CN108468430B - Hoisting and sliding construction method for large-span unequal-height support steel truss structure - Google Patents
Hoisting and sliding construction method for large-span unequal-height support steel truss structure Download PDFInfo
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- CN108468430B CN108468430B CN201810201269.4A CN201810201269A CN108468430B CN 108468430 B CN108468430 B CN 108468430B CN 201810201269 A CN201810201269 A CN 201810201269A CN 108468430 B CN108468430 B CN 108468430B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
- E04G21/16—Tools or apparatus
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
- E04G21/16—Tools or apparatus
- E04G21/162—Handles to carry construction blocks
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Abstract
The invention discloses a construction method for hoisting and sliding a large-span unequal-height support steel truss structure, in particular to a construction method for hoisting and sliding a large-span unequal-height support steel truss structure, which relates to the field of building construction and comprises the following steps: A. arranging a support on the steel truss, and installing a sliding device and a pushing device; B. dividing the trusses, splicing and forming, namely hoisting the steel truss to a specified height, hoisting one truss at a time, splicing the rear hoisted truss in place with the truss which is hoisted in place in advance, sliding the front truss by using sliding equipment and pushing equipment, freeing the space in the operation range of the hoisting equipment, and then hoisting the truss to a specified position; C. and after the sliding is finished, the support is detached. The construction method for hoisting and sliding the large-span unequal-height support steel truss structure can reduce the grade threshold and energy consumption of hoisting machinery, reduce the pre-assembly floor area, reduce the deformation of components and improve the integral forming quality of the structure.
Description
Technical Field
The invention relates to a construction method for hoisting and sliding a large-span unequal-height support steel truss structure, in particular to a construction method for hoisting and sliding a large-span unequal-height support steel truss structure, which relates to the field of building construction.
Background
With the development of building construction technology, steel structures are increasingly popular in the market due to the characteristics of light self weight, easy installation and disassembly, high precision, short period, high residual value, good earthquake resistance, less environmental pollution and the like, and are widely applied to the field of various building structures. Meanwhile, a complex steel structure system can be decomposed according to components, the flow production line operation of design, processing, storage and transportation and installation is realized, the industrialized production proportion is increased, the time cost of on-site wet operation and maintenance is reduced, and the primary deviation caused by manual operation is reduced; gradually changing the traditional agricultural mode of 'cast in place' in the construction industry for a long time into a more efficient and controllable 'centralized manufacturing' industrialized mode; is a key breakthrough direction for transformation and upgrading in the building construction industry. The steel structure building proportion of developed countries such as Europe and America is greatly superior to a reinforced concrete structure in the fields of public buildings and large-scale factory buildings which mainly have large span and large space.
But the hoisting requirement for large steel structures, especially large-span unequal-height support steel truss structures, is higher. The common construction method for the large-span space steel truss at present comprises the following steps: the method comprises a high-altitude bulk loading method, a strip and block hoisting method, an integral jacking method, an integral lifting method, a Pantadome method, a folding and unfolding installation method and the like. When the construction crane is difficult to hoist in place, the operation range of the construction crane is narrow, and the assembly floor area is limited, the hoisting of a large-span unequal-height support steel truss structure is very difficult, but the hoisting system in the prior art can not well solve the problem.
Disclosure of Invention
The invention provides a hoisting and sliding construction method for a large-span unequal-height support steel truss structure, which can solve the problem of difficulty in hoisting in place of a construction crane, reduce the grade threshold and energy consumption of hoisting machinery, reduce the pre-assembly floor area, reduce the deformation of components and improve the integral forming quality of the structure.
The invention discloses a construction method for hoisting and slipping a large-span unequal-height support steel truss structure, which is used for solving the problems and comprises the following steps:
A. arranging a support on the steel truss, and installing a sliding device and a pushing device;
B. dividing the whole steel truss structure into a plurality of trusses, splicing and molding the divided trusses on the ground, hoisting the steel truss to a specified height by using hoisting equipment, hoisting one truss at a time, splicing the rear hoisted truss in place with the truss hoisted in place before the rear hoisted truss, when the hoisting distance of a certain truss exceeds the fixed-point hoisting operation range of the hoisting equipment, sliding the truss hoisted to the specified height by using sliding equipment and pushing equipment, and hoisting the truss to the specified position by using the hoisting equipment after the space in the operation range of the hoisting equipment is emptied;
C. and after all the sliding operations are finished, the support is detached from the steel truss.
Furthermore, during construction, after the trusses positioned in the middle of the steel truss are lifted to a specified height at the two ends of the factory building, the trusses with the two ends lifted in place simultaneously slide towards the middle, a space in the operation range of a hoisting device is left, then the trusses adjacent to the two ends of the sliding structure (13) are lifted in place and spliced with the two ends of the sliding structure, then the spliced steel truss is slid towards the middle from the two ends of the factory building, the space in the operation range of the hoisting device is left, and the processes of lifting, splicing and sliding at the two ends are repeated until all the trusses are lifted in place and spliced into the complete steel truss.
Further, mechanical simulation analysis of the sliding process of the steel truss is carried out before construction, the weakest point of structural stress and the maximum asynchronous allowable value of sliding in the sliding process are calculated, the part which does not reach the standard in the analysis result is strengthened, and the asynchronous quantity is controlled not to exceed the asynchronous allowable value in the sliding process.
Furthermore, the deflection change of the two spans of the steel truss, the stress change of the rod piece and the synchronism of the slippage of each support are monitored in the slippage process.
Further, the jacking pressure and stroke of the jacking device are monitored.
Further, the adopted sliding equipment comprises a sliding track and a sliding shoe, a sliding chute is formed in the sliding track, the lower part of the sliding shoe is embedded into the sliding chute, the upper part of the sliding shoe is fixedly connected with a sliding support, the adopted pushing equipment comprises a sliding pushing device and a hydraulic output system, the sliding pushing device comprises a pushing device and a hydraulic cylinder, the pushing device is installed on the sliding track, one end of the hydraulic cylinder is hinged to the pushing device, the other end of the hydraulic cylinder is provided with a hinged connector of a pushed structure, the hydraulic output system comprises a hydraulic pump, an oil tank and a hydraulic pipeline, an inlet of the hydraulic pump is communicated with the oil tank, and an outlet of the hydraulic pump is communicated with the hydraulic cylinder through the hydraulic pipeline.
Furthermore, a plurality of sliding pushers are adopted, hydraulic reversing valves with the same number as the hydraulic cylinders are connected in parallel between the hydraulic pump and the hydraulic cylinders, one hydraulic reversing valve corresponds to one hydraulic cylinder, and a pressure maintaining overflow valve is arranged between the outlet of each hydraulic reversing valve and the corresponding hydraulic cylinder.
Further, the skid shoe comprises a structural support shear key and a shoe bottom plate arranged on the lower portion of the structural support shear key, wherein the structural support shear key is composed of three vertically arranged flat plates, the shoe bottom plate is arranged along the direction perpendicular to the three flat plates, the front end of the shoe bottom plate is in an upward tilting arc shape, and arc chamfers are arranged on two sides of the shoe bottom plate.
Further, the outer side of the sliding rail is also provided with a side stop block.
And further, in the step C, firstly, channel steel on two sides of the column head is dismantled, then, unloading brackets and jacks are installed to jack the support to a certain height, then, the channel steel of the support section and embedded steel plates below the channel steel are removed, then, sand and stones and other impurities in the shear-resistant pit are cleaned, and finally, the support is unloaded to enable the support to fall into the shear-resistant pit.
The invention has the beneficial effects that: by using the sliding construction method, the whole roof truss can be assembled by adopting a sectional whole roof truss hoisting mode, and the overhead installation workload is greatly reduced. The pushing mode is adopted in the sliding process, so that the sliding is stable and controllable, and the stability and the safety of the whole installation process can be effectively ensured. By utilizing the sliding construction method, through hoisting and sliding construction, the grade threshold and the energy consumption of hoisting machinery can be reduced, compared with integral hoisting, the pre-assembled floor area is reduced, meanwhile, the deformation of components can be reduced, the splicing precision is improved, the integral forming quality of the structure is improved, the mutual interference with cross operation such as civil engineering and the like can be reduced to the greatest extent, the parallel construction is facilitated, the cost for reinforcing the concrete structure is not needed, only the sliding equipment and the expenditure of a track are increased, and the hoisting of a large-span unequal-height support steel truss structure can be completed even if the site is narrow and the walking of the hoisting equipment is limited.
Drawings
FIG. 1 is a schematic structural view of the present invention;
FIG. 2 is a schematic view of the slip configuration of the present invention;
FIG. 3 is a schematic structural view of the slipper of the present invention;
FIG. 4 is a schematic view of the pusher system of the present invention;
labeled as: the device comprises a sliding track 1, a sliding shoe 2, a structural support shear key 3, a shoe bottom plate 4, a chamfer 5, a side stop block 6, an embedded part 7, a jacking device 8, a hydraulic cylinder 9, a connecting lug plate 10, a steel truss support 11, hoisting equipment 12 and a sliding structure 13.
Detailed Description
The invention will be further explained with reference to the drawings.
The hoisting and sliding construction method for the large-span unequal-height support steel truss structure shown in figures 1, 2, 3 and 4 comprises the following steps:
A. arranging a support on the steel truss, and installing a sliding device and a pushing device;
B. dividing the whole steel truss structure into a plurality of trusses, splicing and molding the divided trusses on the ground, hoisting the steel truss to a specified height by using hoisting equipment, hoisting one truss at a time, splicing the rear hoisted truss in place with the truss hoisted in place before the rear hoisted truss, when the hoisting distance of a certain truss exceeds the fixed-point hoisting operation range of the hoisting equipment, sliding the truss hoisted to the specified height by using sliding equipment and pushing equipment, and hoisting the truss to the specified position by using the hoisting equipment after the space in the operation range of the hoisting equipment is emptied;
C. and after all the sliding operations are finished, the support is detached from the steel truss.
By using the sliding construction method, the whole roof truss can be assembled by adopting a sectional whole roof truss hoisting mode, and the overhead installation workload is greatly reduced. The pushing mode is adopted in the sliding process, so that the sliding is stable and controllable, and the stability and the safety of the whole installation process can be effectively ensured. By utilizing the sliding construction method, through hoisting and sliding construction, the grade threshold and the energy consumption of hoisting machinery can be reduced, compared with integral hoisting, the pre-assembled floor area is reduced, meanwhile, the deformation of components can be reduced, the splicing precision is improved, the integral forming quality of the structure is improved, the mutual interference with cross operation such as civil engineering and the like can be reduced to the maximum extent, the parallel construction is facilitated to be promoted, the cost for reinforcing the concrete structure is not needed, only the expense of sliding equipment and a track is increased, and the hoisting of a large-span unequal-height support steel truss structure can be completed even if the field is narrow and the walking of the hoisting equipment 12 is limited.
During construction, after the trusses in the middle of the steel truss are lifted to certain height, the trusses with lifted ends are made to slide to the middle to leave the space inside the operation range of the hoisting equipment, the trusses adjacent to the sliding structure are lifted to the middle and spliced to form the integral steel truss, and the spliced steel truss is made to slide from the two ends of the plant to the middle to leave the space inside the operation range of the hoisting equipment. By adopting the construction method for accumulating slippage in sections, the slippage difficulty is reduced, the construction efficiency can be effectively improved, and the splicing and forming precision is improved; the slip speed is controllable and high-efficiency and can reach 12 m/h. Through the hoisting equipment 12 arranged at the two ends, the hoisting is simultaneously organized, the accumulated sliding speed of the truss from the two ends to the middle is doubled, the synchronous operation of the lower part is not influenced in the construction process, the construction period is shortened, and the working efficiency is improved.
The mechanical simulation analysis of the sliding process of the steel truss is carried out before the construction, the weakest point of the structural stress and the maximum asynchronous allowable value of the sliding in the sliding process are calculated, the part which does not reach the standard in the analysis result is strengthened, and the asynchronous quantity is controlled not to exceed the asynchronous allowable value in the sliding process. The analysis of the design of the steel structure is mainly based on the self weight and the design load of the structure, and whether the action of stress under different working conditions in the installation process exceeds the limit value of the mechanical property of the material is not fully considered, so that whether the connecting rod piece which does not meet the requirement of the bearing capacity in the original design needs to be replaced or not is determined, and the early warning value of the asynchronous quantity in the sliding process can be set according to the analysis result.
And in the sliding process, the deflection change of the two spans of the steel truss, the stress change of the rod piece and the synchronization of the sliding of each steel truss support 11 are monitored. As the sliding process is that one truss or a plurality of trusses slide, the stress condition of the steel truss is complex in the sliding process, the factors causing the integral sliding asynchronism of the steel truss are also many, the design elevations of all the steel truss supports 11 are different, and in order to ensure the quality of the steel truss after hoisting, the steel truss is prevented from being damaged in the sliding process, and the sliding process is monitored. However, the steel-protecting truss can be accurately found out that the steel-protecting truss has the damage trend in the sliding process by monitoring, and corresponding protection measures are taken, so that the sliding construction is difficult. According to the method, the steel truss in the sliding process is monitored simultaneously from three aspects of midspan deflection change, rod stress change and synchronism of sliding of each steel truss support 11, displacement output, integral deflection change and synchronism of the steel truss reflected by local stress change are considered, and timeliness, reliability, accuracy and comprehensiveness of the monitoring place are guaranteed. During specific implementation, the positions of the measuring points of the middle-middle and lower-chord of the roof truss span are mainly monitored, and the change condition of the disturbance degree of the measuring points is calculated according to the altitude difference change displayed by the total station in the construction process. By monitoring the strain of the main control rod, and then calculating according to the stress and strain relation, the elastic modulus of the construction material is known, and the change of the stress of the rod can be known through the measurement of the change of the strain. The change of the total station and the slip point can be monitored by observing the total station, the synchronism in the slip process is measured, the change of the flat distance of each measuring point is consistent, the synchronism is better, otherwise, the synchronism is poor. And immediately feeding back information and taking corresponding emergency measures to process abnormal conditions in monitoring, such as remarkable asynchronous phenomenon, overlarge stress, structural deflection larger than calculated deformation, large sound, support deformation or structural local vibration and the like.
And in the sliding process, the pushing pressure and the stroke of the pushing equipment are monitored. Whether a certain pushing point appears or not and whether the certain pushing point appears or not and whether the displacement of each pushing point is synchronous or not can be rapidly known through detection and analysis of pushing pressure and stroke change of the pushing device, the situation can be fed back to a control system, and the control system controls the pushing device to adjust pushing parameters so as to avoid damaging the steel truss.
The adopted sliding equipment comprises a sliding track 1 and a sliding shoe 2, a sliding groove is formed in the sliding track 1, the lower part of the sliding shoe 2 is embedded into the sliding groove, the upper part of the sliding shoe 2 is fixedly connected with a sliding support, the adopted pushing equipment comprises a sliding pushing device and a hydraulic output system, the sliding pushing device comprises a pushing device 8 and a hydraulic cylinder 9, the pushing device 8 is installed on the sliding track 1, one end of the hydraulic cylinder 9 is hinged to the pushing device 8, the other end of the hydraulic cylinder is provided with a hinged interface of a pushed structure, the hydraulic output system comprises a hydraulic pump, an oil tank and a hydraulic pipeline, an inlet of the hydraulic pump is communicated with the oil tank, and an outlet of the hydraulic pump is communicated with the hydraulic cylinder 9 through the hydraulic pipeline. This application adopts pneumatic cylinder 9 drive steel truss support 11 to slide, can utilize sliding structure and the cooperation of piston shoes 2 through connecting otic placode 10 and pin junction between pneumatic cylinder and the steel truss support, retrains the support that slides and moves along 1 accurate of track that slides, makes the process of sliding safe, steady, accurate, reliable.
The adopted sliding lifters are multiple, hydraulic reversing valves with the same number as the hydraulic cylinders 9 are connected in parallel between the hydraulic pump and the hydraulic cylinders 9, one hydraulic reversing valve corresponds to one hydraulic cylinder 9, and a pressure maintaining overflow valve is arranged between the outlet of each hydraulic reversing valve and the corresponding hydraulic cylinder 9. This application adopts the parallelly connected form of a plurality of hydraulic pressure switching-over valves, and every hydraulic pressure switching-over valve all independently controls a pneumatic cylinder 9, can not influence each other, can realize synchronous top pushing, improves the precision of sliding. The maximum jacking force of each sliding jacking device is set, when the jacking force exceeds a set value, the sliding jacking device automatically adopts overflow pressure maintaining, and damage to a steel structure caused by serious uneven load distribution of a jacking point can be effectively prevented.
The skid shoe 2 comprises a structural support shear key 3 and a shoe bottom plate 4 arranged at the lower part of the structural support shear key 3, the structural support shear key 3 is composed of three flat plates vertically arranged, the shoe bottom plate 4 is arranged along the direction which is perpendicular to the three flat plates, the front end of the shoe bottom plate 4 is in an arc shape which is upwards tilted, and arc chamfers 5 are arranged on the two sides of the shoe bottom plate 4. The skid shoe 2 of the sliding structure skillfully utilizes the shear key 3 of the structure support, the shoe bottom plate 4 is added at the lower part of the shear key, so that the pressure stress on the contact surfaces of the skid shoe 2 and the slide rail is uniformly distributed, the integrity is strong, the force transmission path is clear and definite, and the bearing capacity is high. In addition, this application still adopts the arc of perk upwards for the front end at the direction that 4 front ends boots 2 removed of boots bottom plate to be provided with curved chamfer 5 in the both sides of boots bottom plate 4, reduce boots 2 front ends and the contact of track 1 that slides, make it at the in-process that slides, can effectively prevent to slide the support because of the phenomenon of slide unevenness "card rail" and "gnawing rail", effectively solve the asynchronous condition of steel truss sliding.
The outer side of the sliding rail 1 is also provided with a side stop 6. This application still is provided with side dog 6 in the outside of track 1 that slides, makes it play and resists the support thrust that slides and the horizontal force effect, makes the bulk rigidity and the bearing capacity of track 1 that slides all obtain very big improvement.
In the step C, firstly, channel steel on two sides of the column head is dismantled, then, unloading brackets and jacks are installed to jack the steel truss support 11 up to a certain height, then, the channel steel on the section of the steel truss support 11 and embedded steel plates below the channel steel are removed, then, sand and stones and other sundries in the shear resistant pit are cleaned, and finally, the steel truss support 11 is unloaded to enable the steel truss support to fall into the shear resistant pit. This application sets up the hole of shearing below the support that slides, sets up the built-in panel on the hole upper portion of shearing, and the hole of shearing is sheltered from to the built-in panel at the in-process that slides, and smooth boots 2 can pass through from the hole top of shearing smoothly, and all units slide and target in place the back, take out pre-buried steel sheet again, dismantle the support that slides, make the support that slides fall into smoothly in the hole of shearing. Adopt aforementioned construction method, directly fall into the hole that shears after the support dismantles that slides, consequently convenient operation, the security is high, because the hole that shears is located below the horizon, consequently practices thrift the place, is convenient for construct.
The construction method is suitable for the site construction of a steel truss roof structure with more cross operation types, 90-120m truss span, 40-50 truss trusses, 400-plus-500 m sliding distance, 5000-plus-6000 t sliding weight and non-same level height of a sliding track 1, and can solve the problems especially when the site is narrow, the construction period is short, and a large-scale hoisting device 12 cannot cover all working areas or other construction methods are poor in construction economical effect.
Example 1
Construction preparation:
firstly, selection and arrangement of equipment. According to the self weight and the size of the steel truss, the type and the number of the hoisting equipment 12 are determined by combining the condition of the hoisting equipment 12 in the market and the contract cost requirement. According to the self weight and the size of the steel truss, the mass of the steel truss needing to slide and the friction force in the sliding process are calculated, the models of a hydraulic pushing device, a hydraulic pump source device and a computer synchronous control and sensing detection system are selected, and the arrangement and the sliding scheme of pushing points are determined. During the sliding process, the thrust exerted by the ejector and the friction force F between all the sliding shoes 2 and the sliding rail are balanced. Through stress analysis and calculation, as the sliding dead weight of the middle rail is larger, a pushing point is arranged on the middle rail every two trusses.
Second, structure calculation and analysis
And simulating the actual stress condition by using finite element analysis software ANSYS or MIDAS, establishing a three-dimensional simulation model to simulate the sliding construction process, and calculating the weakest point of the structural stress and the maximum asynchronous allowable value of the sliding in the sliding process. When the design of the steel structure is analyzed, the self weight and the design load of the structure are taken as main points, and whether the action of the installation stress under different working conditions in the installation process exceeds the mechanical property limit value of the material is not fully considered; so as to determine whether the connecting rod piece which does not meet the bearing capacity requirement in the original design needs to be replaced, and set the early warning value of the asynchronous quantity in the slippage process.
Thirdly, site layout and foundation treatment requirements
Erecting an assembling jig frame: because roof trusses need to be completely erected and lofted, the site space needs to meet the requirements. In order to meet the bearing capacity of the foundation, a 10cm cushion layer needs to be rolled, compacted, leveled and poured, I-shaped steel is arranged on the cushion layer to serve as a jig frame, and truss parts, pavement steel beams and the like are placed on the jig frame to serve as a lofting platform.
The track crane walking channel requirement is as follows: the straight section has a walking width of 8m, and two sides of the straight section are not provided with large hole side pits; the width of the curve is 12 m; the bearing pressure of the foundation is more than or equal to 0.2Mpa, and the road gradient is less than or equal to 3 per mill.
The bearing pressure of the foundation of the walking and hoisting channel of the crawler crane must be more than or equal to 0.2 Mpa; if the condition is not satisfied, the foundation treatment is required.
Fourthly, temporary measures for installation and slippage
The structure construction of sliding sets up 3 groups of logical long tracks 1 that slide altogether, sets up respectively in the both ends head and the positive center of structure. The central line of the sliding track 1 is superposed with the central line of the support. The track consists of a 16b channel and side stops 6. The 16b channel steel is welded and fixed with the embedded part 7, and plays a role in bearing and guiding in the sliding process. The side stop 6 is 20 multiplied by 40 multiplied by 150mm in specification, is made of Q235B, is welded on two sides of the 16b channel steel flange, and plays a role in resisting the thrust and the horizontal force of the sliding support. The welding seam of the side stop block 6 adopts a double-sided fillet welding seam, and the height of the welding leg is not less than 10mm through welding seam calculation.
For guaranteeing the levelness of slide internal surface, reduce the hindrance of the in-process that slides, reduce the coefficient of sliding friction, the slide should accomplish when laying: the quality strength, the rigidity and the flatness of the sliding rail section bar are improved, the height difference of the rail section joint is strictly controlled within the allowable deviation range of 1mm, the secondary grouting below the rail is ensured to be leveled and tamped, and the sliding can be implemented after the necessary strength requirement is met; the deviation between the central line of the sliding track 1 and the sliding central line is controlled within +/-3 mm; the upper surfaces of the steel sliding block and the sliding track 1 are coated with grease for lubrication before sliding; the slideway side stop block 6 plays a role of directly resisting the pushing counterforce and the sliding precision control, so the following aspects should be noticed in the installation process: in order to ensure that a sufficient contact surface exists between the slideway side baffle 6 and the pushing support, the arrangement form of the slideway side baffle is strictly installed according to the design form of a drawing; the height of the welding line between the slideway side stop block 6 and the slideway 1 should meet the design requirement to meet the requirement of resisting the pushing counterforce; the initial installation positions of the side stop blocks 6 on all the sliding tracks 1 are at the same axis position, and the initial point is reset at each axis position to reduce the accumulated installation error and meet the requirement of the sliding synchronism; the installation error of the side stop blocks 6 on two sides of the same sliding beam is less than 1mm, and the distance error of the adjacent sliding way side stop blocks 6 is less than 3 mm; the forward sliding and advancing direction of the side stop 6 is strictly forbidden to be welded.
Fifth, the components are assembled
H steel is placed on the 50mm cushion layers on the two sides of the channel of the assembly site to serve as a truss pre-assembly jig frame. Assembling upper and lower chords of the truss by adopting M24 multiplied by 100 high-strength bolts on the H steel jig, paying off and positioning the upper and lower chords, and marking the position positioning line of the web member. After the upper chord and the lower chord of the truss are positioned, the straight web members are assembled. And after the straight web member is assembled, the oblique web member is assembled. After the whole truss rod piece is assembled, the geometric dimensions of the truss are comprehensively checked in the transverse direction, the vertical direction and the diagonal direction, a baffle is welded on the jig frame to prevent displacement, and then symmetrical welding is started. And after all the flat welding seams and all the vertical welding seams on the first surface of the truss are completely welded, turning over and welding the flat welding seams on the next surface. After all welding seams of the whole truss are completely welded, the transverse, vertical and diagonal lines are checked again to comprehensively check the geometric dimensions of the truss, the geometric dimensions meet the design and specification requirements, the truss is fixed and used as a mold for splicing the rear trusses, the first truss is not moved after all the welding seams are completed, the rear trusses are respectively spliced on the first truss, and the previous 7 steps are repeated. And the second truss assembled on the same jig frame is disassembled into five sections, and is subjected to primer coating and fireproof paint spraying. And after finishing the coating of the fireproof paint, dividing the fireproof paint into five sections, and transporting the fireproof paint to an end hoisting area by adopting a flat car. And after the five sections are transported to an end hoisting area by adopting a flat car, H steel is adopted as an assembly jig frame, a whole truss is assembled by adopting high-strength bolts, and the crawler crane waits for hoisting to the roof.
Sixthly, hoisting the components:
and the steel truss girder is subjected to rechecking and checking calculation on the structure and the type of the steel wire rope, the position of a lifting point, the bearing capacity of the foundation and the lifting radius before being lifted.
The steel roof truss hoisting conditions are as follows: the roof truss mounting buttress is free of sundries, the central line is drawn well, and the size is checked and accepted. Tools and rigging required by hoisting are transported to the site, and the tools and rigging are inspected to be qualified for later use. There are a lot of experience, have the operation personnel of steel construction installation experience. The wind force is below four levels in severe weather such as rain, snow, fog and the like. The steel roof truss is assembled on the ground to meet the continuous hoisting condition.
The hoisting scheme is as follows:
this steel truss roof beam hoist and mount construction installs an operation face respectively at both ends head. One of the ends is taken as an example for brief description:
the first step is as follows: the first steel truss is hung to a position away from one axis of the end, and the whole steel truss can not be hoisted in consideration of the bearing capacity of a hoisting machine, so that the first steel truss is divided into three sections which are independently finished by a 200-t crawler crane;
the second step is that: after the first truss is hoisted in place, installing a guy rope for fixing;
the third step: the crawler cranes respectively walk to the double-crane lifting positions;
the fourth step: lifting a second integral truss by the double-machine, moving a 200t crawler crane backwards by 6m to a designated position, completing integral assembly together with a 150t crawler crane, and then lifting by the double-machine;
the fifth step: after the second truss is hoisted in place, installing a guy rope for fixing;
and a sixth step: hoisting and installing a primary beam, a secondary beam and a small beam between the first truss and the second truss;
the seventh step: the whole unit slides forwards by the length of one wheelbase, and the installation position of a third steel truss beam is reserved; firstly, slipping and then hoisting under certain conditions;
eighth step: hoisting a third truss, and hoisting the primary and secondary beams and the small beams after the hoisting is finished;
the ninth step: and the subsequent beams are installed as above until the last beam is installed.
And (3) segmental accumulated slippage:
in the hydraulic synchronous pushing and sliding operation process, the speed of each pushing point is kept constant and synchronous as much as possible. The structure is divided into two slippage subareas, accumulated assembly is carried out step by step, and the structure is accumulated and slipped in place by utilizing a hydraulic synchronous pushing slippage system.
The sliding steps are as follows:
the first step is as follows: after the structures such as the first truss, the second truss and the connecting beam between the first truss and the second truss are installed in place;
the second step is that: sliding the assembled first and second trusses in the middle direction by one wheelbase length, and pausing after the sliding is in place;
the third step: checking and adjusting the flatness of the track to prepare for the sliding of the next truss;
the fourth step: hoisting the next truss in place, and respectively assembling the next truss on the axis and the connecting beam structure on the assembling jig;
the fifth step: sliding the assembled first, second and third trusses in the middle direction by one wheelbase length, and pausing after the sliding is in place;
and a sixth step: checking and adjusting the flatness of the track to prepare for the sliding of the next truss;
the seventh step: repeating the steps to complete the assembly and the sliding of all the trusses;
the slip notice items are as follows:
and (3) enhancing the synchronism monitoring of the sliding process, setting a sliding asynchronous early warning value, and ensuring that the asynchronous value is not more than 30cm in the sliding process as much as possible.
When the sliding process encounters obstacles such as rail clamping or rail gnawing, the operator should stop to check the cause of the rail clamping, avoid forced sliding as much as possible, and continue sliding after the adjustment and correction are completed.
When the number of accumulated sliding trusses is small, due to the fact that structural rigidity is low, different-step displacement is easy to generate in the interior, and therefore early-stage sliding needs to be conducted mainly to monitoring of member purlins, connecting beams, supports and roof truss connection in the longitudinal direction. The support counter-force thrusting forces of the axes of the rails are consistent as much as possible, so that construction control is facilitated.
Seventhly, unloading and positioning
After all the units are slid to be in place, the truss is unloaded to be in place, and the steps are as follows:
the first step is as follows: after the column head slides to the designed position, 5000mm and 4000mm channel steels on two sides of the column head are firstly dismantled.
The second step is that: mounting and dismounting brackets and jacks to jack up the support by 10 mm;
the third step: removing 600mm channel steel of the support section and a steel plate embedded under the channel steel, and performing spot welding on the steel plate and the channel steel for conveniently taking out the steel plate;
the fourth step: cleaning sand and stones and other impurities in the shear resistant pit;
the fifth step: an unloading scheme is performed to drop the pedestal into the shear pit.
Eighth, monitoring and analyzing
In order to master the stress and deformation state of a structural member in the sliding process, ensure construction safety, know the emergency situation in the sliding process in time and reduce the influence of the emergency situation, the whole-process monitoring or partial sliding section monitoring is suggested in the sliding process. The monitoring content mainly comprises: the method comprises the following steps of monitoring the synchronism of each sliding shoe 2, monitoring the stress of part of rod pieces of the truss, monitoring the stress of part of connecting beams or purlines, monitoring the stress of key connecting parts, monitoring the internal deflection of the truss and the like. And immediately feeding back information and taking corresponding emergency measures to process abnormal conditions in monitoring, such as remarkable asynchronous phenomenon, overlarge stress, structural deflection larger than calculated deformation, large sound, support deformation or structural local vibration and the like.
The monitoring and early warning indexes are shown in the following table:
monitoring and early warning index
Claims (7)
1. A hoisting and sliding construction method for a large-span unequal-height support steel truss structure is characterized by comprising the following steps of: the method comprises the following steps:
A. arranging a support on the steel truss, and installing a sliding device and a pushing device; the adopted sliding equipment comprises a sliding track (1) and a sliding shoe (2), a sliding groove is formed in the sliding track (1), the lower part of the sliding shoe (2) is embedded into the sliding groove, the upper part of the sliding shoe (2) is fixedly connected with a sliding support, the adopted pushing equipment comprises a sliding pushing device and a hydraulic output system, the sliding pushing device comprises a pushing device (8) and a hydraulic cylinder (9), the pushing device (8) is installed on the sliding track (1), one end of the hydraulic cylinder (9) is hinged with the pushing device (8), the other end of the hydraulic cylinder (9) is provided with a pushed structure hinged interface, the hydraulic output system comprises a hydraulic pump, an oil tank and a hydraulic pipeline, an inlet of the hydraulic pump is communicated with the oil tank, and an outlet of the hydraulic pump is communicated with the hydraulic cylinder (9) through the hydraulic pipeline; the adopted sliding lifters are multiple, hydraulic reversing valves with the same number as the hydraulic cylinders (9) are connected in parallel between the hydraulic pump and the hydraulic cylinders (9), one hydraulic reversing valve corresponds to one hydraulic cylinder (9), and a pressure maintaining overflow valve is arranged between the outlet of each hydraulic reversing valve and the corresponding hydraulic cylinder (9); the skid shoe (2) comprises a structural support anti-shearing key (3) and a shoe bottom plate (4) arranged at the lower part of the structural support anti-shearing key (3), wherein the structural support anti-shearing key (3) consists of three vertically arranged flat plates, the shoe bottom plate (4) is arranged along the direction vertical to the three flat plates, the front end of the shoe bottom plate (4) is in an upward-tilting arc shape, and arc-shaped chamfers (5) are arranged on two sides of the shoe bottom plate (4);
B. dividing the whole steel truss structure into a plurality of trusses, splicing and molding the divided trusses on the ground, hoisting the steel truss to a specified height by using hoisting equipment, hoisting one truss at a time, splicing the rear hoisted truss in place with the truss hoisted in place before the rear hoisted truss, when the hoisting distance of a certain truss exceeds the fixed-point hoisting operation range of the hoisting equipment, sliding the truss hoisted to the specified height by using sliding equipment and pushing equipment, and hoisting the truss to the specified position by using the hoisting equipment after the space in the operation range of the hoisting equipment is emptied;
C. and after all the sliding operations are finished, the support is detached from the steel truss.
2. The hoisting and sliding construction method for the large-span unequal-height support steel truss structure according to claim 1, characterized in that: during construction, after the trusses located in the middle of the steel truss are lifted to a specified height at two ends of the plant, the trusses with the lifted ends in place are slid towards the middle at the same time, a space in the operation range of a hoisting device is left, then the trusses adjacent to the two ends of the sliding structure (13) are lifted in place and spliced with the two ends of the sliding structure, then the spliced steel truss is slid towards the middle from the two ends of the plant, the space in the operation range of the hoisting device is left, and the processes of lifting, splicing and sliding at the two ends are repeated until all the trusses are lifted in place and spliced into the complete steel truss.
3. The hoisting and sliding construction method for the large-span unequal-height support steel truss structure according to claim 1, characterized in that: the mechanical simulation analysis of the sliding process of the steel truss is carried out before the construction, the weakest point of the structural stress and the maximum asynchronous allowable value of the sliding in the sliding process are calculated, the part which does not reach the standard in the analysis result is strengthened, and the asynchronous quantity is controlled not to exceed the asynchronous allowable value in the sliding process.
4. The hoisting and sliding construction method for the large-span unequal-height support steel truss structure according to claim 1, characterized in that: and in the sliding process, the deflection change of the two spans of the steel truss, the stress change of the rod piece and the synchronism of the sliding of each support are monitored.
5. The hoisting and sliding construction method for the large-span unequal-height support steel truss structure according to claim 1, characterized in that: in the sliding process, the pushing pressure and the stroke of the pushing equipment are monitored, and the pushing pressure and the stroke of the pushing equipment are monitored.
6. The hoisting and sliding construction method for the large-span unequal-height support steel truss structure according to claim 1, characterized in that: the outer side of the sliding rail (1) is also provided with a side stop block (6).
7. The hoisting and sliding construction method for the large-span unequal-height support steel truss structure according to claim 1, characterized in that: in the step C, firstly channel steels on two sides of the column head are dismantled, then unloading brackets and jacks are installed to jack the support to a certain height, then the channel steels on the support section and embedded steel plates below the channel steels are removed, then sand stones and other sundries in the shear resistant pit are cleaned, and finally the support is unloaded to enable the support to fall into the shear resistant pit.
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