CN201883694U - Integral lifting device for high-rise long-span door type truss - Google Patents
Integral lifting device for high-rise long-span door type truss Download PDFInfo
- Publication number
- CN201883694U CN201883694U CN2010206638117U CN201020663811U CN201883694U CN 201883694 U CN201883694 U CN 201883694U CN 2010206638117 U CN2010206638117 U CN 2010206638117U CN 201020663811 U CN201020663811 U CN 201020663811U CN 201883694 U CN201883694 U CN 201883694U
- Authority
- CN
- China
- Prior art keywords
- bracket
- truss
- anchor
- anchoring part
- place
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Lifetime
Links
Images
Landscapes
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The utility model relates to an integral lifting device for a high-rise long-span door type truss, which comprises through jacks, steel strands and an anchoring structure. The anchoring structure consists of an upper anchoring structure and a lower anchoring structure, the upper anchoring structure is fixed onto positioned truss brackets, the lower anchoring structure is fixed onto a lifted truss, the through jacks are fixed onto the upper side of the upper anchoring structure and symmetrically disposed on two sides of a positioned upper truss bracket, and the lifted truss is lifted to a position flush with the positioned upper truss bracket by the through jacks and the steel strands. A lifting unit realizes integral lifting while being monitored in a dynamic stress monitoring mode throughout the process, auxiliary measures of the lifting method only includes building an operating scaffold during surface splicing and an overhang scaffold at a lifting position, the integral lifting device requires less measures and is controlled by a jack stroke control computer in the integral lifting procedure, realizes traditional measurement monitor and stress strain monitoring, guarantees construction safety and structure safety, and can be widely applied to integral lifting construction of door type trusses.
Description
Technical field
The utility model relates to a kind of steel truss integral lifting apparatus.
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.
The utility model content
The purpose of this utility model provides a kind of high-rise long span degree gate-type truss integral lifting device, 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 utility model 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.
Compared with prior art the utlity model has following characteristics and beneficial effect:
At first, the anchor point local stiffening measure that the utility model 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, adopt the vertically-displacable jack as lifting means, 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 utility model 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, increasing the ground handling amount and reduce work high above the ground, efficient low-risk realizes exposing-technical problem that stiffness staggered floor steel truss structure is installed.
The utility model can be widely used in the installation of high-rise long span degree gate-type truss.
Description of drawings
The utility model is described in more detail below in conjunction with accompanying drawing.
Fig. 1 is the utility model structural representation.
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 described 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.
Step 3 according to result of calculation anchor structure 4 under arranging on the lift unit that is raised truss 2, and is reinforced it, and is arranged hydraulic-pressure control apparatus and computerized equipment.
Step 4, according to determining good lift unit, at installation on ground, anchor structure 4 and last anchor structure 3 are measured contrapositions down in the assembly unit process by from bottom to top order.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.
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.
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 (4)
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.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010206638117U CN201883694U (en) | 2010-12-16 | 2010-12-16 | Integral lifting device for high-rise long-span door type truss |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010206638117U CN201883694U (en) | 2010-12-16 | 2010-12-16 | Integral lifting device for high-rise long-span door type truss |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201883694U true CN201883694U (en) | 2011-06-29 |
Family
ID=44181233
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2010206638117U Expired - Lifetime CN201883694U (en) | 2010-12-16 | 2010-12-16 | Integral lifting device for high-rise long-span door type truss |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201883694U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102071814A (en) * | 2010-12-16 | 2011-05-25 | 中建二局第三建筑工程有限公司 | High-rise long-span door type truss integral lifting device and construction method thereof |
| CN103790234A (en) * | 2014-01-03 | 2014-05-14 | 永升建设集团有限公司 | Large-span truss hydraulic multi-point synchronous lifting construction method |
| CN112081390A (en) * | 2020-09-16 | 2020-12-15 | 中国建筑第二工程局有限公司 | Steel structure lifting, limiting and locking device and construction method thereof |
-
2010
- 2010-12-16 CN CN2010206638117U patent/CN201883694U/en not_active Expired - Lifetime
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102071814A (en) * | 2010-12-16 | 2011-05-25 | 中建二局第三建筑工程有限公司 | High-rise long-span door type truss integral lifting device and construction method thereof |
| CN103790234A (en) * | 2014-01-03 | 2014-05-14 | 永升建设集团有限公司 | Large-span truss hydraulic multi-point synchronous lifting construction method |
| CN112081390A (en) * | 2020-09-16 | 2020-12-15 | 中国建筑第二工程局有限公司 | Steel structure lifting, limiting and locking device and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102071814B (en) | High-rise long-span door type truss integral lifting device and construction method thereof | |
| CN106836498B (en) | Hoisting construction method for steel truss of grand stand roof of super-large span stadium | |
| CN102162774B (en) | Steel-structure distribution-girder-type double-track whole opening box girder static load test device and construction method thereof | |
| WO2017121315A1 (en) | Construction method for building truss and floor slab | |
| CN210122827U (en) | Jacking type steel plate reinforcing structure | |
| CN107060105B (en) | Lifting construction method for multiple steel galleries between tower buildings | |
| CN106812328B (en) | The whole two step lifting construction methods of string prestressed steel structure rack with hanging layer | |
| CN209114332U (en) | A kind of long big section bent cap bracket system of overhanging | |
| CN115467421B (en) | Hoisting construction method for complex large-span steel roof | |
| CN201883694U (en) | Integral lifting device for high-rise long-span door type truss | |
| CN109811665A (en) | The installation method of assembled heavy type steel corbel | |
| CN110106793B (en) | Unbalanced continuous beam side span counterweight auxiliary device | |
| CN106400694A (en) | Fabricated prestressing device and method for high pier scaffoldings | |
| CN108842954A (en) | Installation and construction method of huge different-section honeycomb beam structure system of wing-shaped roof | |
| CN201746781U (en) | Diagonal draw type bracket for cast-in-place of continuous beam | |
| CN102877657B (en) | Large-span H-shaped plane composite structure beam string upper-air cable replacement construction method | |
| CN110886218B (en) | Main cable profile steel anchoring system of large-span suspension bridge and construction method | |
| CN218375364U (en) | Steel truss promotes auxiliary stay structure | |
| CN116181079A (en) | Integral lifting device and method for heavy steel truss and large-diameter aluminum alloy reticulated shell structure | |
| CN109629450A (en) | The assembled laterally linear Matching and modification device of steel box girder cantilever, system and method | |
| CN213239481U (en) | Precast beam static load test device | |
| CN109812009A (en) | A kind of construction of lift well elevator steel structure base and construction method | |
| CN111620223B (en) | Construction method for lifting net rack through secondary stress conversion of support | |
| CN212452328U (en) | Reaction frame structure | |
| CN210122826U (en) | Jacking formula carbon cloth reinforced structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20110629 Effective date of abandoning: 20120502 |