorithm to determine; Can effectively control the generation of trussed construction distortion in the uninstall process, guarantee to satisfy Structural Design Requirement after the bracing frame unloading is accomplished.And in the bracing frame uninstall process, the present invention has carried out the monitoring of distortion and internal force to trussed construction, obtains trussed construction practical distortion and stressing conditions in real time, has guaranteed the safety of uninstall process.
2, the present invention is not that all bracing frames are unloaded synchronously when the unloading bracing frame; But the bracing frame of each truss structure structure of large-span truss structure is unloaded one by one; Like this, both reduced the usage quantity of unloading equipment, and can realize again formerly having unloaded under the trussed construction of bracing frame and can carry out ground civil engineering operation immediately; I.e. unloading can be carried out with civil engineering simultaneously, can effectively shorten the overall construction period.
3, the present invention promptly is a kind of process of load transfer; The inventive method is unified, balanced to the compatibility of deformation of each truss structure structure; Can not produce the bracing frame overload unstability or the local even whole impaired phenomenon of interim setting; The present invention is not only applicable to the large-span truss structure, and also the bracing frame applicable to all kinds of spatial steel structures such as racks unloads.
Above-mentioned is preferred embodiment of the present invention and the know-why used thereof; For a person skilled in the art; Under the situation that does not deviate from the spirit and scope of the present invention; Any based on conspicuous changes such as the equivalent transformation on the technical scheme of the present invention basis, simple replacements, all belong within the protection domain of the present invention.
Claims (5)
1. an existing large-span truss structure is extended the stepped discharging method of rear support stand; This method is to via cutting gliding method enlarging back and accomplish grafting but remove the bracing frame that the below, the left and right sides that is used for the gap of slippage enlarging usefulness on all truss structure structures of large-span truss structure of operation is provided with and implement, and it is characterized in that: it comprises the steps:
Step 1: through the amount of deflection maximum value of structural this gap of FEM calculation simulation analysis algorithm computation one truss structure, the unloading that calculates this gap according to this large-span truss structure self material, architectural feature allows maximum stress value;
Step 2: allow maximum stress value based on this amount of deflection maximum that calculates and this unloading; Determine and successively unload times N and discharge height successively at every turn; Wherein: each time successively discharge height equates or approximately equal; Each time discharge height addition successively equals this amount of deflection maximum, and the unloading stress value that calculates based on each discharge height successively and the ratio of this unloading permission maximum stress value are less than 1;
Step 3: for every truss structure structure; On the bracing frame below the main couple, jack is set,, on the bracing frame below the main couple, stacks M cushion block upwards jacking slightly of main couple; This M cushion block is replaced between the main couple corresponding above this bracing frame and this bracing frame; The quantity M of this cushion block equal that this step 2 calculates this successively unload times N, the height of each this cushion block equals each time discharge height successively respectively, removes this jack then;
Step 4: tactic each truss structure structure before and after is successively carried out the stepped unloading one by one of bracing frame; Bracing frame complete removal until all truss structure structure belows finishes; Wherein: each the truss structure structure that for beginning to unload but all unload, the actual unloading number of times of the cushion block below the last truss structure structure are than the actual unloading of the cushion block below its adjacent back truss structure structure often once; For a truss structure structure, unload a cushion block at every turn, the height of the cushion block of each time unloading equals respectively that this step 2 determines correspondingly once unloads pairing discharge height successively; After the cushion block of truss structure structure below has all unloaded, just with the bracing frame complete removal below this truss structure structure.
2. the stepped discharging method of existing large-span truss structure enlarging rear support stand as claimed in claim 1 is characterized in that:
The said times N that successively unloads is greater than 1 time and less than 5 times;
Said at every turn successively discharge height be the millimeter rank;
The ratio that unloading stress value that calculates according to said each discharge height successively and said unloading allow maximum stress value is between 0.2 to 0.5.
3. the stepped discharging method of existing large-span truss structure enlarging rear support stand as claimed in claim 1 is characterized in that:
In said discharging method, said each truss structure structure is carried out deformation monitoring in real time.
4. the stepped discharging method of existing large-span truss structure enlarging rear support stand as claimed in claim 1 is characterized in that:
In said discharging method, said each truss structure structure is carried out stress monitoring in real time.
5. the stepped discharging method of existing large-span truss structure enlarging rear support stand as claimed in claim 1 is characterized in that:
If be provided with the contact truss between the bracing frame of each truss structure structure below; Then behind the bracing frame complete removal of truss structure structure below, the contact truss that is provided with between the bracing frame of the back truss structure structure below that the bracing frame of this truss structure structure below is adjacent is removed simultaneously.
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| CN 201110432140 CN102425313B (en) | 2011-12-21 | 2011-12-21 | Carriage stepped unloading method after expanding large-span truss structure |
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| CN102954896A (en) * | 2012-11-14 | 2013-03-06 | 中冶天工集团有限公司 | Unloading analysis method for installation of large-span space steel structure |
| CN104612416A (en) * | 2014-12-31 | 2015-05-13 | 上海市机械施工集团有限公司 | Elastic supporting device capable of performing unloading and temporary load supporting method with elastic supporting device |
| CN109781368A (en) * | 2019-02-14 | 2019-05-21 | 中国建筑科学研究院有限公司 | Large-span steel structure support unloading monitoring method |
| CN111042576A (en) * | 2019-12-18 | 2020-04-21 | 中建科工集团有限公司 | Method for dismantling inverted triangular truss |
| CN113404329A (en) * | 2021-06-15 | 2021-09-17 | 中建科工集团有限公司 | Unloading method of temporary support structure |
| CN114776038A (en) * | 2022-04-13 | 2022-07-22 | 北京首钢建设集团有限公司 | Steel truss installation structure and step unloading method thereof |
| CN115030317A (en) * | 2022-06-23 | 2022-09-09 | 中国建筑第二工程局有限公司 | Large-span truss ceiling without prestressed component |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102954896A (en) * | 2012-11-14 | 2013-03-06 | 中冶天工集团有限公司 | Unloading analysis method for installation of large-span space steel structure |
| CN104612416A (en) * | 2014-12-31 | 2015-05-13 | 上海市机械施工集团有限公司 | Elastic supporting device capable of performing unloading and temporary load supporting method with elastic supporting device |
| CN109781368A (en) * | 2019-02-14 | 2019-05-21 | 中国建筑科学研究院有限公司 | Large-span steel structure support unloading monitoring method |
| CN111042576A (en) * | 2019-12-18 | 2020-04-21 | 中建科工集团有限公司 | Method for dismantling inverted triangular truss |
| CN113404329A (en) * | 2021-06-15 | 2021-09-17 | 中建科工集团有限公司 | Unloading method of temporary support structure |
| CN114776038A (en) * | 2022-04-13 | 2022-07-22 | 北京首钢建设集团有限公司 | Steel truss installation structure and step unloading method thereof |
| CN114776038B (en) * | 2022-04-13 | 2024-03-29 | 北京首钢建设集团有限公司 | Steel truss installation structure and step unloading method thereof |
| CN115030317A (en) * | 2022-06-23 | 2022-09-09 | 中国建筑第二工程局有限公司 | Large-span truss ceiling without prestressed component |
| CN115030317B (en) * | 2022-06-23 | 2023-07-25 | 中国建筑第二工程局有限公司 | Large-span truss ceiling without prestress component |
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| CN102425313B (en) | 2013-06-26 |
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