CN102071814A - High-rise long-span door type truss integral lifting device and construction method thereof - Google Patents
High-rise long-span door type truss integral lifting device and construction method thereof Download PDFInfo
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- CN102071814A CN102071814A CN2010105918755A CN201010591875A CN102071814A CN 102071814 A CN102071814 A CN 102071814A CN 2010105918755 A CN2010105918755 A CN 2010105918755A CN 201010591875 A CN201010591875 A CN 201010591875A CN 102071814 A CN102071814 A CN 102071814A
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Abstract
The invention relates to a high-rise long-span door type truss integral lifting device and a construction method thereof. The device comprises a run-through jack, a steel strand and an anchoring structure, wherein the anchoring structure consists of an upper anchoring structure which is fixed on an arranged upper truss bracket and a lower anchoring structure which is fixed on a lifted truss; the run-through jack is fixed on the upper anchoring structure and is symmetric on the two sides of the arranged upper truss bracket; and the run-through jack and the steel strand integrally lift the lifted truss to a position which is flush with the arranged upper truss bracket. A whole-course dynamic stress monitoring mode is adopted for monitoring while the integral lifting is performed by a lifting unit. In auxiliary measures of the method, an operating scaffold for ground assembly and an overhung scaffold at a lifting point position are only required to be erected, so the measures are extremely few; and the integral lifting process is controlled by a jack travel control computer; and the conventional measurement monitoring and the stress strain monitoring are performed, so the construction safety and the structural safety are guaranteed. The device can be widely applied to door type truss integral lifting construction.
Description
Technical field
The present invention relates to a kind of steel truss integral lifting apparatus and job practices thereof.
Background technology
Along with making rapid progress of structural steelwork design, the structural steelwork that install in high-rise long span degree gate-type steel truss, high-altitude is widely applied.Adopt the gate-type steel truss structure in the highrise building, the both sides highrise building is coupled together, more and more obtain building designers' attention in the high-altitude.Usually adopt on the structure and expose steel truss and the combination of stiffness auxiliary girder, the stiffness auxiliary girder that will be positioned at two ends is anchored in the two ends concrete structure, and formation exposes--stiffness staggered floor steel truss structure system.The main feature of this kind structure is to expose steel work and also exists part to hang cantilevered structure except the trussed construction system of main couple and auxiliary girder composition.If adopt conventional Steel Structure Installation technology, feasibility is subject to many limitations in project implementing process, or infeasible economically.The mounting method that is applicable to this kind form of structure of seeking a kind of highly effective and safe becomes the advanced subject of Steel Structure Installation.
Summary of the invention
The purpose of this invention is to provide a kind of high-rise long span degree gate-type truss integral lifting device and job practices thereof, solve the interim problem of reinforcing of anchor point in whole the lifting, also to solve for the required ancillary method of traditional high-rise long span degree gate-type truss integral lifting process mounting technique many, the technical problem that safety and economy can't guarantee.
For achieving the above object, the present invention adopts following technical scheme:
A kind of high-rise long span degree gate-type truss integral lifting device, comprise vertically-displacable jack, steel strand and anchor structure, described anchor structure is formed by being fixed on the last anchor structure on the truss bracket in place and being fixed on the following anchor structure that is raised on the truss, described vertically-displacable jack is fixed on the anchor structure, be symmetrical in the both sides of bracket on the truss in place, vertically-displacable jack and steel strand will be raised truss integral lifting to truss in place on the bracket flush position;
Described last anchor structure is gone up reinforcing bearing diagonal, last bracket anchoring part and following bracket anchoring part by two and is linked into an integrated entity, last bracket anchoring part is welded together by the last anchor plate that is welded on bracket termination end face on the truss in place and two solid steel seats of side anchor that are positioned at bracket on the truss in place, the described upper chord web symmetry that goes up on the anchor plate with respect to bracket on the truss in place has the last circular hole that fixing vertically-displacable jack is used, following bracket anchoring part be fixedly connected on bracket under the truss in place above;
Described anchor structure is down reinforced bearing diagonal, upper chord anchoring part and lower chord anchoring part down by two and is linked into an integrated entity, the lower chord anchoring part welds together by being welded on following anchor plate and two solid steel seats of the side anchor that is raised the truss lower chord of being raised truss lower chord end face, have the following circular hole that the anchoring steel strand are used with respect to being raised truss lower chord web symmetry on the described down anchor plate, the upper chord anchoring part be fixedly connected on be raised pricncipal rafter below.
The described following bracket anchoring part of going up anchor structure can be a seat board that is connected down the steel plate of bracket bottom flange or is connected in down the bracket web, or is connected down the seat board on the bracket top flange plate.
Described upward anchor plate is wideer than upper chord top flange, and described anchor plate is wideer than lower chord bottom flange down.
The described top edge of going up the solid steel seat of side anchor of bracket can have and the corresponding notch in cross section, last bracket top flange, and the described bracket top flange of going up can be stuck in the notch; The described lower limb of going up the solid steel seat of side anchor of bracket can have and the corresponding notch in cross section, following bracket bottom flange, and described bracket bottom flange down can be stuck in the notch.
A kind of high-rise long span degree gate-type truss integral lifting job practices that adopts the described lifting appliance of one of claim 1～4, described high-rise long span degree gate-type truss is between two built constructions, comprise and be raised truss and stiffness structure, a described stiffness structure end has been anchored in the concrete structure of built construction, the other end has bracket on the truss in place, and step is as follows:
Step 2, rationally divide the lift unit that is raised truss, and the lift unit that adopts finite element software that examination is divided carries out analog computation, determine to divide the reasonability of the lift unit of judging that examination is divided, determine final lift unit by adjusting, adopt finite element software to calculate end reaction the lift unit of determining;
Finite element software described in the described step 2 can be ANSYS, ADINA, SAP or Midas/Gen.
The installation on ground of lift unit is in proper order described in the described step 4: (A) arrange assembling support, assembly unit unit truss lower chord member is installed; (B) dress assembly unit unit lower edge and its underpart secondary beam; (C) assembly unit unit truss bearing diagonal and frame column are installed; (D) assembly unit unit pricncipal rafter and top secondary beam and girder are installed.
Carry out stress monitoring and dynamic data in the described lifting process of described step 7 and measure, described monitoring and measure used instrument and can be vibratory strain ga(u)ge and automatic data acquisition instrument; Used software can be DTs software, and described monitoring frequency is 30 minutes/time.
The whole lifting carried out in two steps described in the described step 7, and the first step is promoted to the assembly unit unit apart from 0.2 meter, ground is quiet earlier and stopped one day, and assembling support is removed, and gathers stress data as initial reading; In second step, the assembly unit unit is promoted to design elevation.
Compared with prior art the present invention has following characteristics and beneficial effect:
At first, the anchor point local stiffening measure that the present invention is mentioned, simple in structure, easy to implement, by drawknot device drawknot, guaranteed the globality and the safety of local stiffening.
Secondly, this method is owing to reasonably divided lift unit according to form of structure, realize the installation of integrally-built high-altitude with the least possible work high above the ground, operation scaffold when therefore the ancillary method of being taked only needs to set up installation on ground and the builder's jack of hoist point position, the few saving of work and time of measure amount.
Moreover the present invention adopts the vertically-displacable jack as lifting means, has improved the stability that promotes efficient and lifting greatly.Carry out dynamically control of whole process at whole lifting process by jack Stroke Control computer, can adjust at any time, and lift unit is carried out traditional measurement monitoring and ess-strain monitoring, guaranteed construction safety and structural safety according to the control result.
At last, carry out the overall process stress monitoring by The results.Steel member and the floor support plate of assurance more than 95% finished in floor mounted.Can effectively improve efficiency of construction, reduce risk, increase economic efficiency.
It is many that the present invention has overcome required ancillary method, the shortcoming that safety and economy can't guarantee, solved the problem that realizes the local stiffening of safety with simple structure, also solved and taked less ancillary method, increase the ground handling amount and reduce work high above the ground, efficient low-risk realizes exposing--the technical problem that stiffness staggered floor steel truss structure is installed.
The present invention can be widely used in the installation of high-rise long span degree gate-type truss.
Description of drawings
The present invention will be further described in detail below in conjunction with accompanying drawing.
Fig. 1 is a structural representation of the present invention.
Fig. 2 is a reinforcing detail drawing of going up the last anchoring part of anchor structure.
Fig. 3 is the schematic top plan view that goes up the last anchoring part of anchor structure.
Fig. 4 is following the cast anchor reinforcing detail drawing of seat of anchor structure.
Fig. 5 is following the cast anchor vertical view of seat of anchor structure.
Fig. 6 is the lifting process flow chart.
Fig. 7 is an embodiment schematic diagram of going up anchor structure.
Fig. 8 is the embodiment schematic diagram of following anchor structure.
Bracket on Reference numeral: the 1-truss in place, 2-is raised truss, the last anchor structure of 3-, anchor structure under the 4-, bracket under the 5-truss in place, 6-is raised the truss lower chord, the solid steel seat of the side anchor of the last bracket of 7-, the last anchor plate of 8-, the last circular hole of 9-, 10-upper chord anchoring part, the last reinforcing of 11-bearing diagonal, the 12-steel strand, 13-vertically-displacable jack, 14-upper chord web, 15-reinforces bearing diagonal down, 16-lower chord web, the solid steel seat of the side anchor of 17-lower chord, circular hole under the 18-, bracket anchoring part under the 19-, 20-is raised pricncipal rafter, anchor plate under the 21-.
The specific embodiment
Embodiment is referring to Fig. 1～shown in Figure 5, a kind of high-rise long span degree gate-type truss integral lifting device, comprise vertically-displacable jack 13, steel strand 12 and anchor structure, described anchor structure is formed by being fixed on the last anchor structure 3 on the truss bracket in place and being fixed on the following anchor structure 4 that is raised on the truss 2, described vertically-displacable jack 13 is fixed on the anchor structure 3, be symmetrical in the both sides of bracket 1 on the truss in place, vertically-displacable jack 13 and steel strand 12 will be raised truss 2 overall increase to truss in place on bracket 1 flush position.
Referring to Fig. 7, described last anchor structure 3 is gone up reinforcing bearing diagonal 11, last bracket anchoring part and following bracket anchoring part 19 by two and is linked into an integrated entity, last bracket anchoring part is welded together by the last anchor plate 8 that is welded on bracket 1 termination end face on the truss in place and two solid steel seats 7 of side anchor that are positioned at bracket on the truss in place, describedly go up that upper chord web 14 symmetries with respect to bracket on the truss in place have the fixedly last circular hole 9 of vertically-displacable jack 13 usefulness on the anchor plate 8, following bracket anchoring part 19 be fixedly connected on bracket 5 under the truss in place above; The described following bracket anchoring part 19 of going up anchor structure 3 is the seat boards that are connected down the steel plate of bracket bottom flange or are connected in down the bracket web, or is connected down the seat board on the bracket top flange plate.
Described upward anchor plate 8 is wideer than upper chord top flange, and described anchor plate 21 is wideer than lower chord bottom flange down.
The described top edge of going up the solid steel seat 7 of side anchor of bracket has and the corresponding notch in cross section, last bracket top flange, and the described bracket top flange of going up is stuck in the notch; The described lower limb of going up the solid steel seat 7 of side anchor of bracket has and the corresponding notch in cross section, following bracket bottom flange, and described bracket bottom flange down is stuck in the notch.
Referring to Fig. 8, described anchor structure 4 is down reinforced bearing diagonal 15, upper chord anchoring part 10 and lower chord anchoring part down by two and is linked into an integrated entity, the lower chord anchoring part welds together by being welded on following anchor plate 21 and two solid steel seats 17 of the side anchor that is raised the truss lower chord of being raised truss lower chord 6 end faces, on the described down anchor plate 21 with respect to being raised the following circular hole 18 that truss lower chord web 16 symmetries have anchoring steel strand 12 usefulness, upper chord anchoring part 10 be fixedly connected on be raised pricncipal rafter 20 below.
The high-rise long span degree gate-type truss construction method that adopts above-mentioned integral lifting apparatus is referring to Fig. 6: described high-rise long span degree gate-type truss is between two built constructions, comprise and be raised truss and stiffness structure, described stiffness structure one end has been anchored in the concrete structure of built construction, the other end has bracket 1 on the truss in place, and construction sequence is as follows:
A kind of high-rise long span degree gate-type truss integral lifting job practices, described high-rise long span degree gate-type truss is between two built constructions, comprise and be raised truss and stiffness structure, a described stiffness structure end has been anchored in the concrete structure of built construction, the other end has bracket 1 on the truss in place, and step is as follows:
Step 2, rationally divide the lift unit that is raised truss, and the lift unit that adopts finite element software that examination is divided carries out analog computation, determine to divide the reasonability of the lift unit of judging that examination is divided, determine final lift unit by adjusting, adopt finite element software to calculate end reaction the lift unit of determining; Finite element software described in the described step 2 is ANSYS, ADINA, SAP or Midas/Gen.
The whole lifting carried out in two steps described in the described step 7, and the first step is promoted to the assembly unit unit apart from 0.2 meter, ground is quiet earlier and stopped one day, and assembling support is removed, and gathers stress data as initial reading; In second step, the assembly unit unit is promoted to design elevation.
Claims (9)
1. high-rise long span degree gate-type truss integral lifting device, comprise vertically-displacable jack (13), steel strand (12) and anchor structure, it is characterized in that: described anchor structure is formed by being fixed on the last anchor structure (3) on the truss bracket in place (1) and being fixed on the following anchor structure (4) that is raised on the truss (2), described vertically-displacable jack (13) is fixed on the anchor structure (3), be symmetrical in the both sides of bracket (1) on the truss in place, vertically-displacable jack (13) and steel strand (12) will be raised truss (2) overall increase to truss in place on bracket (1) flush position;
The described anchor structure (3) of going up is gone up reinforcing bearing diagonal (11) by two, last bracket anchoring part and following bracket anchoring part link into an integrated entity, last bracket anchoring part is welded together by the last anchor plate (8) that is welded on bracket (1) termination end face on the truss in place and two solid steel seats (7) of the side anchor that is positioned at bracket on the truss in place, describedly go up upper chord web (14) symmetry that anchor plate (8) goes up with respect to bracket (1) on the truss in place and have the fixedly last circular hole (9) of vertically-displacable jack (13) usefulness, following bracket anchoring part (19) be fixedly connected on bracket (5) under the truss in place above;
Described anchor structure (4) is down reinforced bearing diagonal (15), upper chord anchoring part (10) and lower chord anchoring part down by two and is linked into an integrated entity, the lower chord anchoring part welds together by being welded on following anchor plate (21) and two solid steel seats (17) of the side anchor that is raised the truss lower chord of being raised truss lower chord (6) end face, described down anchor plate (21) is gone up with respect to being raised the following circular hole (18) that truss lower chord web (16) symmetry has anchoring steel strand (12) usefulness, upper chord anchoring part (10) be fixedly connected on be raised pricncipal rafter (20) below.
2. high-rise long span degree gate-type truss integral lifting device according to claim 1, it is characterized in that: the described following bracket anchoring part (19) of going up anchor structure (3) is a seat board that is connected down the steel plate of bracket bottom flange or is connected in down the bracket web, or is connected down the seat board on the bracket top flange plate.
3. high-rise long span degree gate-type truss integral lifting device according to claim 2 is characterized in that: described upward anchor plate (8) is wideer than upper chord top flange, and described anchor plate (21) is wideer than lower chord bottom flange down.
4. high-rise long span degree gate-type truss integral lifting device according to claim 3, it is characterized in that: the described top edge of going up the solid steel seat (7) of side anchor of bracket has and the corresponding notch in cross section, last bracket top flange, and the described bracket top flange of going up is stuck in the notch; The described lower limb of going up the solid steel seat (7) of side anchor of bracket has and the corresponding notch in cross section, following bracket bottom flange, and described bracket bottom flange down is stuck in the notch.
5. high-rise long span degree gate-type truss integral lifting job practices that adopts the described lifting appliance of one of claim 1～4, described high-rise long span degree gate-type truss is between two built constructions, comprise and be raised truss and stiffness structure, a described stiffness structure end has been anchored in the concrete structure of built construction, the other end has bracket (1) on the truss in place, and it is characterized in that: step is as follows:
Step 1 is provided with anchor structure (3) and it is reinforced on bracket (1) on the truss in place;
Step 2, rationally divide the lift unit that is raised truss, and the lift unit that adopts finite element software that examination is divided carries out analog computation, determine to divide the reasonability of the lift unit of judging that examination is divided, determine final lift unit by adjusting, adopt finite element software to calculate end reaction the lift unit of determining;
Step 3 is being arranged anchor structure (4) down according to result of calculation, and it is being reinforced on the lift unit that is raised truss (2), and layout hydraulic-pressure control apparatus and computerized equipment;
Step 4, according to determining good lift unit, by from bottom to top order at installation on ground, anchor structure (4) and last anchor structure (3) measurement contraposition down in the assembly unit process;
Step 5 is laid monitoring and measuring apparatus according to FEM (finite element) calculation structure and engineering actual demand on the good lift unit of assembly unit;
Step 6, the vertically-displacable jack is arranged on the last anchor structure (3) of bracket (1) on the truss in place truss in place, use vertically-displacable jack (13) and steel strand (12),, the lift unit lifting is put in place by last anchor structure (3) and following anchor structure (4);
Step 7 is opened hydraulic-pressure control apparatus and computerized equipment lift unit integral body is promoted successively, and bracket (1) closes up the back welding on lift unit and the truss in place;
Step 8 is removed and is promoted frock and whole lifting means.
6. high-rise long span degree gate-type truss integral lifting job practices according to claim 5, it is characterized in that: finite element software described in the described step 2 is ANSYS, ADINA, SAP or Midas/Gen.
7. high-rise long span degree gate-type truss integral lifting job practices according to claim 5, it is characterized in that: the installation on ground of lift unit is in proper order described in the described step 4: (A) arrange assembling support, assembly unit unit truss lower chord member is installed; (B) dress assembly unit unit lower edge and its underpart secondary beam; (C) assembly unit unit truss bearing diagonal and frame column are installed; (D) assembly unit unit pricncipal rafter and top secondary beam and girder are installed.
8. high-rise long span degree gate-type truss integral lifting job practices according to claim 5, it is characterized in that: carry out stress monitoring and dynamic data in the described lifting process of described step 7 and measure, described monitoring and to measure used instrument be vibratory strain ga(u)ge and automatic data acquisition instrument; Used software is DTs software, and described monitoring frequency is 30 minutes/time.
9. high-rise long span degree gate-type truss integral lifting job practices according to claim 5, it is characterized in that: the whole lifting carried out in two steps described in the described step 7, the first step, earlier the assembly unit unit is promoted to apart from 0.2 meter, ground is quiet and stopped one day, assembling support is removed, gathered stress data as initial reading; In second step, the assembly unit unit is promoted to design elevation.
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| CN2010105918755A CN102071814B (en) | 2010-12-16 | 2010-12-16 | High-rise long-span door type truss integral lifting device and construction method thereof |
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| CN2010105918755A CN102071814B (en) | 2010-12-16 | 2010-12-16 | High-rise long-span door type truss integral lifting device and construction method thereof |
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| CN102071814A true CN102071814A (en) | 2011-05-25 |
| CN102071814B CN102071814B (en) | 2012-05-02 |
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| CN102661054A (en) * | 2012-05-23 | 2012-09-12 | 中建二局第三建筑工程有限公司 | Lateral reinforcing structure in whole lifting of plane steel truss and whole lifting method |
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| CN102661054A (en) * | 2012-05-23 | 2012-09-12 | 中建二局第三建筑工程有限公司 | Lateral reinforcing structure in whole lifting of plane steel truss and whole lifting method |
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| CN103225408B (en) * | 2013-04-18 | 2015-05-20 | 南通大学 | Construction method for long-span net rack multiple-mast independent type integral lifting |
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| CN104120889A (en) * | 2014-07-18 | 2014-10-29 | 中冶天工上海十三冶建设有限公司 | Pipe truss structure integral lifting device |
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| CN104153589A (en) * | 2014-08-27 | 2014-11-19 | 中国建筑第二工程局有限公司 | Roof steel truss lifting point lifting capacity detecting method |
| CN105332517A (en) * | 2015-10-19 | 2016-02-17 | 中国建筑第八工程局有限公司 | Superaltitude conversion truss lifting device |
| CN109138454A (en) * | 2018-09-19 | 2019-01-04 | 中国十七冶集团有限公司 | A kind of installation method of super high-rise building outline border bandy truss |
| CN115637874A (en) * | 2022-12-01 | 2023-01-24 | 北京市第三建筑工程有限公司 | Construction method for accurately mounting heavy-load component at bottom of floor slab |
| CN115637874B (en) * | 2022-12-01 | 2023-08-18 | 北京市第三建筑工程有限公司 | Construction method for accurately installing heavy-duty member at bottom of floor slab |
| CN116988608A (en) * | 2023-09-20 | 2023-11-03 | 中建海峡建设发展有限公司 | Cantilever truss assembly system |
| CN116988608B (en) * | 2023-09-20 | 2023-11-28 | 中建海峡建设发展有限公司 | Cantilever truss assembly system |
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| CN102071814B (en) | 2012-05-02 |
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