CN205558304U - Hoist and mount system of large -scale steel gallery truss - Google Patents
Hoist and mount system of large -scale steel gallery truss Download PDFInfo
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- CN205558304U CN205558304U CN201620077673.1U CN201620077673U CN205558304U CN 205558304 U CN205558304 U CN 205558304U CN 201620077673 U CN201620077673 U CN 201620077673U CN 205558304 U CN205558304 U CN 205558304U
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Abstract
The utility model discloses a hoist and mount system of large -scale steel gallery truss, the hoist and mount system includes lifting point, the hoisting point with install the jack lifting means between the two, lifting point includes first hoisting frame of being connected with major structure no. 1 and the second hoisting frame of being connected with major structure no. 2, the pre -buried shaped steel roof beam that all has high and parallel arrangement such as two in two hoisting frames, its tip is established to lifting point, a box bracket is respectively welded to the both sides of the lifting point roof beam body, jack of installation on every box bracket, antitorque girder steel of welding between two inboard box brackets, establish on the steel gallery truss four respectively with the support body on the vertical hoisting point that corresponds of lifting point, steel strand wires are from the last box bracket that down passes, pass behind the hoisting point fixedly with the ground tackle down. Four hoisting point synchronous lifting during the construction. The utility model relates to an equitable easy operation, effectively solved the area that large -scale steel gallery truss hoist and mount in -process faces big, from problem great, that the equilibrium is poor.
Description
Technical field
This utility model relates to truss Hoisting Construction Technology field, is specifically related to the Lift-on/Lift-off System of a kind of Large Steel vestibule truss.
Background technology
Vestibule is the one of Complex Tall Building system, and it refers generally to be connected with each other by built on stilts connector between Building two or several buildings skyscraper, to meet architectural image and to use the requirement of function.Connector i.e. vestibule.Its span has several meters long, also has tens meters long.Vestibule vertically has along building arranges one, also has layout several.On the one hand vestibule is arranged for the requirement in building function, and it can facilitate the contact between two agent structures.Disjunctor has good daylighting effect and wide visual field and can be used as sightseeing corridor or leisure coffee shop etc. simultaneously；On the other hand, due to the setting of vestibule, more characteristic can be made in architectural appearance, and a kind of more harmonious building atmosphere can be built.Additionally, also fire-fighting vestibule, play the effect of escape way, the highest to fire protection requirement, it is necessary to all to make of fire proofing material.
At present, Large Steel vestibule truss is the overall method promoted after typically using installation on ground, but when entirety promotes, owing to steel vestibule truss floor space is big, from great, poor stability, there is the problem of lifting construction of being difficult to, hoisting process easily occurring, balance is wayward or the unwarrantable technical barrier of safety.
Utility model content
The purpose of this utility model is to provide the Lift-on/Lift-off System of a kind of Large Steel vestibule truss, solve in prior art owing to Large Steel vestibule truss floor space is big, from great, poor stability, the problem being difficult to lifting construction, effectively solve that the balance wayward good person unwarrantable technical barrier of safety easily occurs in Large Steel vestibule truss hoisting process.
For realizing above-mentioned technical purpose, this utility model adopts the following technical scheme that:
A kind of Lift-on/Lift-off System of Large Steel vestibule truss, for steel vestibule truss being promoted to the predetermined altitude of agent structure, described agent structure includes agent structure one and the agent structure two being positioned at both sides, it is characterized in that, Lift-on/Lift-off System includes hoist point, suspension centre and is arranged on jack lifting means between the two；
Described hoist point includes the first hoisting frame, the second hoisting frame and antitorque girder steel:
First hoisting frame includes the two pre-buried section steel beams one protruding horizontally up agent structure one, the pre-buried height of two pre-buried section steel beams one and to choose outward length the most equal, and it is the first hoist point and the second hoist point that its end is correspondingly arranged respectively；The beam body both sides, end of described first hoist point and the second hoist point respectively weld one for the box bracket fixing jack；
Second hoisting frame includes the two pre-buried section steel beams one protruding horizontally up agent structure two, the pre-buried height of two pre-buried section steel beams two and to choose outward length the most equal, and it is the 3rd hoist point and the 4th hoist point that its end is correspondingly arranged respectively；The beam body both sides, end of described 3rd hoist point and the 4th hoist point respectively weld one for the box bracket fixing jack；
Antitorque girder steel for being horizontally disposed with beam body, totally two, between the two pre-buried section steel beams one being fixed on the first hoisting frame；Another is fixed between two pre-buried section steel beams two of the second hoisting frame；
Described suspension centre is located on steel vestibule truss, has four:
First suspension centre and the second suspension centre are positioned at steel vestibule truss side, the most corresponding with the first hoist point of the two of the first hoisting frame support bodys and the second hoist point respectively；
3rd suspension centre and four-point lifting are positioned at the opposite side of steel vestibule truss, the most corresponding with the 3rd hoist point of the two of the second hoisting frame support bodys and the 4th hoist point respectively；
Jack lifting means includes jack, steel strand wires, hydraulic oil pump and hydraulic control device:
Totally 8, described jack, each hoist point arranges 2, is separately fixed on the box bracket of four hoist point both sides of pre-buried section steel beam one and pre-buried section steel beam two end；
Steel strand wires, from top to down through the beam body of hoisting frame, descending are fixed with anchorage after steel vestibule truss suspension centre；
Hydraulic oil pump provides power for core type jack, is used for driving jack to run；
Hydraulic control device is for controlling the operation of jack.
When arranging, parallel setting between two jack at each hoist point.
Preferably, four suspension centres to arrange position corresponding, can all be located at winding up or on middle string of steel vestibule truss, hoisting point position sets interim reinforcing member and strengthens.
Wherein, described antitorque girder steel is box beam, the two ends two box bracket full penetrations respectively and between two pre-buried section steel beams one or two pre-buried section steel beams two.
As a kind of technical scheme, described first hoisting frame or the second hoisting frame also include the truss facade diagonal brace one being supported between outer end and the agent structure one of pre-buried section steel beam one and the stiffened column bracket one being connected between agent structure one and truss facade diagonal brace one, and truss facade diagonal brace one and stiffened column bracket one provide strength support for pre-buried section steel beam one or pre-buried section steel beam two.
As another kind of technical scheme, described first hoisting frame or the second hoisting frame also include the truss facade diagonal brace two being supported between pre-buried section steel beam two outer end and agent structure two, the stiffened column bracket two being connected between agent structure two and truss facade diagonal brace two, the vertical supporting being connected between pre-buried section steel beam two and stiffened column bracket two and are connected to the transverse link between truss facade diagonal brace two and agent structure two, provide strength support for pre-buried section steel beam one or pre-buried section steel beam two.
The height of described first hoisting frame or the second hoisting frame can be equal to a story height, the absolute altitude of described pre-buried section steel beam one or pre-buried section steel beam two is identical with the absolute altitude of upper strata floor, and the bottom absolute altitude of described truss facade diagonal brace one or truss facade diagonal brace two is identical with the absolute altitude of lower floor's floor.
The height of described first hoisting frame or the second hoisting frame can also be equal to two story heights, the absolute altitude of described pre-buried section steel beam one or pre-buried section steel beam two is identical with the absolute altitude of the superiors' floor, the bottom absolute altitude of described truss facade diagonal brace one or truss facade diagonal brace two is identical with the absolute altitude of orlop floor, and the absolute altitude of described transverse link is identical with the absolute altitude of intermediate layer floor.
Preferably, the upper surface spot welding of the bottom of described jack and box bracket is fixed, the surrounding of described anchorage winding up or welding anchorage limiting plate on the lower flange of middle string at steel vestibule truss.
Compared with prior art, the beneficial effects of the utility model are as follows:
1, antitorque girder steel is set on hoisting frame: hoist point includes the first hoisting frame being connected with agent structure one and the second hoisting frame being connected with agent structure two, two pre-buried section steel beams that are contour and that be arranged in parallel are all had in two hoisting frames, its end is set to hoist point, a box bracket is respectively welded in the both sides of hoist point beam body, one jack is installed on each box bracket, an antitorque girder steel is welded between two box brackets of inner side, antitorque girder steel two ends respectively with box bracket full penetration, the setting of antitorque girder steel has been greatly reinforced the strength and stability of hoisting frame；
2, intensity is high: at hoist point, the stiffened column bracket of the first hoisting frame and the second hoisting frame and section steel beam are high intensity pre-buried structure, it is ensured that hoisting frame and the degree of being connected firmly of agent structure and intensity；Around suspension centre, truss is all strengthened by interim reinforcing member；Spacing measure all taked by jack and anchorage, the upper surface spot welding of the bottom of jack with box bracket is fixed, the surrounding of described anchorage winding up or welding anchorage limiting plate on the lower flange of middle string at steel vestibule truss；
3, lifting process stability is secure: in lifting process; shut down once for every 2 meters during normal hoisting; check between each point, whether error controls within 50mm; as displacement has big difference then to promoting more a little slower independent fuel feeding; to ensure each point synchronicity; for guaranteeing the synchronization promoted, increase total powerstation at the scene of lifting and structure suspension centre displacement difference is measured, as subsidiary measure.
To sum up, this utility model is big for Large Steel vestibule truss build, from great, the problem of poor stability, devise special Lift-on/Lift-off System and supporting construction method, Lift-on/Lift-off System structural strength is high, reasonable in design, operating process is easy to control effectively, good stability, and the lifting construction of large-scale truss is had important directive significance.
Accompanying drawing explanation
Fig. 1 is the overall structure schematic diagram of the Lift-on/Lift-off System of the Large Steel vestibule truss of a kind of embodiment of this utility model；
Fig. 2 is the floor map of the steel vestibule truss 1 of a kind of embodiment of this utility model；
Fig. 3 is the elevational schematic view of the steel vestibule truss 1 of a kind of embodiment of this utility model；
Fig. 4 is the layout schematic diagram of four suspension centres on the steel vestibule truss 1 of a kind of embodiment of this utility model；
Fig. 5 is that the jack 8 of a kind of embodiment of this utility model arranges schematic diagram at hoist point；
Fig. 6 is that the steel strand wires 6 of a kind of embodiment of this utility model arrange schematic diagram at suspension centre；
Fig. 7 is two support bodys three-dimensional structure diagram with antitorque girder steel 7 of the first hoisting frame 4 of a kind of embodiment of this utility model；
Fig. 8 is first hoisting frame 4 connection diagram with agent structure 1 of a kind of embodiment of this utility model；
Fig. 9 be the first hoisting frame 4 of a kind of embodiment of this utility model after having lifted with the connection diagram of steel vestibule truss 1；
Figure 10 is two support bodys three-dimensional structure diagram with antitorque girder steel 7 of the second hoisting frame 5 of a kind of embodiment of this utility model；
Figure 11 is second hoisting frame 5 connection diagram with agent structure 23 of a kind of embodiment of this utility model；
Figure 12 be the second hoisting frame 5 of a kind of embodiment of this utility model after having lifted with the connection diagram of steel vestibule truss 1.
Reference:1-steel vestibule truss, 2-agent structure one, 3-agent structure two, 4-the first hoisting frame, the pre-buried section steel beam of 41-one, 42-truss facade diagonal brace one, 43-stiffened column bracket one, 5-the second hoisting frame, the pre-buried section steel beam of 51-two, 52-truss facade diagonal brace two, 53-stiffened column bracket two, 54-vertical supporting, 55-transverse link, 6-steel strand wires, the antitorque girder steel of 7-, 8-jack, 9-the first hoist point, 10-the second hoist point, 11-the 3rd hoist point, 12-the 4th hoist point, 13-the first suspension centre, 14-the second suspension centre, 15-the 3rd suspension centre, 16-four-point lifting, 17-anchorage, 18-floor, 19-box bracket.
Detailed description of the invention
Hereinafter, an embodiment of the Lift-on/Lift-off System of the Large Steel vestibule truss that this utility model relates to is described with reference to the accompanying drawings.
The embodiment recorded at this is specific detailed description of the invention of the present utility model, is used for illustrating design of the present utility model, is all explanatory and exemplary, should not be construed as this utility model embodiment and the restriction of this utility model scope.In addition to the embodiment recorded at this, those skilled in the art can also use other technical scheme obvious based on the application claims and description disclosure of that, and these technical schemes include using the technical scheme making any obvious substitutions and modifications to the embodiment recorded at this.
The accompanying drawing of this specification is schematic diagram, aids in illustrating design of the present utility model, it is schematically indicated the shape of each several part and mutual relation thereof.Note that the structure of each parts for the ease of clearly showing this utility model embodiment, do not draw according to identical ratio between each accompanying drawing.Identical reference marker is used for representing identical part.
nullSuch as Fig. 1，Relate to the Lift-on/Lift-off System of a kind of Large Steel vestibule truss，For steel vestibule truss 1 being promoted to the predetermined altitude of agent structure，Fig. 2 is the floor map of the steel vestibule truss 1 of a kind of embodiment of this utility model，Fig. 3 is the elevational schematic view of the steel vestibule truss 1 of a kind of embodiment of this utility model，It is that stiffened column adds steel truss structure，Wherein stiffened column early stage has been constructed complete，Steel structure member principal mode has H type，Steel vestibule planar dimension is 42.0m × 15.4m，Span is 42 meters，Whole truss depth is 9 meters，During the overall lifting of steel vestibule truss 1，Steel beam column weight is 329.8 tons，Weight 1.2mm thickness YX-200-600 plus ground floor board，About 650 square metres 10.5 tons，Peg etc. 3 tons，Adding up to steel vestibule entirety to promote maximum weight is 343.3 tons；Described agent structure includes point agent structure being positioned at both sides 1 and agent structure 23, agent structure 1 16 layers on the ground, agent structure 23 14 layers on the ground, it lifts in advance at absolute altitude at steel vestibule truss 1 and stretches out stiffened column bracket, for fixing with docking of steel vestibule truss 1, hoisting frame part all can be as a part for original steel vestibule, promote each end correspondence welding rear in place, forming complete firm vestibule truss structure, Lift-on/Lift-off System includes the jack lifting means between hoist point, suspension centre and upper suspension centre；
Described hoist point includes three parts: first hoisting frame the 4, second hoisting frame 5 and antitorque girder steel 7: the first hoisting frame 4 include protruding horizontally up two pre-buried section steel beams 1 of agent structure 1, the pre-buried height of two pre-buried section steel beams 1 and to choose outward length the most equal, it is the first hoist point 9 and the second hoist point 10 that its end is correspondingly arranged respectively；The beam body both sides, end of described first hoist point 9 and the second hoist point 10 respectively weld one for the box bracket 19 fixing jack 8；Equally, the second hoisting frame 5 includes the two pre-buried section steel beams 1 protruding horizontally up agent structure 23, the pre-buried height of two pre-buried section steel beams 2 51 and to choose outward length the most equal, and it is the 3rd hoist point 11 and the 4th hoist point 12 that its end is correspondingly arranged respectively；The beam body both sides, end of described 3rd hoist point 11 and the 4th hoist point 12 respectively weld one for the box bracket 19 fixing jack 8；Antitorque girder steel 7 is horizontally disposed with, totally two, between the two pre-buried section steel beams 1 being fixedly mounted on the first hoisting frame 4；Another is fixedly mounted between two pre-buried section steel beams 2 51 of the second hoisting frame 5；
Described suspension centre is located on steel vestibule truss 1, and including four suspension centres, as shown in Figure 4, the first suspension centre 13 and the second suspension centre 14 are positioned at steel vestibule truss 1 side, the most corresponding with the first hoist point 9 of two support bodys of the first hoisting frame 4 and the second hoist point 10 respectively；3rd suspension centre 15 and four-point lifting 16 are positioned at steel vestibule truss 1 opposite side, the most corresponding with the 3rd hoist point 11 of two support bodys of the second hoisting frame 5 and the 4th hoist point 12 respectively；On described steel vestibule truss 1, four suspension centres be arranged around interim reinforcement structure；
Jack lifting means includes jack 8, steel strand wires 6, hydraulic oil pump and hydraulic control device: such as Fig. 5 and Fig. 6, jack 8 is fixed at four hoist points on the box bracket 19 of the both sides, end of two pre-buried section steel beams 1 or pre-buried section steel beam 1, each hoist point arranges two, totally 8；Steel strand wires 6 described in steel strand wires 6, from top to down through the beam body of hoisting frame, descending are fixed with anchorage 17 after steel vestibule truss 1 suspension centre；Hydraulic oil pump provides power for core type jack 8, is used for driving jack 8 to run；Hydraulic control device is for controlling the operation of jack 8.
Wherein, the present embodiment is as preferred technical scheme, and such as Fig. 4, jack 8 described in the present embodiment is fixedly mounted on four hoist points, and each hoist point arranges two, parallel setting between two；Described suspension centre is located at the winding up or on middle string of steel vestibule truss 1；Antitorque girder steel 7 uses box beam, and box bracket 19 full penetration that two ends are middle with two pre-buried section steel beams respectively, specification is mouth 600*500*16.
Described first hoisting frame 4 or the second hoisting frame 5 can also include the truss facade diagonal brace 1 being supported between outer end and the agent structure 1 of pre-buried section steel beam 1 and stiffened column bracket 1 composition being connected between agent structure 1 and truss facade diagonal brace 1；Except this kind of form, it is also possible to be the truss facade diagonal brace 2 52 between outer end and the agent structure 23 including being supported on pre-buried section steel beam 2 51, the stiffened column bracket 2 53 being connected between agent structure 23 and truss facade diagonal brace 2 52, the vertical supporting 54 being connected between pre-buried section steel beam 2 51 and stiffened column bracket 2 53 and the transverse link 55 that is connected between truss facade diagonal brace 2 52 and agent structure 23 forms.
The height of each support body of described first hoisting frame 4 or the second hoisting frame 5 can be equal to a story height, the absolute altitude of described pre-buried section steel beam 1 or pre-buried section steel beam 2 51 is identical with the absolute altitude of upper strata floor, and the bottom absolute altitude of described truss facade diagonal brace 1 or truss facade diagonal brace 2 52 is identical with the absolute altitude of lower floor's floor；Two story heights can also be equal to, the absolute altitude of described pre-buried section steel beam 1 or pre-buried section steel beam 2 51 is identical with the absolute altitude of the floor 18 of the superiors, the bottom absolute altitude of described truss facade diagonal brace 1 or truss facade diagonal brace 2 52 is identical with the absolute altitude of undermost floor 18, and the absolute altitude of described transverse link 55 is identical with the absolute altitude of the floor 18 in intermediate layer.
Height and the shape of bracing frame together decide on situation and the construction stress situation of agent structure in enforcement construction, in the present embodiment, such as Fig. 7, Fig. 8 and Fig. 9, the height of the first hoisting frame 4 is equal to a story height, encorbelment at the outer pre-buried section steel beam 1 of agent structure 1 including level, it is supported on the truss facade diagonal brace 1 between outer end and the agent structure 1 of pre-buried section steel beam 1 and is connected to the stiffened column bracket 1 between agent structure 1 and truss facade diagonal brace 1, the absolute altitude of described pre-buried section steel beam 1 is identical with the absolute altitude of upper strata floor, the bottom absolute altitude of described truss facade diagonal brace 1 is identical with the absolute altitude of lower floor's floor；nullSuch as Figure 10、Figure 11 and Figure 12，The height of the second hoisting frame 5 is equal to two story heights，The pre-buried section steel beam 2 51 encorbelmented outside agent structure 23 including level、It is supported on the truss facade diagonal brace 2 52 between outer end and the agent structure 23 of pre-buried section steel beam 2 51、It is connected to the stiffened column bracket 2 53 between agent structure 23 and truss facade diagonal brace 2 52、It is connected to the vertical supporting 54 between pre-buried section steel beam 2 51 and stiffened column bracket 2 53 and is connected to the transverse link 55 between truss facade diagonal brace 2 52 and agent structure 23，The absolute altitude of described pre-buried section steel beam 2 51 is identical with the absolute altitude of the superiors' floor，The bottom absolute altitude of described truss facade diagonal brace 2 52 is identical with the absolute altitude of orlop floor，The absolute altitude of described transverse link 55 is identical with the absolute altitude of intermediate layer floor,Between pre-buried section steel beam 2 51 and truss facade diagonal brace 2 52, interim reinforcing member can also be set.
In order to ensure safety, described jack 8 and anchorage 17 all take spacing measure, the bottom of described jack 8 to fix with the top flange spot welding of hoisting frame girder steel 7, the surrounding of described anchorage 17 winding up or welding anchorage limiting plate on the lower flange of middle string at steel vestibule truss 1.Promote simultaneously in place after, during weld job, to steel strand wires use flameproof fabric wrap up, prevent due to welding cause steel strand wires to damage.
When the Lift-on/Lift-off System of above-mentioned Large Steel vestibule truss carries out lifting construction, according to construction site condition and steel construction integral assembling scheme, select after the integral assembling welding fabrication of Steel corridor ground, once promote construction technology in place, this engineering uses steel vestibule hydraulic pressure entirety to promote, in lifting process, Synchronization Control between each suspension centre requires stricter, the load of each suspension centre to control in the scope basically identical with Theoretical Calculation, in steel construction Integral synchronous lifting process, the displacement of each lifting suspension centre should be monitored in real time, control based on the synchronous shift amount that entirety promotes, monitor force value change at each hoist point simultaneously.Tackling key position point position during construction and strictly monitor the reference simultaneously taking into account force value, it is ensured that during lifting, displacement structure controls accurately, lifting force value meets design requirement simultaneously.Adopt due to Synchronous lifting and computerized control, if promoting asynchronous, beyond design load, promoting and then can be automatically stopped.Comprise the steps:
Step one, calculation on Construction resolve: carry out global design before construction calculating parsing, it is ensured that the safety of work progress；
Step 2, spot plane are arranged: the result resolved according to calculation on Construction, and scene is carried out horizontal layout；
Step 3, the making of steel vestibule truss 1: the subdivision carrying out steel vestibule truss makes, and forms cell block to be spliced；
Step 4, auxiliary accessory make: be included in steel vestibule truss and submit and carry out interim reinforcement structure setting；
Debug before step 5, the marching into the arena of jack lifting means: debug before jack lifting means is marched into the arena, confirm that it possesses approach conditions；This engineering lifting system, before marching into the arena, must carry out the debugging of software, hardware, then carry out unit, overall on-line debugging in workshop, guarantee being smoothed out of lifting process, anchorage is marched into the arena must be qualified through inspection, and single jack 8 promotes tonnage 250 tons, uses hydraulic jack Integral synchronous lift technique；
Step 6, operation platform are arranged: arrange and erection construction operating platform, and operating platform both sides carry out the installation of safety barrier, and safety barrier uses scaffold tubes to set up, and uses safety net to close, and can go up people on inspection and implement operation after acceptance(check).Welding steel protective measure is increased at hoist point jack periphery；
Step 7, tooling device are marched into the arena: after construction operation platform has been arranged, are marched into the arena by tooling device qualified for quality inspection；
Step 8, the installation on ground of steel vestibule truss 1: the support jig bottom utilization, be assembled into entirety by unit module, arrange interim reinforcing member at hoisting point position；
Step 9, the installation of hoisting frame: before lifting, need lifting bracket is installed, install and carry out in strict accordance with design drawing, be mounted in agent structure 1 and agent structure 23 respectively to support body as the first hoisting frame 4 and the second hoisting frame 5, respectively between the first hoisting frame and two pre-buried section steel beams of the second hoisting frame weld an antitorque girder steel 7；The end of hoisting frame is respectively welded the box bracket 19 for installing jack 8 on hoist point both sides, an antitorque girder steel 7 is welded between the box bracket 19 of two, inner side, after antitorque girder steel 7 uses the tower crane in agent structure 23 east side in place, groove butt welding strong with lower flange and web employing etc. on box bracket 19 inside truss is connected, by antitorque girder steel, two hoist points are linked to be entirety, antitorque girder steel 7 cross section box 600*500*16*16, this engineering side uses the girder that winds up of steel vestibule truss 1 as lifting bracket, the steel corbel that opposite side use stiffened column stretches out is as lifting bracket；
Step 10, the installation and debugging of jack lifting means: the lifting devices such as jack 8 are installed on the box bracket 19 of hoist point both sides on lifting bracket, arrange hydraulic oil pump and hydraulic control device simultaneously, jack 8 is core-theaded type jack, with a set of lifting top pressing device, a set of anchoring top pressing device and a set of safety automated tool anchor, various sensor is installed, connection equipment, carries out on-the-spot unloaded debugging；Being provided with two jack at each hoist point and jointly complete work, and be placed at a hoist point by a Pump Control, i.e. 1#, 2# jack, 3#, 4# jack is placed at a hoist point, by 2 hoist points of an oil pump control；5#, 6# jack is placed at a hoist point；7#, 8# jack is placed at a hoist point, an oil pump control control 2 hoist points.Construction needs hydraulic power unit 2, hydraulic jack 8.Being further provided with corresponding master control system 1, point equipment such as control chamber 2 and some sensors, during construction, pumping plant is placed on an existing structure near the place of constructing operation point, will place switch box herein；Often group turn on pump personnel stand on the existing structure at pumping plant place；Often group survey crew to stand on the construction operation platform put up in advance, and i.e. at hoist point, 1 people observes a hoist point；
Step 11, the lashing of steel strand wires 6 and pretension: described steel strand wires 6 pass from top to down, descending fix through after box bracket 19 and steel vestibule truss 1 suspension centre with anchorage 17, the present embodiment uses the steel strand wires 6 of Φ 15.2mm1860 level to promote, every jack 8 uses the steel strand wires 6 of 7 Φ 15.2mm 1860 grades, blanking goes through steel strand wires 6, must not there is corrosion, dirt, dust etc., guarantee to promote safe and reliable, need the height needed for the height promoted and lifting device to steel strand wires 6 blanking according to steel vestibule truss 1, should ensure that enough excess length, so that the lashing of steel strand wires；
The overall examination of step 12, steel vestibule truss 1 promotes: step when promoting by examination is carried out, if it find that there is abnormality, stops at once, analyzes reason, proceed after solution；Workmen enters respective post, and all control instructions are all assigned by key station, and it is complete that the time that examination promotes should be all preliminary preparations, and choose the calm fine day morning according to weather forecast, the height that examination promotes is 30cm, and stabilization time is 1 hour, promotes speed 5mm/min.Whole lifting system is checked comprehensively, adopt an effective measure and guarantee every steel strand wires uniform force of each suspension centre, part steel strand wires are avoided to be in the lax or less state of stress, as above-mentioned phenomenon occurs, immediately lax or that stress is less steel strand wires should be used the independent stretch-draw of jack, it is at tensioning state, to reach the state of every steel strand wires uniform force.Examination should get out safe buttress when promoting, and it uses hot-rolled steel section H300*300*10*15, a length of 500mm, arranges 8 safety buttress pads altogether；After steel truss departs from assembled moulding bed, need the overall amount of deflection of steel truss is measured, to be checked errorless after can carry out Synchronous lifting, in the position promoted, bottom correspondence position at its four hoist points puts suspension rule, reads lifting values in real time, it is desirable to its horizontal nutation value is less than 5mm, the asynchronous value requiring four hoist points is less than 5mm, inspection project such as table 1 when examination promotes:
Check list when table 1. examination promotes
Step 13, steel vestibule truss 1 are overall formally to be promoted: examination promotes after inspection is errorless comprehensively and enters lifting process.Step when promoting by examination is carried out, if it find that there is abnormality, stops at once, analyzes reason, proceed after solution.Shut down once for every 2 meters during normal hoisting; check between each point, whether error controls within 50mm; as displacement has big difference then to promoting more a little slower independent fuel feeding, to ensure each point synchronicity, for guaranteeing the synchronization promoted; increase total powerstation at the scene of lifting structure suspension centre displacement difference is measured; as subsidiary measure, steel ruler can be hung, when often promoting two floors on four hoisting point position steel columns; synchronize to ensure to promote, click on rower high measurement to four；
Step 14, it is promoted to design structural elevation: when steel vestibule truss 1 overall increases to below designed elevation 50～150mm place, stop lifting；
Preparation before step 15, absolute altitude repetition measurement and welding: the overall condition of steel vestibule truss 1 is carried out repetition measurement, mainly include the amount of deflection of steel vestibule truss 1, the discrepancy in elevation situation of four suspension centres of steel truss, drift condition simultaneously for steel vestibule truss 1 entirety carries out repetition measurement, formulate corresponding satisfactory after correcting, during this, need top workmen to be uniformly coordinated action with equipment controllers；Equipment controllers adjusts equipment according to workmen's measurement result crawl and then adjusts 4 displacements of steel vestibule truss 1, is finally reached setting absolute altitude；
Step 10 six, welding fabrication, remove frock: such as Fig. 8 and Figure 10, steel vestibule truss 1 promote in place after, being closed up with hoisting frame steel vestibule truss 1 and be connected, close up place's component and installed by tower crane, web high-strength bolt is fixed, on girder steel, lower flange is welded to connect, finally dismounting lifting means and frock, so far, complete whole hoisting process.The main stressed member of the first hoisting frame 2 and the second hoisting frame 3 is original structure rod member, it is connected with the pre-buried section steel beam 1 stretched out from agent structure or pre-buried section steel beam 2 51, the strong weld such as connection node is and is rigidly connected, edge of a wing employing, web uses high strength exploitation.Rod member on hoisting frame all can regard a part for original steel vestibule as, promotes each end correspondence welding rear in place, forms complete firm vestibule truss structure.
Each technical characteristic of above-mentioned disclosure is not limited to disclosed with further feature combination, and those skilled in the art also can carry out other combination between each technical characteristic according to the purpose of utility model, is as the criterion realizing the purpose of this utility model.
Claims (9)
1. the Lift-on/Lift-off System of a Large Steel vestibule truss, for steel vestibule truss (1) being promoted to the predetermined altitude of agent structure, described agent structure includes agent structure one (2) and the agent structure two (3) being positioned at both sides, it is characterized in that, Lift-on/Lift-off System includes hoist point, suspension centre and is arranged on jack lifting means between the two；
Described hoist point includes the first hoisting frame (4), the second hoisting frame (5) and antitorque girder steel (7):
First hoisting frame (4) includes the two pre-buried section steel beams one (41) protruding horizontally up agent structure one (2), the pre-buried height of two pre-buried section steel beams one (41) and to choose outward length the most equal, it is the first hoist point (9) and the second hoist point (10) that its end is correspondingly arranged respectively；A box bracket (19) being used for fixing jack (8) is respectively welded in the beam body both sides, end of described first hoist point (9) and the second hoist point (10)；
Second hoisting frame (5) includes the two pre-buried section steel beams one (41) protruding horizontally up agent structure two (3), the pre-buried height of two pre-buried section steel beams two (51) and to choose outward length the most equal, it is the 3rd hoist point (11) and the 4th hoist point (12) that its end is correspondingly arranged respectively；A box bracket (19) being used for fixing jack (8) is respectively welded in the beam body both sides, end of described 3rd hoist point (11) and the 4th hoist point (12)；
Antitorque girder steel (7) for being horizontally disposed with beam body, totally two, between the two pre-buried section steel beams one (41) being fixed on the first hoisting frame (4)；Another is fixed between two pre-buried section steel beams two (51) of the second hoisting frame (5)；
Described suspension centre is located on steel vestibule truss (1), has four:
First suspension centre (13) and the second suspension centre (14) are positioned at steel vestibule truss (1) side, the most corresponding with first hoist point (9) of two support bodys of the first hoisting frame (4) and the second hoist point (10) respectively；
3rd suspension centre (15) and four-point lifting (16) are positioned at the opposite side of steel vestibule truss (1), the most corresponding with the 3rd hoist point (11) of two support bodys of the second hoisting frame (5) and the 4th hoist point (12) respectively；
Jack lifting means includes jack (8), steel strand wires (6), hydraulic oil pump and hydraulic control device:
Totally 8, described jack (8), each hoist point arranges 2, is separately fixed on the box bracket (19) of four hoist point both sides of pre-buried section steel beam one (41) and pre-buried section steel beam two (51) end；
Steel strand wires (6), from top to down through the beam body of hoisting frame, descending are fixed with anchorage (17) after steel vestibule truss (1) suspension centre；
Hydraulic oil pump is that core type jack (8) provides power, is used for driving jack (8) to run；
Hydraulic control device is used for controlling the operation of jack (8).
The Lift-on/Lift-off System of a kind of Large Steel vestibule truss the most according to claim 1, it is characterised in that: parallel setting between two jack (8) at each hoist point.
The Lift-on/Lift-off System of a kind of Large Steel vestibule truss the most according to claim 1, it is characterised in that: described suspension centre is all located at the winding up or on middle string of steel vestibule truss (1), and hoisting point position sets interim reinforcing member and strengthens.
The Lift-on/Lift-off System of a kind of Large Steel vestibule truss the most according to claim 1, it is characterized in that: described antitorque girder steel (7) is box beam, the two ends two box bracket (19) full penetrations respectively and between two pre-buried section steel beams one (41) or two pre-buried section steel beams two (51).
The Lift-on/Lift-off System of a kind of Large Steel vestibule truss the most according to claim 1, it is characterised in that: described first hoisting frame (4) or the second hoisting frame (5) also include the truss facade diagonal brace one (42) being supported between outer end and the agent structure one (2) of pre-buried section steel beam one (41) and the stiffened column bracket one (43) being connected between agent structure one (2) and truss facade diagonal brace one (42).
The Lift-on/Lift-off System of a kind of Large Steel vestibule truss the most according to claim 1, it is characterized in that: described first hoisting frame (4) or the second hoisting frame (5) also include the truss facade diagonal brace two (52) being supported between pre-buried section steel beam two (51) outer end and agent structure two (3), the stiffened column bracket two (53) being connected between agent structure two (3) and truss facade diagonal brace two (52), it is connected to the vertical supporting (54) between pre-buried section steel beam two (51) and stiffened column bracket two (53) and the transverse link (55) being connected between truss facade diagonal brace two (52) and agent structure two (3).
7. according to the Lift-on/Lift-off System of a kind of Large Steel vestibule truss described in claim 5 or 6, it is characterized in that: the height of described first hoisting frame (4) or the second hoisting frame (5) is equal to a story height, the absolute altitude of described pre-buried section steel beam one (41) or pre-buried section steel beam two (51) is identical with the absolute altitude of upper strata floor, and the bottom absolute altitude of described truss facade diagonal brace one (42) or truss facade diagonal brace two (52) is identical with the absolute altitude of lower floor's floor.
The Lift-on/Lift-off System of a kind of Large Steel vestibule truss the most according to claim 6, it is characterized in that: the height of described first hoisting frame (4) or the second hoisting frame (5) is equal to two story heights, the absolute altitude of described pre-buried section steel beam one (41) or pre-buried section steel beam two (51) is identical with the absolute altitude of the superiors' floor, the bottom absolute altitude of described truss facade diagonal brace one (42) or truss facade diagonal brace two (52) is identical with the absolute altitude of orlop floor, and the absolute altitude of described transverse link (55) is identical with the absolute altitude of intermediate layer floor.
9. according to the Lift-on/Lift-off System of a kind of Large Steel vestibule truss described in claim 5 or 6, it is characterized in that: the upper surface spot welding of the bottom of described jack (8) and box bracket (19) is fixed, the surrounding of described anchorage (17) winding up or welding anchorage limiting plate on the lower flange of middle string at steel vestibule truss (1).
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| CN105507600A (en) * | 2016-01-27 | 2016-04-20 | 中国中铁航空港建设集团有限公司 | Hoisting system and hoisting construction method for large steel corridor trusses |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105507600A (en) * | 2016-01-27 | 2016-04-20 | 中国中铁航空港建设集团有限公司 | Hoisting system and hoisting construction method for large steel corridor trusses |
| CN107842246A (en) * | 2017-12-20 | 2018-03-27 | 西北电力建设第四工程有限公司 | A kind of chimney steel beam hydraulic lifting high-altitude integral slipping hanging apparatus and method |
| CN108166626A (en) * | 2017-12-27 | 2018-06-15 | 中国核工业二四建设有限公司 | A kind of big load form bracing system construction method of high-supported formwork multi-composite type |
| CN108532963A (en) * | 2018-04-24 | 2018-09-14 | 共享钢构有限责任公司 | The hydraulic lifting installation method of large span high-altitude steel frame gallery structure |
| CN114215170A (en) * | 2022-01-07 | 2022-03-22 | 浙江精工钢结构集团有限公司 | Method for lifting super-altitude giant hanging multi-layer connected structure |
| CN115075399A (en) * | 2022-08-04 | 2022-09-20 | 上海市机械施工集团有限公司 | Active unloading method |
| CN115506487A (en) * | 2022-10-31 | 2022-12-23 | 中冶(上海)钢结构科技有限公司 | Method for integrally lifting and mounting double-layer steel truss after ground overlapping and assembling |
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