CN101033636A - Large span bidirectional string stretching girders rope accumulation slippage construction method - Google Patents
Large span bidirectional string stretching girders rope accumulation slippage construction method Download PDFInfo
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Abstract
An accumulating slipping engineering method with large-span two-way girder truss and cable. It is characterized in that: it is divided into four stages including ground section package of steel girder truss and system building of slipping and supporting, entire consolidation and rig-up in high altitude, accumulating slipping striping cable simultaneously, bracket insertion and girder truss locking. It mainly resolves the technical problem of safe insertion with low cost of curved large-span two-way girder truss and cable, which reduces large-scale lifting device and working time, shortens the working cycle, releases influence on stand and other projects under the steel girder truss and realizes crossover engineering.
Description
(1) technical field
The present invention relates to a kind of high-altitude job practices in place of large-span prestressed string steel truss.
(2) background technology
The National Indoor Stadium is one of Olympic Games main venue, and its roof structure undulate curve, steel roof truss are the two-way truss string structure steel work of single-curved surface, and the steel roof truss plane projection is two rectangles, vertically long 195.5m, horizontal wide 114m.It winds up and is the plane frame of orthogonal spatial, horizontal 18 Pin, and vertical 14 Pin, mesh spacing are 8.5m, the structure height that steel roof truss winds up is 1.518～3.973m.The steel roof truss lower edge is a two dimension prestressing space stretching rope net, horizontal 14 Pin, and vertical 8 Pin band rope laterally is two ropes, vertically is single rope.Fixedly ball hinged support, six two-way sliding ball hinged-supports and 70 unidirectional sliding ball hinged-supports are bearing in peripheral steel reinforced concrete column top to whole truss by eight three-dimensionals in bight.Because building for competition span super large, steel roof truss overlength, super wide, overweight, also because the steel reinforced concrete framework grandstand that has multilayer to construct in advance around the building for competition, the duration anxiety, the construction general arrangement need be organized the graded crossing construction, therefore, how to reduce the influence to grandstand and other follow-up engineering to greatest extent, saving of work and time ground is installed in roof truss and two dimension prestressing space stretching rope net on the load-carrying members in sports palace, is the technical barrier in the construction.Traditional job practices has following several:
1, high altitude bulk scheme: promptly set up and support and the operation scaffold at the roof system height, according to the hanging device ability roof structure is divided into little Pin unit, winch to the method for installation at high altitude, construction is simple, quality guarantees easily, especially for the easier assurance of bi-directional configuration each splicing accuracy and quality to truss.But because this engineering has basement, spatial altitude is big, and grandstand is arranged all around, thus the setting up of scaffold, a top of floor, difficulty not only, and also engineering quantity is huge; Full hall scaffold also is unfavorable for crossed construction, so the high altitude bulk scheme can have a strong impact on duration and cost.
2, whole lifting scheme: be to utilize site condition, integral lifting method, grandstand top installation at high altitude are adopted in the center, place; The whole lifting compared with process in bulk, can reduce the height of scaffold and platform for lining, reduces amount of high-altitude operation, and accelerating construction progress improves degree of safety.But the low platform for lining in ground set up the same difficulty that becomes because of existing of peripheral grandstand structure is limited, and be difficult to accomplish an assembly unit liftings that put in place, so need more high-altitude to mend assembly.This scheme scaffold exists as usual, still needs the part installation at high altitude simultaneously.
3, high-altitude slip scheme: promptly set up the installation at high altitude platform striding end, then with roof system progressively slippage put in place, after putting in place, slippage carries out the scheme that cable body is installed again, common gliding method is the long axis direction straight skidding along building, but because of the roof truss of this engineering is a curve form, vertically the bearing absolute altitude is different high, and being vertical curve distributes, so slippage has longitudinally just become curve sliding, the truss stress so can only be single Pin slippage with the roof truss slope change during slippage, because this roof system is a bi-directional configuration, the structure benefit assembly of back other direction also will be very difficult so slippage puts in place, so the method is difficult to carry out.
In addition, concrete condition according to engineering, the Stand Inclined Beams that has multilayer to construct in advance around the building for competition, the grandstand structure is the part of main body steel reinforced concrete frame, because duration anxiety, the construction general arrangement need be organized the graded crossing construction, so another difficult point of roof truss job practices is to find a kind of job practices that can reduce to greatest extent other follow-up effect of project.
(3) content of the present invention
The purpose of this invention is to provide a kind of large span bidirectional string stretching girders rope accumulation gliding construction method, mainly solve and make the curved surface large-span bidirectional open string steel truss saving of work and time safety area rope accumulation slippage technical problem in place, and solve simultaneously reduce work hours, reduction of erection time, minimizing to other engineering construction influences such as grandstands, realize the technical problem of graded crossing construction.
The object of the present invention is achieved like this:
This large span bidirectional string stretching girders rope accumulation gliding construction method is characterized in that being divided into steel truss terrestrial segment assembling and the slippage support system is set up, the whole Pin assembly unit in high-altitude and hang rope, be with rope accumulation slippage, two-way prestressed cable symmetrical stretch-draw four-stage step by step synchronously;
(1), construction sequence is as follows the phase I:
The member of steel truss is transported to behind the job site from factory forms the segmental hoisting unit on ground;
Set up the installation at high altitude platform that is used for the assembly unit steel truss along building one side slip initial position, the installation at high altitude platform is that two posts distances are wide, with respect to the ground location of horizontal rope extended line horizontal rope dish is installed in the outside of installation at high altitude platform;
On the installation at high altitude platform, set up short slideway, short slideway encorbelment the interior edge of installation at high altitude platform along glide direction;
The inner edge scaffolding height of next-door neighbour's high-altitude application platform is lower than the extension rope operating platform of installation at high altitude platform, at the vertical rope dish of the end arranged outside platform of hanging the rope operating platform, vertically above the rope dish platform other end hoist engine is being set;
Building two stride end along slip shaft to the column top set up the limit slideway;
Between two span centres, along glide direction from the 3rd post to setting up the fixing support rack that supports middle slideway between second from the bottom post, middle slideway is erected on the fixing support rack, the height of middle slideway is lower than the limit slideway, is supported by the slippage moulding bed between middle slideway and steel truss;
(2), the second stage construction sequence is as follows:
A: first and second Pin steel truss lifting to the high-altitude platform for lining, is being connected rod member between truss between first and second Pin steel truss;
B: make preceding two Pin steel trusss post distance of slippage forward then, lift the 3rd Pin steel truss simultaneously;
C: connecting rod member between truss, assembly unit three Pin steel trusss between second and third Pin steel truss;
The one Pin steel truss slippage is gone out the encorbelment place of installation at high altitude platform to short slideway, the bitter end of horizontal rope is drawn to the corresponding cast steel node of Pin steel truss place, the bitter end of horizontal rope is fixedlyed connected with cast steel node accordingly;
D: with first three Pin steel truss post distance of slippage forward, lift the 4th Pin steel truss simultaneously, connecting rod member between truss between third and fourth Pin steel truss;
E: after the 3rd Pin steel truss skids off short slideway, extension Suo Gang strut is installed downward vertically at the cast steel node place of this Pin steel truss;
F: wear horizontal rope, horizontal rope is connected with the cord clip node;
(3), construction sequence is as follows the phase III:
After the 4th Pin steel truss skids off short slideway, and the steel strut is installed, vertical rope and top cord clip node are installed earlier, horizontal rope and bottom cord clip node are installed again.
Vertical rustling sound end and cord clip node are connected firmly, and carry out vertical rope pretension, carry out steel truss band rope accumulation slippage subsequently, so circulation is successively with the follow-up steel truss of rope slippage;
When the steel truss slippage to apart from post of slippage terminal apart from the time, with load transfer to the conversion slideway of middle slideway both sides and conversion bracket upper support;
Remove the slippage moulding bed below the Pin steel truss, continue slippage, until in place;
(4), quadravalence section construction sequence is as follows:
After the steel truss integral slipping puts in place, with jack multiple spot jacking simultaneously steel steel truss, cut off sliding rail at support position, the method erection support of filling bearing is finished the welding of each cast steel node and sliding support around the steel truss;
Two Pin steel trusss on slippage initial position bottom erection support carries out the original position assembly unit, and on the fixed bearing around horizontal bitter end portion is fixed on respectively, and pretension; Realize that whole steel truss closes up, finish the construction of steel steel truss band rope accumulation slippage.
Optimized technical scheme: above-mentioned horizontal rope is drawn to the corresponding cast steel node of Pin steel truss place through cylinder.
The pretightning force of above-mentioned vertical rope pretension is 20% of design Suo Li.
Invention has a following beneficial effect: by reasonable assumption, stability analysis, integral finite element analysis and the crawl toward position of device of hydraulic pressure rationally is set, improve the methods such as stress of slippage moulding bed, guaranteed the safety of slippage moulding bed; Solved the transmission of thrust in the slipping and slip moulding bed stability, make things convenient for strut, two-way prestressed cable install and the assembly unit fixing support rack to a series of difficult problems such as conversion of slip moulding bed.The present invention adopts longitudiual truss along horizontal accumulation slippage, the technology path of stretch-draw then.That is: longitudiual truss is combined into whole Pin then earlier in the terrestrial segment assembly unit on the assembly platform of high-altitude; Beginning assembly unit internode transverse truss constitutes sliding element behind spelling two Pin; Post distance of slippage forward.Reciprocal successively, assemble the vertical, horizontal truss by cross, advance by cross, put in place until slippage, carry out prestressed cable stretch-draw at last.This method is less demanding to hanging device, has reduced a large amount of loosing and has pieced together interim bracing frame; Reduce the heavy mechanical equipment usage quantity, do not need full hall scaffold, dwindled the work high above the ground scope, safety is better, and can reduce influence to greatest extent to construction operation face below the roof system, for crossed construction creates favorable conditions, can make the sports palace electromechanical pipeline install, see that platen construction and steel roof construction carry out synchronously.
The present invention is a kind of job practices along the horizontal slippage of building short-axis direction, that is: vertical (144.5m) with building is the assembling of span direction, slippage.The slippage span is big, and the slippage number of times is few, can solve the special circumstances of this project curved surface steel truss slippage, and sliding rail has become level, straight line, can change accumulation slippage into by slippage one by one.On platform, can form bi-directional configuration earlier, during slippage more near design point; Reduced the amount of high-altitude operation after the slippage, reached the influence of minimizing, and can reach the purpose of organizing crossed construction other operations.
The present invention is for reducing the influence of roof construction to other operations to greatest extent, and the method for band rope slippage has been taked in the truss slippage, and the rigidity of truss was favourable to slippage when vertically Suo Shidu stretch-draw can improve slippage, but the band rope has increased difficulty and workload to slippage.At first will increase the operating platform of strut being installed and being reeved, this engineering is being provided with previously at platform for lining.The steel strut being installed and being reeved needs to carry out after the truss slippage goes out platform for lining.Because the existence of steel strut and rope, middle slide will reduce, so need to adopt the slippage moulding bed again.Prestressed cable steel strut is the longest to be 9.248m, and the height of slippage moulding bed is decided to be 11m.Intermediate supports has become by 26m high slideway bracing frame and the high slippage moulding bed two parts of 11m and has formed like this.Because middle slide reduces 11m, the sliding rail that makes this engineering be 26.754m (north), 26.1m (in), three different levels of 33.85m (south), and difference is very big.The appearance different and high slippage moulding bed of track absolute altitude has increased a lot of difficulties to slippage.At middle slideway, the absolute altitude of crawl device thrust point is 26.1m, and the absolute altitude of the corresponding strong point on the platform for lining (short slideway) is 36.949m, has the couple that makes truss rotate obviously when slippage.This engineering is for solving this difficult problem, at first be to have increased auxiliary slippage moulding bed, and strengthen vertical integral rigidity of anterior several slippage moulding beds, make it can upwards transmit horizontal thrust preferably, increased synchronous boosting jack simultaneously at the assembly platform place, avoid upwarping in the slippage effectively, kept the stable of slippage.
Factors for Gymnasium Roof Structures is not because the sliding rail absolute altitude waits, and truss is asymmetric, so slippage keeps synchronously relatively difficulty.The present invention has adopted computer control hydraulic pressure slippage equipment, and the hydraulic haulage operation is carried out closed-loop control by computer by stroke sensor, realizes the equilibrium of the synchronous and load of traction.Slideway occurs when asynchronous in slipping, by the control oil pump method of independent pressurization pushing tow hysteresis slideway, when guaranteeing to slide onto preset distance, maximum asynchronous distance is controlled in the 5mm; In addition for preventing the trussed construction lateral displacement, with piston shoes and south, the interorbital block clearance control in north in 10mm.
Can realize that to not contour asymmetric truss roof system and one step of two dimension prestressing cable body are in place, Synchronization Control, steel truss and cable body step-by-step construction have been avoided in construction simultaneously, have reduced man-hour, have shortened the duration, have reduced construction costs and construction cost.
(4) description of drawings
Fig. 1 is the steel truss shape schematic diagram of the whole Pin assembly unit in embodiment high-altitude;
Fig. 2 is the plane structure schematic diagram of slippage support system and slideway;
Fig. 3 is at middle slideway place slippage support system facade structures schematic diagram.
Fig. 4 is a schematic diagram of hanging rope.
Fig. 5 is the schematic perspective view of middle slideway and slippage moulding bed position.
Fig. 6 is the schematic diagram of second stage construction sequence a of the present invention;
Fig. 7 is the schematic diagram of second stage construction sequence b of the present invention;
Fig. 8 is the schematic diagram of second stage construction sequence b of the present invention;
Fig. 9 is the schematic diagram of second stage construction sequence d of the present invention;
Figure 10 is the schematic diagram of second stage construction sequence d of the present invention.
Among the figure: 1-installation at high altitude platform, the short slideway of 2-, 3-inspection platform, 4-limit slideway, 5-middle slideway, the horizontal rope dish of 6-, 7-hang rope operating platform, 8-conversion slideway, 9-conversion bracket, the vertical rope dish of 10-platform, 11-hoist engine, 12-slippage moulding bed, 13-fixing support rack, the horizontal rope of 14-, the vertical rope of 15-, 16-post, 17-grandstand, 18-cylinder, 19-steel truss, 20-welded spherical node, 21-cast steel node, 22-extension Suo Gang strut, 23-cord clip node.
(5) specific embodiment
Embodiments of the invention are referring to Fig. 1-10, this large span bidirectional string stretching girders rope accumulation gliding construction method is divided into the assembling of steel truss terrestrial segment and the slippage support system is set up, the whole Pin assembly unit in high-altitude and extension rope, synchronously be with rope accumulation slippage, bearing is in place and steel truss closes up four-stage.
(1), construction sequence is as follows the phase I:
The member of steel truss is transported to behind the job site from factory forms the segmental hoisting unit on ground.
Referring to Fig. 2,3,4,5, set up the installation at high altitude platform 1 that is used for the assembly unit steel truss along building one side slip initial position, installation at high altitude platform 1 is that two posts distances are wide, with respect to the ground location of horizontal rope extended line horizontal rope dish 6 is installed in the outside of installation at high altitude platform.
On the installation at high altitude platform, set up short slideway 2, short slideway encorbelment the interior edge of installation at high altitude platform along glide direction.
The inner edge scaffolding height of next-door neighbour's high-altitude application platform is lower than the extension rope operating platform 7 of installation at high altitude platform, at the vertical rope dish of the end arranged outside platform 10 of hanging the rope operating platform, vertically above the rope dish platform other end hoist engine 11 is being set.
Building two stride end along slip shaft to the column top set up limit slideway 4, the direction of limit slideway 4 is the steel truss short-axis direction.
Between two span centres, along glide direction from the 3rd post to setting up the fixing support rack 13 that supports middle slideway between second from the bottom post, middle slideway 5 is erected on the fixing support rack 13, the height of middle slideway 5 is lower than limit slideway 4, is supported by slippage moulding bed 12 between middle slideway 5 and steel truss 19.Middle slideway and slippage moulding bed position are referring to Fig. 5.
(2), the second stage construction sequence is as follows:
Step a to high-altitude platform for lining 1, is connecting rod member between truss with first and second Pin steel truss lifting referring to Fig. 6 between first and second Pin steel truss;
Step b makes preceding two Pin steel trusss post distance of slippage forward then referring to Fig. 7,8, lifts the 3rd Pin steel truss simultaneously, is connecting rod member between truss, assembly unit three Pin steel trusss between second and third Pin steel truss.
Step c is referring to Fig. 4, the one Pin steel truss slippage is gone out the encorbelment place of installation at high altitude platform 1 to short slideway 2, the bitter end of horizontal rope 14 is drawn to the corresponding cast steel node of a Pin steel truss 21 places through cylinder 18, the bitter end of horizontal rope 14 is fixedlyed connected with corresponding cast steel node 21.
Steps d is referring to Fig. 9,10, with first three Pin steel truss post distance of slippage forward, lifts the 4th Pin steel truss simultaneously, connecting rod member between truss between third and fourth Pin steel truss.
Step e after the 3rd Pin steel truss skids off short slideway, installs extension Suo Gang strut 22 referring to Fig. 4 downward vertically at the cast steel node place of this Pin steel truss;
Step f wears horizontal rope 14 referring to Fig. 4, and horizontal rope 14 is connected with cord clip node 23.
(3), construction sequence is as follows the phase III:
After the 4th Pin steel truss skids off short slideway, and steel strut 22 is installed, vertical rope 15 and top cord clip node 23 are installed earlier, horizontal rope 14 and bottom cord clip node 23 are installed again.
Vertical rustling sound end and cord clip node 23 are connected firmly, and carry out vertical rope pretension, carry out steel truss band rope accumulation slippage subsequently, so circulation is successively with the follow-up steel truss of rope slippage.
When the steel truss slippage to apart from post of slippage terminal apart from the time, with conversion slideway 8 and conversion bracket 9 upper supports of load transfer to the middle slideway both sides.
Remove the slippage moulding bed below the Pin steel truss, continue slippage,, finish the assembly unit of whole Pin steel truss, referring to Fig. 1 until in place.
(4), quadravalence section construction sequence is as follows:
After the steel truss integral slipping puts in place, with jack multiple spot jacking simultaneously steel steel truss, cut off sliding rail at support position, the method erection support of filling bearing is finished the welding of each cast steel node and sliding support around the steel truss;
Two Pin steel trusss bottom erection support on the slippage initial position carries out the original position assembly unit, and horizontal rope 14 ends is separately fixed on the fixed bearing all around, and pretension; Realize that whole steel truss closes up, finish the construction of steel steel truss band rope accumulation slippage.
Claims (3)
1. large span bidirectional string stretching girders rope accumulation gliding construction method, it is characterized in that being divided into the assembling of steel truss terrestrial segment and the slippage support system is set up, the whole Pin assembly unit in high-altitude and extension rope, synchronously be with rope accumulation slippage, bearing is in place and steel truss closes up four-stage;
(1), construction sequence is as follows the phase I:
The member of steel truss is transported to behind the job site from factory forms the segmental hoisting unit on ground;
Set up the installation at high altitude platform that is used for the assembly unit steel truss along building one side slip initial position, the installation at high altitude platform is that two posts distances are wide, with respect to the ground location of horizontal rope extended line horizontal rope dish is installed in the outside of installation at high altitude platform;
On the installation at high altitude platform, set up short slideway, short slideway encorbelment the interior edge of installation at high altitude platform along glide direction;
The inner edge scaffolding height of next-door neighbour's high-altitude application platform is lower than the extension rope operating platform of installation at high altitude platform, at the vertical rope dish of the end arranged outside platform of hanging the rope operating platform, vertically above the rope dish platform other end hoist engine is being set;
Building two stride end along slip shaft to the column top set up the limit slideway;
Between two span centres, along glide direction from the 3rd post to setting up the fixing support rack that supports middle slideway between second from the bottom post, middle slideway is erected on the fixing support rack, the height of middle slideway is lower than the limit slideway, is supported by the slippage moulding bed between middle slideway and steel truss;
(2), the second stage construction sequence is as follows:
A: first and second Pin steel truss lifting to the high-altitude platform for lining, is being connected rod member between truss between first and second Pin steel truss;
B: make preceding two Pin steel trusss post distance of slippage forward then, lift the 3rd Pin steel truss simultaneously;
C: connecting rod member between truss, assembly unit three Pin steel trusss between second and third Pin steel truss;
The one Pin steel truss slippage is gone out the encorbelment place of installation at high altitude platform to short slideway, the bitter end of horizontal rope is drawn to the corresponding cast steel node of Pin steel truss place, the bitter end of horizontal rope is fixedlyed connected with cast steel node accordingly;
D: with first three Pin steel truss post distance of slippage forward, lift the 4th Pin steel truss simultaneously, connecting rod member between truss between third and fourth Pin steel truss;
E: after the 3rd Pin steel truss skids off short slideway, extension Suo Gang strut is installed downward vertically at the cast steel node place of this Pin steel truss;
F: wear horizontal rope, horizontal rope is connected with the cord clip node;
(3), construction sequence is as follows the phase III:
After the 4th Pin steel truss skids off short slideway, and the steel strut is installed, vertical rope and top cord clip node are installed earlier, horizontal rope and bottom cord clip node are installed again.
Vertical rustling sound end and cord clip node are connected firmly, and carry out vertical rope pretension, carry out steel truss band rope accumulation slippage subsequently, so circulation is successively with the follow-up steel truss of rope slippage;
When the steel truss slippage to apart from post of slippage terminal apart from the time, with load transfer to the conversion slideway of middle slideway both sides and conversion bracket upper support;
Remove the slippage moulding bed below the Pin steel truss, continue slippage, until in place;
(4), quadravalence section construction sequence is as follows:
After the steel truss integral slipping puts in place, with jack multiple spot jacking simultaneously steel steel truss, cut off sliding rail at support position, the method erection support of filling bearing is finished the welding of each cast steel node and sliding support around the steel truss;
Two Pin steel trusss on slippage initial position bottom erection support carries out the original position assembly unit, and on the fixed bearing around horizontal bitter end portion is fixed on respectively, and pretension; Realize that whole steel truss closes up, finish the construction of steel steel truss band rope accumulation slippage.
2. large span bidirectional string stretching girders rope accumulation gliding construction method according to claim 1 is characterized in that: above-mentioned horizontal rope is drawn to the corresponding cast steel node of Pin steel truss place through cylinder.
3. large span bidirectional string stretching girders rope accumulation gliding construction method according to claim 1 and 2 is characterized in that: the pretightning force of above-mentioned vertical rope pretension is 20% of design Suo Li.
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