CN102071814B - 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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- CN102071814B CN102071814B CN2010105918755A CN201010591875A CN102071814B CN 102071814 B CN102071814 B CN 102071814B CN 2010105918755 A CN2010105918755 A CN 2010105918755A CN 201010591875 A CN201010591875 A CN 201010591875A CN 102071814 B CN102071814 B CN 102071814B
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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 trussed steel beam integral lifting apparatus and construction method thereof.
Background technology
Along with the structural steelwork design-calculated makes rapid progress, the structural steelwork that install in high-rise long span degree gate-type trussed steel beam, high-altitude is widely applied.Adopt the gate-type steel truss structure in the skyscraper, the both sides skyscraper is coupled together, more and more obtain building designers' attention in the high-altitude.Usually adopt on the structure and expose trussed steel beam 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 principal feature of this kind structure is to expose steel structure and except the truss structure system of main couple and auxiliary girder composition, also exists part to hang cantilevered structure.If adopt conventional Steel Structure Installation technology, feasibility is subject to many limitations in project implementing process, or infeasible economically.The installation method that is applicable to this kind version 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 construction method 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 field engineering many, the technical matters that safety and economy can't guarantee.
For realizing above-mentioned purpose, the present invention adopts following technical scheme:
A kind of high-rise long span degree gate-type truss integral lifting device; Comprise feedthrough jack, steel strand and anchor structure; Said 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; Said feedthrough jack is fixed on the anchor structure, is symmetrical in the both sides of bracket on the truss in place, feedthrough jack and steel strand will be raised truss integral lifting to truss in place on the bracket flush position;
Said last anchor structure is gone up reinforcing diagonal ligament, last bracket anchoring part and following bracket anchoring part by two and is linked into an integrated entity; Last bracket anchoring part is by the last anchor plate that is welded on bracket termination end face on the truss in place and two solid steel seat weld togethers of side anchor that are positioned at bracket on the truss in place; The said top boom 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 feedthrough jack is used, following bracket anchoring part be fixedly connected on bracket under the truss in place above;
Said anchor structure is down reinforced diagonal ligament, top boom anchoring part and lower boom anchoring part down by two and is linked into an integrated entity; The lower boom anchoring part is by being welded on following anchor plate and the two solid steel seat weld togethers of the side anchor that is raised the truss lower boom that are raised truss lower boom end face; Have the following circular hole that the anchoring steel strand are used with respect to being raised truss lower boom web symmetry on the said down anchor plate, the top boom anchoring part be fixedly connected on be raised pricncipal rafter below.
The said following bracket anchoring part of going up anchor structure can be a seat board that is connected down the steel plate of bracket lower flange or is connected in down the bracket web, or is connected down the seat board on the bracket top flange plate.
Said upward anchor plate is wideer than top boom top flange, and said anchor plate is wideer than lower boom lower flange down.
The said upper limb 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 said bracket top flange of going up can be stuck in the notch; The said lower edge of going up the solid steel seat of side anchor of bracket can have and the corresponding notch in cross section, following bracket lower flange, and said bracket lower flange down can be stuck in the notch.
A kind of high-rise long span degree gate-type truss integral lifting construction method that adopts the said bont of one of claim 1～4; Said high-rise long span degree gate-type truss is between two built constructions; Comprise and be raised truss and stiffness structure; A said stiffness structure end has been anchored in the concrete structure of built construction, and the other end has bracket on the truss in place, and step is following:
Finite element software described in the said step 2 can be ANSYS, ADINA, SAP or Midas/Gen.
The installation on ground of lift unit is in proper order described in the said 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 diagonal ligament 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 said lifting process of said step 7 and measure, said monitoring and measure used instrument and can be vibratory strain ga(u)ge and automatic data acquisition (ADA) instrument; Used software can be DTs software, said monitoring frequency be 30 minutes/inferior.
The whole lifting carried out in two steps described in the said 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 designed 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, through drawknot device drawknot, guaranteed the globality and the safety of local stiffening.
Secondly; This method is owing to reasonably divided lift unit according to version; Realize the installation of integrally-built high-altitude with the least possible aloft work; The operation scaffold when ancillary method of therefore being taked only need be 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 feedthrough 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 through The results.Steel member and the floor support plate of assurance more than 95% accomplished in floor mounted.Can effectively improve operating efficiency, 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, increased the surface work amount and reduce aloft work, efficient low-risk realizes exposing--the technical matters 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
Below in conjunction with accompanying drawing the present invention is done further detailed explanation.
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 birds-eye view of seat of anchor structure.
Fig. 6 is the lifting process diagram of circuit.
Fig. 7 is an embodiment scheme drawing of going up anchor structure.
Fig. 8 is the embodiment scheme drawing 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 boom; 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-top boom anchoring part; The last reinforcing of 11-diagonal ligament; The 12-steel strand; 13-feedthrough jack; 14-top boom web; 15-reinforces diagonal ligament down; 16-lower boom web; The solid steel seat of the side anchor of 17-lower boom; 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 feedthrough jack 13, steel strand 12 and anchor structure; Said 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; Said feedthrough jack 13 is fixed on the anchor structure 3, is symmetrical in the both sides of bracket 1 on the truss in place, feedthrough 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; Said last anchor structure 3 is gone up reinforcing diagonal ligament 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 by the last anchor plate 8 that is welded on bracket 1 termination end face on the truss in place and two solid steel seat 7 weld togethers of side anchor that are positioned at bracket on the truss in place; Saidly go up that top boom web 14 symmetries with respect to bracket on the truss in place have the fixedly last circular hole 9 of feedthrough 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 said following bracket anchoring part 19 of going up anchor structure 3 is the seat boards that are connected down the steel plate of bracket lower flange or are connected in down the bracket web, or is connected down the seat board on the bracket top flange plate.
Said upward anchor plate 8 is wideer than top boom top flange, and said anchor plate 21 is wideer than lower boom lower flange down.
The said upper limb 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 said bracket top flange of going up is stuck in the notch; The said lower edge of going up the solid steel seat 7 of side anchor of bracket has and the corresponding notch in cross section, following bracket lower flange, and said bracket lower flange down is stuck in the notch.
Referring to Fig. 8; Said anchor structure 4 is down reinforced diagonal ligament 15, top boom anchoring part 10 and lower boom anchoring part down by two and is linked into an integrated entity; The lower boom anchoring part is by being welded on following anchor plate 21 and two solid steel seat 17 weld togethers of the side anchor that is raised the truss lower boom that are raised truss lower boom 6 end faces; On the said down anchor plate 21 with respect to being raised the following circular hole 18 that truss lower boom web 16 symmetries have anchoring steel strand 12 usefulness, top boom 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: said high-rise long span degree gate-type truss is between two built constructions; Comprise and be raised truss and stiffness structure; Said 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 procedure is following:
A kind of high-rise long span degree gate-type truss integral lifting construction method; Said high-rise long span degree gate-type truss is between two built constructions; Comprise and be raised truss and stiffness structure; A said stiffness structure end has been anchored in the concrete structure of built construction, and the other end has bracket 1 on the truss in place, and step is following:
The whole lifting carried out in two steps described in the said 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 designed elevation.
Claims (9)
1. high-rise long span degree gate-type truss integral lifting device; Comprise feedthrough jack (13), steel strand (12) and anchor structure; It is characterized in that: said 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); Said feedthrough jack (13) is fixed on the anchor structure (3); Be symmetrical in the both sides of bracket (1) on the truss in place, feedthrough jack (13) and steel strand (12) will be raised truss (2) overall increase to truss in place on bracket (1) flush position;
Said last anchor structure (3) is gone up reinforcing diagonal ligament (11), last bracket anchoring part and following bracket anchoring part by two and is linked into an integrated entity; Last bracket anchoring part is by the last anchor plate (8) that is welded on bracket (1) termination end face on the truss in place and two solid steel seat (7) weld togethers of the side anchor that is positioned at bracket on the truss in place; Saidly go up top boom 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 feedthrough jack (13) usefulness, following bracket anchoring part (19) be fixedly connected on bracket (5) under the truss in place above;
Said anchor structure (4) is down reinforced diagonal ligament (15), top boom anchoring part (10) and lower boom anchoring part down by two and is linked into an integrated entity; The lower boom anchoring part is by being welded on following anchor plate (21) and two solid steel seat (17) weld togethers of the side anchor that is raised the truss lower boom that are raised truss lower boom (6) end face; Said down anchor plate (21) is gone up with respect to being raised the following circular hole (18) that truss lower boom web (16) symmetry has anchoring steel strand (12) usefulness, top boom 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 said following bracket anchoring part (19) of going up anchor structure (3) is a seat board that is connected down the steel plate of bracket lower 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; It is characterized in that: said upward anchor plate (8) is wideer than the top boom top flange of bracket on the truss in place, and said anchor plate (21) is wideer than the lower boom lower flange that is raised truss down.
4. high-rise long span degree gate-type truss integral lifting device according to claim 3; It is characterized in that: the said upper limb 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 said bracket top flange of going up is stuck in the notch; The said lower edge that is raised the solid steel seat of side anchor of truss lower boom has and is raised the corresponding notch in cross section, lower flange of truss lower boom (6), and the said lower flange that is raised truss lower boom (6) is stuck in the notch.
5. high-rise long span degree gate-type truss integral lifting construction method that adopts the said bont of one of claim 1～4; Said high-rise long span degree gate-type truss is between two built constructions; Comprise and be raised truss and stiffness structure; One end of said stiffness structure has been anchored in the concrete structure of built construction, and the other end has bracket (1) on the truss in place, and it is characterized in that: step is following:
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 analogue computing; Confirm the reasonableness of the lift unit that examination is divided, confirm final lift unit, adopt finite element software to calculate end reaction the lift unit of confirming through adjusting;
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 confirming 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 instrument according to FEM calculation structure and engineering actual demand on the good lift unit of assembly unit;
Step 6; The feedthrough jack is arranged on the last anchor structure (3) of bracket (1) on the truss in place; Use feedthrough jack (13) and steel strand (12),, the lift unit lifting is put in place through 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 construction method according to claim 5, it is characterized in that: finite element software described in the said step 2 is ANSYS, ADINA, SAP or Midas/Gen.
7. high-rise long span degree gate-type truss integral lifting construction method according to claim 5, it is characterized in that: the installation on ground of lift unit is in proper order described in the said 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 diagonal ligament 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 construction method according to claim 5; It is characterized in that: carry out stress monitoring and dynamic data in the said step 7 lifting process and measure, it is vibratory strain ga(u)ge and automatic data acquisition (ADA) instrument that said stress monitoring and dynamic data are measured used instrument; Used software is DTs software, monitoring frequency be 30 minutes/inferior.
9. high-rise long span degree gate-type truss integral lifting construction method according to claim 5; It is characterized in that: the whole lifting carried out in two steps in the said 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, gather stress data as initial reading; In second step, the assembly unit unit is promoted to designed elevation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| 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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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| 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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| Publication Number | Publication Date |
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| CN102071814A CN102071814A (en) | 2011-05-25 |
| CN102071814B true CN102071814B (en) | 2012-05-02 |
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| CN2010105918755A Expired - Fee Related 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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| CN102518204B (en) * | 2011-12-19 | 2014-06-11 | 江苏沪宁钢机股份有限公司 | Buddha ceremonial canopy and manufacturing method thereof |
| CN102661054B (en) * | 2012-05-23 | 2015-05-27 | 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 |
| CN102953554A (en) * | 2012-11-14 | 2013-03-06 | 中冶天工集团有限公司 | Installation method of large-span honeycomb-shaped double-layer latticed shell structure |
| CN103075025B (en) * | 2013-01-30 | 2015-03-04 | 中国十九冶集团有限公司 | Integral lifting construction method for giant cantilever steel asymmetric structure of high-rise building |
| 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 |
| CN104088467B (en) * | 2014-07-17 | 2016-05-25 | 成都市第四建筑工程公司 | A kind of large Steel Cantilever truss structure high-altitude construction Deformation monitoring method |
| CN104120889B (en) * | 2014-07-18 | 2016-06-01 | 中冶天工上海十三冶建设有限公司 | Tube truss structure integral lifting apparatus |
| CN104153589B (en) * | 2014-08-27 | 2016-04-27 | 中国建筑第二工程局有限公司 | Method for detecting lifting capacity of lifting point of roof steel truss |
| CN104196246B (en) * | 2014-08-27 | 2016-09-07 | 浙江精工钢结构集团有限公司 | A kind of multidirectional stressed structure partial of continuous trusse evacuates lifting construction method in situ |
| 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 |
| 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 |
| CN116988608B (en) * | 2023-09-20 | 2023-11-28 | 中建海峡建设发展有限公司 | Cantilever truss assembly system |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001146793A (en) * | 1999-11-22 | 2001-05-29 | Mitsubishi Heavy Ind Ltd | Dome-installing method |
| CN100545365C (en) * | 2004-08-11 | 2009-09-30 | 中国机械工业建设总公司 | Building truss integral lifting method and equipment thereof |
| CN101446135A (en) * | 2008-12-25 | 2009-06-03 | 上海市第一建筑有限公司 | Integral hoisting system for superaltitude overlong jumbo beam by truss method and construction method thereof |
| CN101852019B (en) * | 2010-06-11 | 2011-10-05 | 北京市机械施工有限公司 | Lifting mounting method for inclined steel roof |
| CN201883694U (en) * | 2010-12-16 | 2011-06-29 | 中建二局第三建筑工程有限公司 | Integral lifting device for high-rise long-span door type truss |
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