CN108468430A - The not contour bearing steel truss structure hoisting slide construction of large span - Google Patents
The not contour bearing steel truss structure hoisting slide construction of large span Download PDFInfo
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- CN108468430A CN108468430A CN201810201269.4A CN201810201269A CN108468430A CN 108468430 A CN108468430 A CN 108468430A CN 201810201269 A CN201810201269 A CN 201810201269A CN 108468430 A CN108468430 A CN 108468430A
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- steel truss
- pin
- sliding
- large span
- truss structure
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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
-
- 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
-
- 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
Abstract
The invention discloses a kind of not contour bearing steel truss structure hoisting slide construction of large span, the not contour bearing steel truss structure hoisting slide construction of especially a kind of large span being related to the realm of building construction, including following steps：A, bearing, mounting slip equipment and incremental launching device are set on steel truss；B, Pin is divided, assembly molding, specified altitude assignment is risen to steel truss is hung, it hangs every time and rises a Pin, the Pin for being raised to position is hung afterwards with the Pin for being raised to position has been hung before it to be spliced, using slip device and incremental launching device to Pin before into line slip, after vacating the space in hanging device job area, then hangs and rise the Pin steel truss to designated position；C, after the completion of sliding, bearing is disassembled.The not contour bearing steel truss structure hoisting slide construction of the large span of the application can reduce hoisting machinery grade threshold and energy consumption, reduce preassembling floor space, reduce the deformation of member, improve structure global formation quality.
Description
Technical field
The present invention relates to a kind of not contour bearing steel truss structure hoisting slide construction of large span, especially one kind relates to
And the not contour bearing steel truss structure hoisting slide construction of the large span of the realm of building construction.
Background technology
With the development of architectural construction technology, steel construction has because of it from heavy and light, easily peace are torn open, precision is high, the period is short, residual value
High, the features such as anti-seismic performance is good, low in the pollution of the environment, is increasingly favored by market, be widely used in each building structure field.
Meanwhile complicated steel structure system can be decomposed by component, realize design, processing, storage and transportation, installation streamlined class production line operation,
Proportion is factory produced in increasing, reduces the time cost of situ wet operation and maintenance, and reduction manual operations is brought primary inclined
Difference；It is more efficiently controllable ＂ centralized systems with traditional class agricultural Model of ＂ casts in situs ＂ that building trade, which is altered in steps, for a long time
Make ＂ progress in industrialization；It is the key breakthrough direction of construction industry transition and upgrade.The developed countries such as America and Europe steel building
Accounting, especially based on large span large space public building and large-sized workshop field substantially be more than steel-concrete
Structure.
But for the lifting requirements of the not contour bearing steel truss structure of the lifting of large-scale steel structure, especially large span compared with
It is high.The common construction method of large span space steel truss has at present：Assembly in pieces at height, slitting piecemeal lift-on/lift-off system, integral hoisting
Method, integrated lifting, Integral Lifting, Pantadome methods, folding and expanding Method for Installation etc..When construction hoist lifting is in place tired
Difficulty, construction hoist job area is relatively narrow, and assembled floor space is by prescribing a time limit, for the not contour bearing steel truss structure of large span
Lifting with regard to extremely difficult, and Lift-on/Lift-off System in the prior art not can solve the problem.
Invention content
It can solve the problems, such as that construction hoist lifting is in place difficult the present invention provides a kind of, reduce hoisting machinery grade
Threshold and energy consumption reduce preassembling floor space while can reduce the deformation of member, improve structure global formation quality it is big across
The not contour bearing steel truss structure hoisting slide construction of degree.
The present invention in order to solve the above problem used by large span contour bearing steel truss structure hoisting slide is not constructed work
Method, including following steps：
A, bearing, mounting slip equipment and incremental launching device are set on steel truss；
B, entire seat steel truss structure is divided into multiple Pin, ready-portioned Pin assembly is molded on ground, is set with lifting
Standby hang steel truss rises to specified altitude assignment, hangs rise a Pin every time, after hang the Pin for being raised to position and hung before it and be raised to position
Pin spliced, when a certain Pin is when hanging lift from fixed-point installation job area more than hanging device, then set using sliding
Standby and incremental launching device vacates the sky in hanging device job area to having hung the Pin for rising to specified altitude assignment before into line slip
Between after, then hung with hanging device and rise the Pin steel truss to designated position；
C, after the completion of all slip operations, bearing is disassembled from steel truss.
Further, in construction, first workshop both ends by among steel truss the Pin at position hang and be raised to specified height
After degree, both ends is allowed to hang the Pin for being raised to position simultaneously to centre sliding, after vacating the space in hanging device job area, then in cunning
It moves structure (13) both ends to hang Pin adjacent thereto and is raised to position and therewith splices, then by spliced steel truss from workshop two
Hold to centre and slide, vacate the space in hanging device job area, repeat aforementioned both ends hang liter, splicing, the process of sliding it is straight
It is hung to all Pin and is raised to position and is spliced into complete steel truss.
Further, the mechanical simulation for carrying out slipping to steel truss before construction is analyzed, calculate in slipping
Structure stress most weak spot and the maximum asynchronous permissible value of sliding, reinforce part not up to standard in analysis result, in cunning
Asynchronous amount is controlled during moving is no more than asynchronous permissible value.
Further, to two across mid-span deflection variations of steel truss, rod piece stress variation and each in slipping
The synchronism of bearing sliding is monitored.
Further, the pushing tow pressure and stroke to incremental launching device are monitored.
Further, used slip device includes sliding rail and piston shoes, cunning is provided on the sliding rail
The lower part of slot, the piston shoes is embedded in sliding slot, and the top of the piston shoes is fixedly connected with slip support abutment, and used pushing tow is set
Standby includes sliding pusher and hydraulic pressure output system, and the sliding pusher includes holding device and hydraulic cylinder, described to hold out against dress
It sets on sliding rail, described hydraulic cylinder one end is hinged with holding device, and the other end is provided with hingedly to be connect by selection structure
Mouthful, the hydraulic pressure output system includes hydraulic pump, fuel tank, fluid pressure line, and the import of the hydraulic pump is connected to fuel tank, described
The outlet of hydraulic pump is connected to by fluid pressure line with hydraulic cylinder.
Further, used sliding pusher is multiple, it is parallel between hydraulic pump and hydraulic cylinder and hydraulic pressure
The identical hydraulicdirectional control valve of cylinder quantity, a hydraulicdirectional control valve correspond to a hydraulic cylinder, in the outlet of each hydraulicdirectional control valve and its
It is provided with holding overflow valve between corresponding hydraulic cylinder.
Further, the piston shoes include structural bearings shear key and the sole in structural bearings shear key lower part are arranged
Plate, the tablet that the structural bearings shear key is vertically arranged by three pieces form, and the sole plate is along vertical with three pieces of tablets
Direction setting, the sole front edge of board is the arc being upturned, and the both sides of sole plate be provided with arc fall
Angle.
Further, being additionally provided with side block blocks on the outside of the sliding rail.
Further, removing column cap both sides channel steel first in step C, then installation unloading bracket and jack will prop up
Seat jack up certain altitude, remove pre-embedded steel slab under abutment segment channel steel and channel steel again later, then clear up shearing resistance hole in sandstone and its
His sundries, last unloading support seat make it fall into shearing resistance hole.
The beneficial effects of the invention are as follows：Using the sliding construction engineering method of the application, the side for being segmented whole Pin liftings may be used
Each component is first assembled into whole Pin on ground, significantly reduces high-altitude installation exercise amount by formula.It is used in slipping
The mode of pushing tow keeps sliding steady and controllable, can effectively ensure that stability and the safety of whole installation process.Utilize this
The sliding construction engineering method of application, is constructed by hoisting slide, can reduce hoisting machinery grade threshold and energy consumption and integral hoisting
It compares, reduce preassembling floor space while the deformation of member can be reduced, improve splicing precision, improve structure global formation matter
Amount, and can minimize and be interfered with each other with cross-operation such as civil engineerings, it is conducive to promote concurrent construction, is not necessarily to concrete knot
The expense that structure is reinforced increases only slip device and track expenditure, even if in narrow space, the limited feelings of lifting equipment walking
The lifting of the not contour bearing steel truss structure of large span can also be completed under condition.
Description of the drawings
Fig. 1 is the structural schematic diagram of the present invention；
Fig. 2 is the schematic diagram of Sliding Structures of the present invention；
Fig. 3 is the structural schematic diagram of piston shoes of the present invention；
Fig. 4 is the structural schematic diagram of pushing tow system of the present invention；
In figure label for：It is sliding rail 1, piston shoes 2, structural bearings shear key 3, sole plate 4, chamfering 5, side block blocks 6, pre-
Embedded part 7, holding device 8, hydraulic cylinder 9, connection otic placode 10, steel truss support 11, lifting equipment 12, Sliding Structures 13.
Specific implementation mode
The invention will be further described below in conjunction with the accompanying drawings.
The not contour bearing steel truss structure hoisting slide construction of large span as shown in Figure 1, Figure 2, Figure 3, Figure 4, packet
Include following steps：
A, bearing, mounting slip equipment and incremental launching device are set on steel truss；
B, entire seat steel truss structure is divided into multiple Pin, ready-portioned Pin assembly is molded on ground, is set with lifting
Standby hang steel truss rises to specified altitude assignment, hangs rise a Pin every time, after hang the Pin for being raised to position and hung before it and be raised to position
Pin spliced, when a certain Pin is when hanging lift from fixed-point installation job area more than hanging device, then set using sliding
Standby and incremental launching device vacates the sky in hanging device job area to having hung the Pin for rising to specified altitude assignment before into line slip
Between after, then hung with hanging device and rise the Pin steel truss to designated position；
C, after the completion of all slip operations, bearing is disassembled from steel truss.
Using the sliding construction engineering method of the application, the mode for being segmented whole Pin liftings may be used, first on ground by each structure
Part is assembled into whole Pin, significantly reduces high-altitude installation exercise amount.In slipping by the way of pushing tow, keep sliding flat
It is steady and controllable, it can effectively ensure that stability and the safety of whole installation process.Using the sliding construction engineering method of the application,
It is constructed by hoisting slide, hoisting machinery grade threshold and energy consumption can be reduced, compared with integral hoisting, reduced preassembling and take up an area
Area while the deformation of member can be reduced, improve splicing precision, improve structure global formation quality, and can minimize with
The cross-operation such as civil engineering interfere with each other, and are conducive to promote concurrent construction, the expense without concrete structure reinforcement, increase only
Slip device and track expenditure, even if large span can also be completed in the case where the walking of narrow space lifting equipment 12 is limited
The lifting of not contour bearing steel truss structure.
In construction, first both ends after the Pin at position hangs and is raised to specified altitude assignment among steel truss, will be allowed at workshop both ends
It hangs the Pin for being raised to position while being slid to centre, after vacating the space in hanging device job area, then will at Sliding Structures both ends
Pin adjacent thereto, which is hung, to be raised to position and splices therewith, is then slid spliced steel truss from workshop both ends to centre, is vacated
Space in hanging device job area, repeat aforementioned both ends hang liter, splicing, sliding process be raised to until all Pin are hung
Position is simultaneously spliced into complete steel truss.Using the construction method of aforementioned segmentation accumulation slippage, sliding difficulty is not only reduced, also
Construction efficiency can be effectively improved, the precision of spicing forming type is improved；Sliding velocity is controllable and efficient, up to 12m/h.By two
The lifting equipment 12 of setting is held to organize to lift simultaneously, truss is doubled from both ends to median cumulative sliding velocity, and in work progress
Lower part synchronization job is not influenced, shortens the duration, improves working efficiency.
The mechanical simulation that slipping is carried out to steel truss before construction is analyzed, and it is most thin to calculate structure stress in slipping
Weakness and the maximum asynchronous permissible value of sliding, reinforce part not up to standard in analysis result, are controlled in slipping
Asynchronous amount is no more than asynchronous permissible value.When due to analysis Steel Structural Design based on dead load and design load, do not fill
Divide and consider whether the effect of the stress in installation process under different operating modes is more than material mechanical performance limit value, to determine whether to need
The tie element that bearing capacity requirement is not achieved in former design is replaced, and can be arranged in slipping not according to analysis result
The early warning value of synchronous amount.
To two across mid-span deflection variations, rod piece stress variation and each steel truss support 11 of steel truss in slipping
The synchronism of sliding is monitored.Since the slipping of the application is a Pin or more truss structures into line slip, slipping
Steel truss stressing conditions are complicated, cause the nonsynchronous factor of steel truss integral slipping also very much, and each steel truss support 11
Designed elevation also differs, and to ensure the quality of steel truss after lifting, steel truss is avoided to be damaged in slipping, this
Application is monitored its slipping.Even if but how to monitor simultaneously accurately could find to protect steel truss in slipping
There is damaged trend, carry out and take corresponding safeguard measure, is the problem of sliding construction.To this application from mid-span deflection
Three aspects of synchronism that variation, rod piece stress variation and each steel truss support 11 slide are simultaneously to the steel in slipping
Truss is monitored, and has taken into account displacement output, and whole amount of deflection changes, synchronous with steel truss that part stress variation is reflected
Property, it ensure that monitoring ground promptness, reliability, accuracy and comprehensive.The survey of roof truss span centre lower edge is mainly monitored when specific implementation
Point position, the height difference variation according to total powerstation in the construction process, calculates the situation of change of measuring point degree of disturbing.Pass through
The strain of the main control rod piece of monitoring, then calculates according to stress and strain relationship, and the elasticity modulus of construction material is it is known that logical
The measurement of overstrain variation, it is known that the variation of rod piece stress.The change of total powerstation and creep setpoint can be monitored by observing total powerstation
Change, weigh the synchronism in slipping, putting down for each measuring point is consistent away from variation, it was demonstrated that synchronism is preferable, otherwise is poor.It is right
The abnormal conditions occurred in monitoring, such as significant asynchrony phenomenon, excessive stress, structural deflection, which are more than, to be calculated deformation, goes out
The now big sound, support deforms or local vibration etc. occurs in structure, is fed back immediately into row information, takes corresponding emergent
Measure is handled.
In slipping, the pushing tow pressure and stroke of incremental launching device are monitored.By to pushing tow pressure and stroke
The detection and analysis of variation can quickly learn that some pushing tow point whether occur during pushing tow " clamp rail " occurs or " gnaw
Whether the displacement of rail ", each pushing tow point synchronizes, and case above can be fed back to control system, control system control top
Equipment adjustment pushing tow parameter is pushed away, is damaged to avoid to steel truss.
Used slip device includes sliding rail 1 and piston shoes 2, and sliding slot, the cunning are provided on the sliding rail 1
In the lower part insertion sliding slot of boots 2, the top of the piston shoes 2 is fixedly connected with slip support abutment, and used incremental launching device includes sliding
Pusher and hydraulic pressure output system are moved, the sliding pusher includes holding device 8 and hydraulic cylinder 9, and the holding device 8 is pacified
On sliding rail 1,9 one end of the hydraulic cylinder is hinged with holding device 8, and the other end is provided with by selection structure hinged interface,
The hydraulic pressure output system includes hydraulic pump, fuel tank, fluid pressure line, and the import of the hydraulic pump is connected to fuel tank, the hydraulic pressure
The outlet of pump is connected to by fluid pressure line with hydraulic cylinder 9.The application drives steel truss support 11 to slide using hydraulic cylinder 9, hydraulic pressure
It can be coordinated using Sliding Structures and piston shoes 2 by connection otic placode 10 and pin connection between cylinder and steel truss support, constraint sliding
Bearing keeps slipping safe, steady, accurate, reliable along 1 accurate movement of sliding rail.
Used sliding pusher is multiple, is parallel between hydraulic pump and hydraulic cylinder 9 identical as 9 quantity of hydraulic cylinder
Hydraulicdirectional control valve, hydraulicdirectional control valve corresponds to a hydraulic cylinder 9, corresponding to the outlet of each hydraulicdirectional control valve and its
It is provided with holding overflow valve between hydraulic cylinder 9.The application uses the form of multiple hydraulicdirectional control valves parallel connection, each hydraulic pressure commutation
Valve all one hydraulic cylinders 9 of independent control, do not interfere between each other, and synchronous push may be implemented, and improve sliding precision.To every
The maximum jacking force of platform sliding pusher is set, and when encountering jacking force beyond setting value, sliding pusher is taken automatically
Overflow pressurize, can effectively prevent occurring that the distribution of pushing tow point loading is serious uneven is damaged to steel construction.
The piston shoes 2 include the anti-shearing key 3 of structural bearings and the sole plate 4 in anti-shearing 3 lower part of key of structural bearings are arranged,
The tablet that the anti-shearing key of the structural bearings 3 is vertically arranged by three pieces forms, and the sole plate 4 hangs down along with three pieces of tablets
Straight direction setting, 4 front end of sole plate is the arc being upturned, and the both sides of sole plate 4 are provided with arc
Chamfering 5.The piston shoes 2 of the application Sliding Structures are ingenious to utilize the anti-shearing key 3 of structural bearings, increases sole in the lower part of shear key
Plate 4, makes being uniformly distributed for compression on piston shoes 2 and sliding rail contact surface, and globality is strong, Path of Force Transfer clear and definite, bearing capacity
It is high.In addition, the application is also the arc that front end use is upturned in the direction of 4 front end piston shoes 2 of sole plate movement, and
The both sides of sole plate 4 are provided with the chamfering 5 of arc, reduce the contact of piston shoes 2 front end and sliding rail 1, make it in slipping
In, it can be effectively prevent the phenomenon that slip support abutment is because of slideway out-of-flatness " clamp rail " and " gnawing rail ", effectively solve steel truss sliding not
Synchronous situation.
The outside of the sliding rail 1 is additionally provided with side block blocks 6.The application is also additionally provided in the outside of sliding rail 1
Side block blocks 6 make it play and resist slip support abutment thrust and horizontal force action, make the overall stiffness and bearing capacity of sliding rail 1
All it is greatly improved.
Remove column cap both sides channel steel first in step C, then installation unloads bracket and jack by steel truss support 11
Certain altitude is jacked up, removes pre-embedded steel slab under 11 sections of channel steels of steel truss support and channel steel again later, is then cleared up husky in shearing resistance hole
Stone and other sundries, finally unloading steel truss support 11 makes it fall into shearing resistance hole.Shearing resistance is arranged in the application below slip support abutment
Embedded board is arranged on shearing resistance hole top in hole, and embedded board covers shearing resistance hole in slipping, and piston shoes 2 can be cheated smoothly from shearing resistance
Top passes through, and after the sliding in place of all units, then pre-embedded steel slab is taken out, dismantles slip support abutment, slip support abutment is made smoothly to fall into
In shearing resistance hole.Using aforementioned form of construction work, fallen directly into shearing resistance hole after sliding support dismounting, therefore easy to operate, safety
Height, since shearing resistance hole is located at ground level hereinafter, therefore saving place, convenient for construction.
The engineering method of the present invention is more suitable for cross-operation work post, truss span 90-120m, Pin number 40-50 Pin, skidding distance
400-500m, sliding weight 5000-6000t, sliding rail 1 are not applied at the scene of the steel truss roof structure of same level absolute altitude
Work, especially narrow space, duration anxiety, large lifting equipment 12 can not cover whole working regions or use other construction parties
When method construction economy is ineffective, it can be solved the problems, such as using this method.
Embodiment 1
Preparation of construction：
One, the selection of equipment and arrangement.According to the dead weight of steel truss and size, in conjunction with 12 situation of market lifting equipment and conjunction
Same cost requirement determines the model and quantity of lifting equipment 12.According to the dead weight of steel truss and size, the steel that need to be slid is calculated
The quality and the frictional force in slipping of truss select hydraulic pushing equipment, hydraulic pump source equipment, computer synchronous control
And the model of sensing and detecting system, determine the arrangement and slip scheme of pushing tow point.In slipping, what pusher was applied
Frictional force F between thrust and all piston shoes 2 and sliding rail reaches balance.By Calculation and Analysis of Force, certainly due to intermediate orbit sliding
Weight is larger, so intermediate orbit arranges a pushing tow point every two truss structures.
Two, structural calculation and design
Using finite element analysis software ANSYS or MIDAS, actual loading situation is simulated, establishes three-dimensional simulation model simulation
Sliding construction process calculates structure stress most weak spot and the maximum asynchronous permissible value of sliding in slipping.Analyze steel construction
When design based on dead load and design load, the work of the mount stress in installation process under different operating modes is not fully considered
With whether more than material mechanical performance limit value；To determine the need for replacing the company that bearing capacity requirement is not achieved in former design
The early warning value of asynchronous amount in slipping is arranged in tie-rod part.
Three, Ground arrangement and basement process requirement
Assembled moulding bed is set up：Because roof truss needs whole Pin setting-outs, place space should be met the requirements.To meet foundation bearing capacity, palpus
Grinding compacting is smooth and pours 10cm bed courses, and I-steel of arranging thereon puts truss loose mail above moulding bed, mats formation as moulding bed
Girder steel etc., as sample placement platform.
The requirement of crawler crane walking passageway：Straight section walking width 8m, and both sides are cheated without big hole side；Turn width 12m；Ground
Base bearing capacity >=0.2Mpa, road grade≤3 ‰.
Crawler crane walking, hoisting passage bearing pressure of foundation it is necessary >=0.2Mpa；Basement process must be carried out if it cannot meet.
Four, mounting slip interim measures
3 groups of elongated sliding rails 1 are arranged in structure sliding construction altogether, are respectively arranged at two ends and the center of structure.It is sliding
1 center line of track is moved to overlap with bearing center line.Track is made of 16b channel steels and side block blocks 6.16b channel steels are welded with built-in fitting 7
Fixation is connect, load-bearing and guiding role are played in slipping.6 specification of side block blocks is 20 × 40 × 150mm, material Q235B, weldering
16b channel steels edge of a wing both sides are connected on, plays and resists slip support abutment thrust and horizontal force action.6 weld seam of side block blocks uses dihedral angle
Weld seam, by welding seam calculating, foot welding height is not less than 10mm.
To ensure the levelness of slideway inner surface, reduces the obstruction in slipping, reduces the coefficient of sliding friction, slideway exists
When laying, it should accomplish：Improve mass intensity, rigidity and the flatness of slide rail section, the stringent height for controlling track section joint
Difference is within the scope of tolerance 1mm, it is ensured that levelling pad and reach can after necessary intensity requirement for back-grouting below track
Implement sliding；1 center line of sliding rail should be controlled with sliding disalignment within ± 3mm；Steel slide block and sliding rail 1
Upper surface should answer coating butter to lubricate before sliding；Slideway side block blocks 6 are played directly against pushing reaction and sliding precision control
The effect of system, therefore during the installation process it should be noted that the following aspects：To ensure between slideway side block blocks 6 and pushing tow bearing
There are enough contact surfaces, the setting form of slideway side shield that should be installed in strict accordance with layout design pattern；Slideway side block blocks 6 with
The weld bead height of sliding rail 1 should meet design requirement, to meet the requirement for resisting pushing reaction；On all sliding rails 1
The starting installation site of side block blocks 6 should be at same axial location, and resets starting point at every axial location, with
Reduce installation accumulated error, meets the requirement of sliding synchronization；6 installation error of side block blocks of same sliding beam both sides should be less than
The interval error of 1mm, adjacent slideway side block blocks 6 should be less than 3mm；6 front sliding direction of advance of side block blocks is forbidden to weld.
Five, component assembly
H steel is put above 50 ㎜ bed courses of assembled place channel both sides as truss preassembling moulding bed.It is adopted on H steel moulding beds
With lower edge on the high-strength bolt assembly truss of M24 × 100, and unwrapping wire positions on upper lower edge, while marking web member
Position position line.On truss after lower edge positioning, vertical web rod is assembled.After assembled vertical web rod is completed, diagonal web member is assembled.One is whole
After truss structure rod piece assembly is completed, horizontal, vertical, diagonal line checks the geometric dimension of truss comprehensively, and is welded on moulding bed
Baffle prevents displacement, then starts to be symmetrically welded.All welding is completed for all downhand welds in the first face of truss and all cross joints
After, the downhand weld of the lower one side of turn-over welding.Entire all weld seams of truss are after all welding is completed, check again it is horizontal,
Perpendicular, diagonal line checks the geometric dimension of truss comprehensively, meets design and code requirement, is fixed, as the assembly of truss below
Mold, the first truss structure is motionless after being fully completed, behind truss it is assembled on the first truss structure respectively, repeat front 7
A step.The second assembled truss structure is completed above the same moulding bed be divided into five sections to disassemble, carry out benefit priming, spraying
Fireproof coating.Fireproof coating application is divided into five sections after completing, and is transported to end lifting region using flat car.It is divided into five sections
It is transported to the lifting region of end using flat car, uses high-strength bolt the whole purlins Pin as assembling jig frame using H steel
Frame assembles, and crawler crane is waited for lift to roofing.
Six, lifting component：
Steel Truss Beam lifting before reply steel wire rope construction and type, the position of suspension centre, foundation bearing capacity, lifting radius into
Row review checking computations.
Steel roof truss lifts the condition that should have：No-sundries, center line are answered to finish on roof truss installation buttress, size has been checked and accepted
It finishes.Tool, rigging needed for lifting transport scene to, for use after passed examination.There is a batch experienced, there is steel construction peace
The operating personnel of dress experience.The bad weathers such as non-sleet mist, wind-force is below level Four.On ground, assembling should meet company to steel roof truss
Continuous lifting condition.
Hoisting Program：
This Steel Truss Beam lifting construction disposes a work surface respectively in two ends.It is sketched by taking wherein one end as an example：
The first step：First Pin steel truss should be hung to the position away from one axis in end, it is contemplated that the bearing capacity of lifting machine
Problem can not achieve whole Pin liftings, so being divided into three sections, by 200t crawler crane complete independentlies；
Second step：After the lifting of first truss structure is in place, installation cable wind rope is fixed；
Third walks：Crawler crane is walked respectively arrives double-machine lifting crane position；
4th step：The 2nd Pin entirety truss of double-machine lifting crane, 200t crawler cranes move back 6m to designated position, with 150t crawler belts
It hangs one and at first completes integral assembling, then double-machine lifting crane；
5th step：After the lifting of second truss structure is in place, installation cable wind rope is fixed；
6th step：It lifts and the primary-secondary beam and girder between the first and second truss structure is installed；
7th step：The whole length for sliding a wheelbase forward of unit, reserves the installation site of the 3rd Pin Steel Truss Beams；It is assorted
In the case of advanced line slip, then lift；
8th step：The 3rd Pin is lifted, lifts primary-secondary beam and girder after the completion；
9th step：Follow-up beam installation is same as above, until installing last Pin.
It is segmented accumulation slippage：
Each pushing tow spot speed is set to remain a constant speed, synchronize in hydraulic synchronization thrusting slip operation process as possible.It divides a structure into
Two sliding subregions, it is assembled to carry out accumulation by cross, utilize " hydraulic synchronization thrusting slip " system by structure accumulation slippage in place.
Steps are as follows for sliding：
The first step：First and second truss structure and between the structures installation such as linking beam it is in place after；
Second step：To assembled one vehicle wheel base length of the first and second truss structure completed of intermediate direction sliding, after sliding in place
Pause；
Third walks：Track flatness is checked and adjusted, is ready for the sliding of next truss structure；
4th step：Lifting next truss structure in place, on assembled moulding bed respectively the lower truss structure of assembled axis and between link
Girder construction；
5th step：As soon as to the first, second and third truss structure vehicle wheel base length of intermediate direction sliding assembled completion, sliding
Suspend behind position；
6th step：Track flatness is checked and adjusted, is ready for the sliding of next truss structure；
7th step：It repeats the above steps and completes the assembly and sliding of all truss；
Slide points for attention：
The synchronism monitoring for reinforcing slipping, should be arranged the asynchronous early warning value of sliding, ensure in slipping as possible not
Synchronization value is no more than 30cm.
When meeting with clamp rail in slipping or gnawing the obstacles such as rail, the interim card that should stop checks reason, avoids sliding by force as possible
It moves, is further continued for sliding after the completion of correction to be adjusted.
When accumulation slippage Pin numbers are few, since the rigidity of structure is smaller, inside is more prone to different step displacements, therefore early period is slided
It moves and emphasis is answered to reinforce the monitoring connected to the component purlin of longitudinal direction, linking beam, support and its roof truss.It should make each axis of an orbit
The end reaction jacking force of line is as consistent as possible, is convenient for Construction control.
Seven, it drops in place
After whole complete sliding in place of unit, truss drops that in place steps are as follows：
The first step：After being slid onto design position, column cap both sides 5000mm and 4000mm channel steel is removed first.
Second step：Bearing is jacked up 10mm by installation unloading bracket and jack；
Third walks：Pre-embedded steel slab under abutment segment 600mm channel steels and channel steel is removed, it can be by steel plate and slot for convenience of steel plate is taken out
Steel spot welding；
4th step：Clear up sandstone and other sundries in shearing resistance hole；
5th step：It executes unloading scheme and bearing is fallen into shearing resistance hole.
Eight, monitoring analysis
In order to grasp the stress and deformation state of structural elements in slipping, it is ensured that construction safety understands sliding in time
Emergency situations and reduce its influence in the process, it is proposed that monitored over time or the monitoring of partial slip section are carried out in slipping.Monitoring
Content includes mainly：The synchronism monitorings of each piston shoes 2, the stress monitoring of truss portion rod piece, part linking beam or purlin are answered
Power monitoring, the stress monitoring of crucial connecting portion and truss across interior deflection monitoring etc..For the exception occurred in monitoring
Situation, such as significant asynchrony phenomenon, excessive stress, structural deflection, which are more than, to be calculated deformation, the big sound, support hair occurs
There is local vibration etc. in the shape that changes or structure, are fed back immediately into row information, corresponding emergency measure is taken to be handled.
Monitoring and warning index see the table below shown：
Monitoring and warning index
Claims (10)
1. the not contour bearing steel truss structure hoisting slide construction of large span, it is characterised in that：Including following steps：
A, bearing, mounting slip equipment and incremental launching device are set on steel truss；
B, entire seat steel truss structure is divided into multiple Pin, is molded ready-portioned Pin assembly on ground, it will with hanging device
Steel truss, which is hung, rises to specified altitude assignment, hang every time rise a Pin, after hang be raised to position Pin and hung the Pin for being raised to position before it
Spliced, when a certain Pin is when hanging lift from fixed-point installation job area more than hanging device, then utilize slip device and
Incremental launching device to having hung the Pin for rising to specified altitude assignment into line slip before, after vacating the space in hanging device job area,
It is hung again with hanging device and rises the Pin steel truss to designated position；
C, after the completion of all slip operations, bearing is disassembled from steel truss.
2. the not contour bearing steel truss structure hoisting slide construction of large span as described in claim 1, it is characterised in that：
In construction, first allows both ends to hang after the Pin at position hangs and is raised to specified altitude assignment among steel truss at workshop both ends and be raised to position
Pin slid simultaneously to centre, after vacating the space in hanging device job area, then will therewith at Sliding Structures (13) both ends
Adjacent Pin, which is hung, to be raised to position and splices therewith, is then slid spliced steel truss from workshop both ends to centre, is vacated lifting
Space within the scope of equipment operation, repeat aforementioned both ends hang liter, splicing, sliding process be raised to position until all Pin are hung and spell
It is connected into complete steel truss.
3. the not contour bearing steel truss structure hoisting slide construction of large span as described in claim 1, it is characterised in that：
The mechanical simulation that slipping is carried out to steel truss before construction is analyzed, and structure stress most weak spot and cunning in slipping are calculated
Maximum asynchronous permissible value is moved, part not up to standard in analysis result is reinforced, asynchronous amount is controlled in slipping
No more than asynchronous permissible value.
4. the not contour bearing steel truss structure hoisting slide construction of large span as described in claim 1, it is characterised in that：
The synchronism of two across mid-span deflection variations of steel truss, rod piece stress variation and each bearing sliding is carried out in slipping
Monitoring.
5. the not contour bearing steel truss structure hoisting slide construction of large span as described in claim 1, it is characterised in that：
In slipping, the pushing tow pressure and stroke of incremental launching device are monitored, the pushing tow pressure and stroke to incremental launching device into
Row monitoring.
6. the not contour bearing steel truss structure hoisting slide construction of large span as described in claim 1, it is characterised in that：
Used slip device includes sliding rail (1) and piston shoes (2), and sliding slot, the piston shoes are provided on the sliding rail (1)
(2) in lower part insertion sliding slot, the top of the piston shoes (2) is fixedly connected with slip support abutment, and used incremental launching device includes
Slide pusher and hydraulic pressure output system, the sliding pusher includes holding device (8) and hydraulic cylinder (9), described to hold out against dress
(8) are set on sliding rail (1), described hydraulic cylinder (9) one end is hinged with holding device (8), and the other end is provided with and is pushed away
Structure hinged interface, the hydraulic pressure output system include hydraulic pump, fuel tank, fluid pressure line, the import of the hydraulic pump and fuel tank
Connection, the outlet of the hydraulic pump is connected to by fluid pressure line with hydraulic cylinder (9).
7. the not contour bearing steel truss structure hoisting slide construction of large span as claimed in claim 6, it is characterised in that：
Used sliding pusher is multiple, and liquid identical with hydraulic cylinder (9) quantity is parallel between hydraulic pump and hydraulic cylinder (9)
Reversal valve, a hydraulicdirectional control valve is pressed to correspond to a hydraulic cylinder (9), in the outlet of each hydraulicdirectional control valve and the hydraulic pressure corresponding to it
Cylinder is provided with holding overflow valve between (9).
8. the not contour bearing steel truss structure hoisting slide construction of large span as claimed in claim 6, it is characterised in that：
The piston shoes (2) include the sole plate (4) of the anti-shearing key of structural bearings (3) and setting in the anti-shearing key of structural bearings (3) lower part,
The tablet that the anti-shearing key of structural bearings (3) is vertically arranged by three pieces forms, and the sole plate (4) is along equal with three pieces of tablets
Vertical direction setting, sole plate (4) front end is the arc being upturned, and is provided in the both sides of sole plate (4)
The chamfering (5) of arc.
9. the not contour bearing steel truss structure hoisting slide construction of large span as claimed in claim 6, it is characterised in that：
It is additionally provided with side block blocks (6) on the outside of the sliding rail (1).
10. the not contour bearing steel truss structure hoisting slide construction of large span as described in claim 1, feature exist
In：Remove column cap both sides channel steel first in step C, then bearing is jacked up certain altitude by installation unloading bracket and jack,
It removes pre-embedded steel slab under abutment segment channel steel and channel steel again later, then clears up sandstone and other sundries in shearing resistance hole, finally unload
Bearing makes it fall into shearing resistance hole.
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