CN101029518A - Construction of large-span two-way string-tensioning steel house frame - Google Patents
Construction of large-span two-way string-tensioning steel house frame Download PDFInfo
- Publication number
- CN101029518A CN101029518A CN 200710200321 CN200710200321A CN101029518A CN 101029518 A CN101029518 A CN 101029518A CN 200710200321 CN200710200321 CN 200710200321 CN 200710200321 A CN200710200321 A CN 200710200321A CN 101029518 A CN101029518 A CN 101029518A
- Authority
- CN
- China
- Prior art keywords
- steel
- truss
- span
- house frame
- roof truss
- 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.)
- Pending
Links
Images
Landscapes
- Rod-Shaped Construction Members (AREA)
Abstract
A construction method for large span sling fixing house frame follows the steps as: fabrication truss sections on ground; fabrication truss sections into two vertical final trusses on high-altitude working flat; fabrication one horizontal truss between the two vertical ones; three trusses form a house upper unit; fix the top end of a steel supporting pole to the upper unit, the bottom end to sling clip; thread vertically prestrees sling and lateral prestressed sling through the clip to form a sliding unit of house frame; slide the unit forward to one pile distance with tightening the slings; repeat the previous steps till designed position; fix the house frame with the supporting base and tighten all slings.
Description
(1) technical field
The present invention relates to a kind of job practices of prestressing force string steel roof truss.
(2) background technology
The National Indoor Stadium is one of 2008 Beijing Olympic Games three big main venues, will mainly carry out gymnastics competition, handball finals during the course of the Olympic Games, and the wheelchair basketball match is carried out in Paralympic Games.Its building is made up of building for competition, warm up hall, and building for competition can hold about 1.8 ten thousand people of spectators, overall floorage 80890m
2, four layers of B1, grounds.The roof system plane projection is two rectangles, vertically long 195.5m, and horizontal wide 114m covers building for competition and warm up hall respectively, and wherein building for competition is of a size of 114m * 144.5m, and warm up hall is of a size of 51m * 63m.Because building for competition span super large, the multilayer grandstand is arranged all around, the grandstand structure is the part of main body steel reinforced concrete framework, construction in advance, in addition the duration tight, the construction general arrangement need be organized graded crossing construction, reduces the influence to other follow-up the work itemss to greatest extent, therefore, the steel roof truss of large span like this and construction thereof just become the technical barrier in the construction.
What large-span prestressed steel structural roof at present both domestic and external adopted mostly is unidirectional truss-string-structure or unidirectional string beam, still unparalleled to truss string structure steel work prestressed stretch-draw engineering precedent.As ZSPD, Shanghai terminal, the span of tension string beam structure is 82.6m, and Guangzhou International Conference and Exhibition Center, the span of truss-string-structure are 126.5m, Harbin Sports Exhibition Center, and the span of truss-string-structure is 126.8 etc.Aspect abroad, the Millennium span of value of London reaches 325m, but what adopt is multi-point support structural system in the territory.Also there are tens venue such as the Green Dome Maebashi that open body with cord system in Japan, Ogasayama Dome, and Urayasu Municipal Sports Hall etc., wherein the planar dimension of Green Dome Maebashi reaches 167 * 122m.
(3) summary of the invention
The job practices that the purpose of this invention is to provide a kind of large-span two-way string-tensioning steel house frame will solve the problem of accelerating large-span two-way string-tensioning steel house frame speed of application, reduction operating expenses, not influencing other follow-up the work items.
The object of the present invention is achieved like this:
A kind of job practices of large-span two-way string-tensioning steel house frame is characterized in that construction sequence is as follows:
(1), elder generation is at each section of installation on ground longitudiual truss;
(2), on the assembly platform of high-altitude, each section of longitudiual truss is combined into a Pin longitudiual truss then;
(3), spelling two Pin longitudiual truss on the assembly platform of high-altitude;
(4), between two Pin longitudiual truss the assembly unit transverse truss, constitute the steel roof truss upper unit;
(5), the steel strut is installed, fixedly connected with the roof truss upper unit in steel strut upper end, steel strut lower end connects the cord clip node, the longitudinal prestressing rope passes vertical Suo Kongdao of cord clip node, the transverse prestress rope passes the horizontal Suo Kongdao of cord clip node, form steel roof truss lower floor unit, steel roof truss upper unit and steel roof truss lower floor unit constitute the steel roof truss sliding element jointly;
Steel roof truss lower floor unit is installed, the steel strut is installed, connect the cord clip node in its lower end, the longitudinal prestressing rope passes vertical Suo Kongdao of cord clip node, and the transverse prestress rope passes the horizontal Suo Kongdao of cord clip node, constitutes the steel roof truss sliding element;
(6), make the steel roof truss sliding element along the post distance of slippage forward of the slideway on the bracing frame of high-altitude, longitudinal prestressing rope and transverse prestress rope are with the slippage of roof truss steel work, but not stretch-draw, pretension only, pretightning force is 10% cable stretching power;
(7), reciprocal successively, assemble longitudiual truss and transverse truss by cross, advance by cross, put in place until slippage;
(8), treat that the steel roof truss slippage is in place after, bearing is connected with steel roof truss, carry out prestressed cable stretch-draw.
In above-mentioned (8), prestressed cable stretch-draw divides three grades to apply prestressing force, and the stretch-draw of first order prestressed cable applies 80%, and the second level is applied to 105% design Suo Li, and the third level carries out trickle adjustment according to the stretch-draw monitoring result to cable body, adjusts to the Suo Li of designing requirement.
The stretch-draw of above-mentioned first order prestressed cable be with jack by four jiaos of steel roof trusses toward middle bi-directional symmetrical stretch-draw, each four prestressed cables of stretch-draw after first order stretch-draw is finished, move from the centre jack and to carry out second level stretch-draw, until adhering to specification to both sides.
Above-mentioned large-span two-way string-tensioning steel house frame structure: the limit end of steel roof truss by seat supports on the support system of building periphery, it is characterized in that: steel roof truss undulate surface modeling, its plane projection is a rectangle, and bearing is arranged at the curved shape of vertical direction longitudinally; The steel roof truss upper unit is woven into grid-shaped quadrature steel truss by transverse truss and longitudiual truss, every truss structure is by upper chord, lower chord, the oblique herringbone web member that is connected between upper chord and the lower chord is formed, upper chord and junction, herringbone web member top are welded spherical node, lower chord and junction, herringbone web member bottom are cast steel node, steel roof truss lower floor unit is steel strut and two dimension prestressing space stretching rope net, fixedly connected with the cast steel node of steel roof truss upper unit in the top of steel strut, the lower end of steel strut connects the cord clip node, the cord clip node has vertical Suo Kongdao and the horizontal Suo Kongdao that staggers up and down, the longitudinal prestressing rope passes vertical Suo Kongdao, the transverse prestress rope passes horizontal Suo Kongdao, forms two dimension prestressing space stretching rope net.
The mesh spacing of above-mentioned two dimension prestressing space stretching rope net can be 8-10m.
Above-mentioned longitudinal prestressing rope and transverse prestress rope can be double joints or single extrude two large pitch twisted type cables of sheath.
Above-mentioned steel strut radially connects fin, and its length can be 1-10m.
Above-mentioned upper chord and web member can be the seamless circular steel pipes.
Above-mentioned lower chord can be a rectangular steel pipe.
The top of above-mentioned steel strut is the cucurbit head, and this hourglass head embeds in the hugging of two node clamps and cover plate composition, and fixedly connected by high-strength bolt.
The present invention compares the beneficial effect that has with existing conventional art: the present invention is two-way string Prestressed Space structural system, adopted the terrestrial segment assembling in the construction, the Pin assembly unit is put in order in the high-altitude, longitudiual truss transverse belt rope accumulation slippage, the construction technology of carrying out the stretch-draw of two-way prestressed cable classification symmetry after slippage puts in place.Steel roof truss of the present invention is a surface modeling, makes the vertical bearing of truss lower edge be the vertical curve shape and arranges; Panel point complex structure, kind are many, and the present invention has adopted ball node, cast steel node; Steel strut lower end is connected with the cord clip node of Suo Caiyong band steel ball.Steel roof truss of the present invention satisfied good looking appearance, span super large simultaneously, with material province, bearing capacity height, requirement that structural stability is good.
The present invention adopts along the method for horizontal slippage, and the method for band rope slippage has been taked in the truss slippage.The slippage span is big, and the slippage number of times is few, as if attached work proportion height is uneconomical from benefit, but can solve the special circumstances that this engineering runs into, and sliding rail has become level, straight line, can change accumulation slippage into by slippage one by one.On platform, can form bi-directional configuration earlier, during slippage more near design point; Reduce the amount of high-altitude operation after the slippage, reached the influence that reduces other operations, can organize the purpose of crossed construction.For reducing the influence of roof construction to other operations to greatest extent, this steel roof truss speed of application is fast, shortened the duration, reduced operating expenses.The present invention adopts two-way truss-string-structure and band rope accumulation slippage method, and construction period, other operations realized intersection according to plan, had guaranteed the realization of construction general plan.In steel roof construction process, for construction precision and the construction safety of controlling steel work, structural form, precision in place, ess-strain etc. have been carried out real-time monitoring, the monitored data of having finished operation shows, monitoring result and theory analysis are identical substantially, are within the pre-control scope.
(4) description of drawings
Fig. 1 is the schematic diagram of roof truss steel work.
Fig. 2 is the structural representation in the vertical section of steel roof truss.
Fig. 3 is the structural representation in the cross section of steel roof truss.
Fig. 4 is the schematic diagram of steel roof truss substructure.
Fig. 5 is an end node exploded view on the steel strut.
Fig. 6 is a steel strut lower end cord clip node exploded view.
Fig. 7 is the schematic top plan view of support system and slideway.
Fig. 8 is the schematic diagram of first order prestressed cable tension sequence;
Fig. 9 is the schematic diagram of second level prestressed cable tension sequence.
Figure 10 is the perspective view of steel roof truss.
Figure 11 is the schematic diagram of construction sequence of the present invention.
Figure 12 is the schematic diagram of construction sequence of the present invention.
Figure 13 is the schematic diagram of construction sequence of the present invention.
Figure 14 is the schematic diagram of construction sequence of the present invention.
Figure 15 is the schematic diagram of construction sequence of the present invention.
Among the figure: 1-longitudinal prestressing rope, 2-transverse prestress rope, 3-steel strut, 4-upper chord, 5-lower chord, 6-bearing, 7-web member, 8-welded spherical node, 9-cast steel node, 10-cord clip node, the vertical Suo Kongdao of 11-, the horizontal Suo Kongdao of 12-, 13-load-bearing pillar, 14-limit slideway, 15-middle slideway, 16-steel roof truss, 17-fin, 18-hourglass head, 19-cover plate, 20-node clamp, 21-high-strength bolt.
(5) specific embodiment
Embodiment is referring to shown in Figure 1, steel roof truss 16 undulate surface modelings, and its plane projection is a rectangle, bearing is arranged at the curved shape of vertical direction longitudinally.
Referring to Fig. 2-5, the limit end of this large-span two-way string-tensioning steel house frame is supported on above the support system of building periphery by bearing 6.The plane projection of steel roof truss 16 is two rectangles, vertical long 195.5m, horizontal wide 114m, cover building for competition and warm up hall respectively, wherein building for competition is of a size of 114m * 144.5m, warm up hall is of a size of 51m * 63m, and the steel roofing is waveform curve high in the south and low in the north, and structure peak absolute altitude is 42.454m.Building for competition steel roof structure form is the two-way truss string structure steel work of single-curved surface, and its upper strata is the plane frame (horizontal 18 Pin, vertical 14 Pin) of orthogonal spatial, and mesh spacing is 8.5m, and structure height is 1.518～3.973m.Steel roof system (comprising warm up hall) projected area 22788m
2, the about 3000t of gross weight.Above-mentioned upper chord 4 and web member 7 are seamless circular steel pipes.Above-mentioned lower chord 5 is rectangular steel pipes.The truss material is Q345C.Lower floor is steel strut and two dimension prestressing space stretching rope net, horizontal 14 Pin, and vertical 8 Pin band rope laterally is two ropes, vertically is single rope, cable wire adopts and extrudes two large pitch twisted type cables of sheath, strength grade 1670MPa, φ 5 * 109～φ 5 * 367; Steel strut 3 is the steel pipe of φ 219 * 12, the longest 9.248m.
Referring to Fig. 2-4, the steel roof truss upper unit is woven into grid-shaped quadrature steel truss by transverse truss and longitudiual truss, every truss structure is by upper chord 4, lower chord 5, the oblique herringbone web member 7 that is connected between upper chord and the lower chord is formed, and upper chord 4 is a welded spherical node 8 with junction, herringbone web member 7 top.Lower chord 5 is a cast steel node 9 with junction, herringbone web member 7 bottom.Steel roof truss lower floor unit is steel strut 3 and two dimension prestressing space stretching rope net, fixedlys connected with the cast steel node 9 of steel roof truss upper unit in the top of steel strut 3, and the lower end of steel strut 3 connects cord clip node 10., the cord clip node has vertical Suo Kongdao 11 and the horizontal Suo Kongdao 12 that staggers up and down, and longitudinal prestressing rope 1 passes vertical Suo Kongdao 11, and transverse prestress rope 2 passes horizontal Suo Kongdao 12, forms two dimension prestressing space stretching rope net.The mesh spacing of above-mentioned two dimension prestressing space stretching rope net is 8-10m.
Referring to Fig. 5, for strengthening the intensity of steel strut, radially the four directions is to connecting four fins 17 respectively at steel strut 3, and the top of steel strut 3 is the shape of hourglass head 18, this hourglass head 18 embeds in the hugging of two node clamps 20 and cover plate 19 compositions, and fixedly connected by high-strength bolt 21.
Referring to Fig. 6, support system can comprise load-bearing pillar 13 or bearing wall, support and slideway.Fixedly ball hinged support and 54 unidirectional sliding ball hinged-supports are bearing in peripheral steel reinforced concrete column top to steel truss by six three-dimensionals.
The job practices of above-mentioned large-span two-way string-tensioning steel house frame is characterized in that construction sequence is referring to Figure 10-15:
(1), elder generation is at each section of installation on ground longitudiual truss;
(2), on the assembly platform of high-altitude, each section of longitudiual truss is combined into a Pin longitudiual truss then.
(3), spelling two Pin longitudiual truss on the assembly platform of high-altitude.
(4), between two Pin longitudiual truss the assembly unit transverse truss, constitute the steel roof truss upper unit.
(5), steel strut 3 is installed, fixedly connected with the roof truss upper unit in steel strut upper end, steel strut lower end connects cord clip node 10, longitudinal prestressing rope 1 passes vertical Suo Kongdao 11 of cord clip node, transverse prestress rope 2 passes the horizontal Suo Kongdao 12 of cord clip node, form steel roof truss lower floor unit, steel roof truss upper unit and steel roof truss lower floor unit constitute the steel roof truss sliding element jointly.
Referring to Fig. 4, Fig. 5.
(6), make the steel roof truss sliding element along the post distance of slippage forward of the slideway on the bracing frame of high-altitude, longitudinal prestressing rope and transverse prestress rope are with the slippage of roof truss steel work, but not stretch-draw, pretension only, pretightning force is 10% cable stretching power;
(7), reciprocal successively, assemble longitudiual truss and transverse truss by cross, advance by cross, put in place until slippage;
(8), treat that the steel roof truss slippage is in place after, bearing is connected with steel roof truss, carry out prestressed cable stretch-draw.
In above-mentioned (8), prestressed cable stretch-draw divides three grades to apply prestressing force, and the stretch-draw of first order prestressed cable applies 80%, and the second level is applied to 105% design Suo Li, and the third level carries out trickle adjustment according to the stretch-draw monitoring result to cable body, adjusts to the Suo Li of designing requirement.
Referring to Fig. 8,9, the stretch-draw of above-mentioned first order prestressed cable is to use jack by four jiaos of past middle bi-directional symmetrical stretch-draw of steel roof truss, and each four prestressed cables of stretch-draw are after first order stretch-draw is finished, jack moved to both sides from the centre carry out second level stretch-draw, until adhering to specification.
Tensioning equipment adopts corresponding jack and supporting oil pump.The stretch-draw control of prestressed cable adopts stretching force and stretch value to control simultaneously, and wherein stretching force is as Main Control Elements, and stretch value is as auxiliary controlling element.The rope that needs each two axis of simultaneous tension vertical, horizontal during stretch-draw at most, i.e. 12 jack of six roots of sensation rope.
The prestress steel cable stretching adopts two controls, promptly controls pulling force, stretch value and the steel work deformation values of cable wire.After the prestress steel cable stretching is finished, should measure check and correction immediately.As note abnormalities, should suspend stretch-draw, wait to ascertain the reason, and Ex post, continue stretch-draw again.
Be the installation accuracy that guarantees steel work and structure safety, and the pre-stressed state of tensioning cable is conformed to designing requirement, the pulling force of cable wire and the stress and the distortion of steel work in the installation accuracy of steel work, the stretching process are monitored in construction period.Monitoring adopts pressure sensor test to steel cable stretching force, pressure sensor is installed on the hydraulic jack below, real-time monitor the pulling force of prestressed cable by data acquisition instrument, coincide with the desired stress of design to guarantee the stress after the prestressed cable construction is finished.When prestressed cable carried out stretch-draw, the steel work part can be out of shape thereupon, adopted total powerstation and dial gage that distortion is monitored, and adopted vibratory strain ga(u)ge that steel work stress is monitored.
Claims (10)
1. the job practices of a large-span two-way string-tensioning steel house frame is characterized in that construction sequence is as follows:
(1), elder generation is at each section of installation on ground longitudiual truss;
(2), on the assembly platform of high-altitude, each section of longitudiual truss is combined into a Pin longitudiual truss then;
(3), spelling two Pin longitudiual truss on the assembly platform of high-altitude;
(4), between two Pin longitudiual truss the assembly unit transverse truss, constitute the steel roof truss upper unit;
(5), the steel strut is installed, fixedly connected with the roof truss upper unit in steel strut upper end, steel strut lower end connects the cord clip node, the longitudinal prestressing rope passes vertical Suo Kongdao of cord clip node, the transverse prestress rope passes the horizontal Suo Kongdao of cord clip node, form steel roof truss lower floor unit, steel roof truss upper unit and steel roof truss lower floor unit constitute the steel roof truss sliding element jointly;
(6), make the steel roof truss sliding element along the post distance of slippage forward of the slideway on the bracing frame of high-altitude, longitudinal prestressing rope and transverse prestress rope are with the slippage of roof truss steel work, but not stretch-draw, pretension only, pretightning force is 10% cable stretching power;
(7), reciprocal successively, assemble longitudiual truss and transverse truss by cross, advance by cross, put in place until slippage;
(8), treat that the steel roof truss slippage is in place after, bearing is connected with steel roof truss, carry out prestressed cable stretch-draw.
2. the job practices of large-span two-way string-tensioning steel house frame according to claim 1, it is characterized in that: in above-mentioned (8), prestressed cable stretch-draw divides three grades to apply prestressing force, the stretch-draw of first order prestressed cable applies 80%, the second level is applied to 105% design Suo Li, the third level carries out trickle adjustment according to the stretch-draw monitoring result to cable body, adjusts to the Suo Li of designing requirement.
3. the job practices of large-span two-way string-tensioning steel house frame according to claim 2, it is characterized in that: the stretch-draw of above-mentioned first order prestressed cable is by four jiaos of past middle bi-directional symmetrical stretch-draw of steel roof truss with jack, each four prestressed cables of stretch-draw, after first order stretch-draw is finished, jack moved to both sides from the centre carry out second level stretch-draw, until adhering to specification.
4. the described large-span two-way string-tensioning steel house frame of the job practices of claim 1 large-span two-way string-tensioning steel house frame, the limit end of steel roof truss by seat supports on the support system of building periphery, it is characterized in that: steel roof truss undulate surface modeling, its plane projection is a rectangle, and bearing is arranged at the curved shape of vertical direction longitudinally; The steel roof truss upper unit is woven into grid-shaped quadrature steel truss by transverse truss and longitudiual truss, every truss structure is by upper chord, lower chord, the oblique herringbone web member that is connected between upper chord and the lower chord is formed, upper chord and junction, herringbone web member top are welded spherical node, lower chord and junction, herringbone web member bottom are cast steel node, steel roof truss lower floor unit is steel strut and two dimension prestressing space stretching rope net, fixedly connected with the cast steel node of steel roof truss upper unit in the top of steel strut, the lower end of steel strut connects the cord clip node, the cord clip node has vertical Suo Kongdao and the horizontal Suo Kongdao that staggers up and down, the longitudinal prestressing rope passes vertical Suo Kongdao, the transverse prestress rope passes horizontal Suo Kongdao, forms two dimension prestressing space stretching rope net.
5. according to the described large-span two-way string-tensioning steel house frame of the job practices of claim 4 large-span two-way string-tensioning steel house frame, it is characterized in that: the mesh spacing of above-mentioned two dimension prestressing space stretching rope net is 8-10m.
6. according to the described large-span two-way string-tensioning steel house frame of the job practices of claim 4 large-span two-way string-tensioning steel house frame, it is characterized in that: above-mentioned longitudinal prestressing rope and transverse prestress rope are double joints or single extrude two large pitch twisted type cables of sheath.
7. according to the described large-span two-way string-tensioning steel house frame of the job practices of claim 4 large-span two-way string-tensioning steel house frame, it is characterized in that: above-mentioned steel strut radially connects fin, and its length is 1-10m.
8. according to the described large-span two-way string-tensioning steel house frame of the job practices of claim 4 large-span two-way string-tensioning steel house frame, it is characterized in that: above-mentioned upper chord and web member are the seamless circular steel pipes.
9. according to the described large-span two-way string-tensioning steel house frame of the job practices of claim 4 large-span two-way string-tensioning steel house frame, it is characterized in that: above-mentioned lower chord is a rectangular steel pipe.
10. according to the described large-span two-way string-tensioning steel house frame of the job practices of claim 4 large-span two-way string-tensioning steel house frame, it is characterized in that: the top of above-mentioned steel strut is the cucurbit head, this hourglass head embeds in the hugging of two node clamps and cover plate composition, and fixedly connected by high-strength bolt.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200710200321 CN101029518A (en) | 2007-03-23 | 2007-03-23 | Construction of large-span two-way string-tensioning steel house frame |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200710200321 CN101029518A (en) | 2007-03-23 | 2007-03-23 | Construction of large-span two-way string-tensioning steel house frame |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN101029518A true CN101029518A (en) | 2007-09-05 |
Family
ID=38715051
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 200710200321 Pending CN101029518A (en) | 2007-03-23 | 2007-03-23 | Construction of large-span two-way string-tensioning steel house frame |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101029518A (en) |
Cited By (31)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101196015B (en) * | 2007-10-25 | 2010-06-23 | 中国京冶工程技术有限公司 | Beam string structure |
| CN101387131B (en) * | 2008-09-25 | 2011-01-19 | 中国建筑第六工程局有限公司 | Cable support welding sphere joints of wide span prestressing force beam string structure and manufacturing method thereof |
| CN101949209A (en) * | 2010-07-22 | 2011-01-19 | 胡约民 | Supporting platform for sealing large-span building roofs |
| CN102535863A (en) * | 2012-03-09 | 2012-07-04 | 中国十九冶集团有限公司 | Method for manufacturing and mounting irregular abnormally-shaped large space steel structure |
| CN102808520A (en) * | 2012-08-20 | 2012-12-05 | 南通海洲建设集团有限公司 | Self-supporting slide-lifting method of trusses |
| CN102995909A (en) * | 2012-11-14 | 2013-03-27 | 中冶天工集团有限公司 | Assembly method adopting coordinate rotation for spatial reticulated shells |
| CN103526826A (en) * | 2013-10-18 | 2014-01-22 | 天津大学建筑设计研究院 | Space truss string structure with cables arranged inside |
| CN104264884A (en) * | 2014-08-20 | 2015-01-07 | 中亿丰建设集团股份有限公司 | Office building atrium roof and mounting method thereof |
| CN104790588A (en) * | 2015-04-10 | 2015-07-22 | 中亿丰建设集团股份有限公司 | M-shaped roof truss and mounting method thereof |
| CN104847017A (en) * | 2015-05-25 | 2015-08-19 | 中国航空规划建设发展有限公司 | Novel prestress industrial stockyard canopy structure and method for constructing same |
| CN105089152A (en) * | 2015-07-10 | 2015-11-25 | 中铁十八局集团建筑安装工程有限公司 | Reverse installation and construction method for large bifurcated column and complex curved net rack |
| CN105401657A (en) * | 2015-11-20 | 2016-03-16 | 中冶赛迪工程技术股份有限公司 | Inverted-V-shaped truss with span larger than 100 m and construction method of inverted-V-shaped truss |
| CN105442705A (en) * | 2016-01-05 | 2016-03-30 | 江苏沪宁钢机股份有限公司 | Large-span steel truss structure and installation method thereof |
| CN107237498A (en) * | 2017-07-28 | 2017-10-10 | 南通华新建工集团有限公司 | A kind of steel pipe triangular truss structure roof slide installation method |
| CN107882246A (en) * | 2017-11-27 | 2018-04-06 | 湖南大学 | One kind segmentation string prestressed giant latticed shell structure |
| CN108086707A (en) * | 2017-11-24 | 2018-05-29 | 温州东瓯建设集团有限公司 | Beam-string structure system and its construction method in the reinforcing of large span rigid frame |
| CN109138172A (en) * | 2018-08-31 | 2019-01-04 | 上海宝冶集团有限公司 | Wide span steel roof frame modular unit sliding method |
| CN109826444A (en) * | 2019-02-20 | 2019-05-31 | 上海建筑设计研究院有限公司 | Cable net structure steel column temporarily sets seam optimization structure stress method |
| CN109930744A (en) * | 2019-04-24 | 2019-06-25 | 洪成 | A kind of assembled string branch structural system of roof and its construction method |
| CN111021555A (en) * | 2019-12-31 | 2020-04-17 | 北京城建集团有限责任公司 | Manufacturing method of bent and twisted multi-tube bolt welding combined node |
| CN111119494A (en) * | 2019-12-30 | 2020-05-08 | 北京市机械施工集团有限公司 | High-altitude in-situ construction method for ultra-large span string arched steel structure |
| CN111364774A (en) * | 2020-03-09 | 2020-07-03 | 北京城建集团有限责任公司 | Assembly tensioning process of large-span cable net |
| CN111730287A (en) * | 2020-05-08 | 2020-10-02 | 江苏中铁山桥重工有限公司 | Manufacturing method of multi-surface core node chord member |
| CN112921982A (en) * | 2021-01-29 | 2021-06-08 | 江苏三力岩土科技有限公司 | Independent large-span deep foundation pit prestressed steel supporting system |
| CN113090023A (en) * | 2021-03-31 | 2021-07-09 | 德才装饰股份有限公司 | Large-span steel beam hoisting construction method |
| CN113235944A (en) * | 2021-06-04 | 2021-08-10 | 中建八局第二建设有限公司 | Construction method of circular inclined cantilever pipe truss roof |
| CN114000712A (en) * | 2021-11-24 | 2022-02-01 | 上海宝冶工程技术有限公司 | Large-span pipe truss structure downwarping deformation air slide rail system |
| CN114457871A (en) * | 2022-03-08 | 2022-05-10 | 扬州大学 | Prestressing force structure suitable for piece base type pump station business turn over water flow path accuse splits |
| CN114753562A (en) * | 2022-04-25 | 2022-07-15 | 交通运输部公路科学研究所 | Plane grid prestressed sheet and reinforcing method |
| CN114934676A (en) * | 2022-07-25 | 2022-08-23 | 北京市建筑工程研究院有限责任公司 | Reverse tensioning construction method for truss slope roof |
| CN115992566A (en) * | 2023-03-23 | 2023-04-21 | 北京市建筑工程研究院有限责任公司 | Rigid-flexible orthogonal cable network structure and forming method thereof |
-
2007
- 2007-03-23 CN CN 200710200321 patent/CN101029518A/en active Pending
Cited By (41)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101196015B (en) * | 2007-10-25 | 2010-06-23 | 中国京冶工程技术有限公司 | Beam string structure |
| CN101387131B (en) * | 2008-09-25 | 2011-01-19 | 中国建筑第六工程局有限公司 | Cable support welding sphere joints of wide span prestressing force beam string structure and manufacturing method thereof |
| CN101949209A (en) * | 2010-07-22 | 2011-01-19 | 胡约民 | Supporting platform for sealing large-span building roofs |
| CN102535863A (en) * | 2012-03-09 | 2012-07-04 | 中国十九冶集团有限公司 | Method for manufacturing and mounting irregular abnormally-shaped large space steel structure |
| CN102535863B (en) * | 2012-03-09 | 2014-07-16 | 中国十九冶集团有限公司 | Method for manufacturing and mounting irregular abnormally-shaped large space steel structure |
| CN102808520B (en) * | 2012-08-20 | 2015-05-06 | 南通海洲建设集团有限公司 | Self-supporting slide-lifting method of trusses |
| CN102808520A (en) * | 2012-08-20 | 2012-12-05 | 南通海洲建设集团有限公司 | Self-supporting slide-lifting method of trusses |
| CN102995909A (en) * | 2012-11-14 | 2013-03-27 | 中冶天工集团有限公司 | Assembly method adopting coordinate rotation for spatial reticulated shells |
| CN103526826A (en) * | 2013-10-18 | 2014-01-22 | 天津大学建筑设计研究院 | Space truss string structure with cables arranged inside |
| CN104264884A (en) * | 2014-08-20 | 2015-01-07 | 中亿丰建设集团股份有限公司 | Office building atrium roof and mounting method thereof |
| CN104790588A (en) * | 2015-04-10 | 2015-07-22 | 中亿丰建设集团股份有限公司 | M-shaped roof truss and mounting method thereof |
| CN104847017A (en) * | 2015-05-25 | 2015-08-19 | 中国航空规划建设发展有限公司 | Novel prestress industrial stockyard canopy structure and method for constructing same |
| CN104847017B (en) * | 2015-05-25 | 2017-03-08 | 中国航空规划设计研究总院有限公司 | A kind of prestressing force industry stock ground canopy structure and construction method |
| CN105089152A (en) * | 2015-07-10 | 2015-11-25 | 中铁十八局集团建筑安装工程有限公司 | Reverse installation and construction method for large bifurcated column and complex curved net rack |
| CN105401657A (en) * | 2015-11-20 | 2016-03-16 | 中冶赛迪工程技术股份有限公司 | Inverted-V-shaped truss with span larger than 100 m and construction method of inverted-V-shaped truss |
| CN105442705A (en) * | 2016-01-05 | 2016-03-30 | 江苏沪宁钢机股份有限公司 | Large-span steel truss structure and installation method thereof |
| CN107237498B (en) * | 2017-07-28 | 2019-03-05 | 南通华新建工集团有限公司 | A kind of steel pipe triangular truss structure roof slide installation method |
| CN107237498A (en) * | 2017-07-28 | 2017-10-10 | 南通华新建工集团有限公司 | A kind of steel pipe triangular truss structure roof slide installation method |
| CN108086707A (en) * | 2017-11-24 | 2018-05-29 | 温州东瓯建设集团有限公司 | Beam-string structure system and its construction method in the reinforcing of large span rigid frame |
| CN107882246A (en) * | 2017-11-27 | 2018-04-06 | 湖南大学 | One kind segmentation string prestressed giant latticed shell structure |
| CN109138172A (en) * | 2018-08-31 | 2019-01-04 | 上海宝冶集团有限公司 | Wide span steel roof frame modular unit sliding method |
| CN109826444A (en) * | 2019-02-20 | 2019-05-31 | 上海建筑设计研究院有限公司 | Cable net structure steel column temporarily sets seam optimization structure stress method |
| CN109930744A (en) * | 2019-04-24 | 2019-06-25 | 洪成 | A kind of assembled string branch structural system of roof and its construction method |
| CN109930744B (en) * | 2019-04-24 | 2023-08-22 | 洪成 | Assembled chord support roof structure system and construction method thereof |
| CN111119494B (en) * | 2019-12-30 | 2021-12-14 | 北京市机械施工集团有限公司 | High-altitude in-situ construction method for ultra-large span string arched steel structure |
| CN111119494A (en) * | 2019-12-30 | 2020-05-08 | 北京市机械施工集团有限公司 | High-altitude in-situ construction method for ultra-large span string arched steel structure |
| CN111021555A (en) * | 2019-12-31 | 2020-04-17 | 北京城建集团有限责任公司 | Manufacturing method of bent and twisted multi-tube bolt welding combined node |
| CN111021555B (en) * | 2019-12-31 | 2021-04-30 | 北京城建集团有限责任公司 | Manufacturing method of bent and twisted multi-tube bolt welding combined node |
| CN111364774A (en) * | 2020-03-09 | 2020-07-03 | 北京城建集团有限责任公司 | Assembly tensioning process of large-span cable net |
| CN111730287A (en) * | 2020-05-08 | 2020-10-02 | 江苏中铁山桥重工有限公司 | Manufacturing method of multi-surface core node chord member |
| CN112921982A (en) * | 2021-01-29 | 2021-06-08 | 江苏三力岩土科技有限公司 | Independent large-span deep foundation pit prestressed steel supporting system |
| CN113090023A (en) * | 2021-03-31 | 2021-07-09 | 德才装饰股份有限公司 | Large-span steel beam hoisting construction method |
| CN113235944B (en) * | 2021-06-04 | 2022-02-08 | 中建八局第二建设有限公司 | Construction method of circular inclined cantilever pipe truss roof |
| CN113235944A (en) * | 2021-06-04 | 2021-08-10 | 中建八局第二建设有限公司 | Construction method of circular inclined cantilever pipe truss roof |
| CN114000712A (en) * | 2021-11-24 | 2022-02-01 | 上海宝冶工程技术有限公司 | Large-span pipe truss structure downwarping deformation air slide rail system |
| CN114457871A (en) * | 2022-03-08 | 2022-05-10 | 扬州大学 | Prestressing force structure suitable for piece base type pump station business turn over water flow path accuse splits |
| CN114753562A (en) * | 2022-04-25 | 2022-07-15 | 交通运输部公路科学研究所 | Plane grid prestressed sheet and reinforcing method |
| CN114934676A (en) * | 2022-07-25 | 2022-08-23 | 北京市建筑工程研究院有限责任公司 | Reverse tensioning construction method for truss slope roof |
| CN114934676B (en) * | 2022-07-25 | 2022-10-11 | 北京市建筑工程研究院有限责任公司 | Reverse tensioning construction method for truss slope roof |
| CN115992566A (en) * | 2023-03-23 | 2023-04-21 | 北京市建筑工程研究院有限责任公司 | Rigid-flexible orthogonal cable network structure and forming method thereof |
| CN115992566B (en) * | 2023-03-23 | 2023-05-30 | 北京市建筑工程研究院有限责任公司 | Rigid-flexible orthogonal cable network structure and forming method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101029518A (en) | Construction of large-span two-way string-tensioning steel house frame | |
| CN100424301C (en) | Pulley type truss-string arc-scaffolding combined structural system | |
| CN112482577B (en) | Large-span space chord supporting wheel spoke type truss structure system and construction method | |
| CN101033636A (en) | Large span bidirectional string stretching girders rope accumulation slippage construction method | |
| CN100501095C (en) | Tension string beam structure with dog bone type damper | |
| CN103628587A (en) | Self-reset girder-grid friction wall structural system | |
| CN101029519A (en) | Method for installing large-span two-way prestressed cable | |
| CN109057365A (en) | A kind of Node In Large-span Pipe Truss roof truss air translation installation method | |
| CN109235902A (en) | Positive quadrangular pyramid bolt-ball net frame multi-point support high-altitude dissipates splicing method | |
| CN203583708U (en) | Self-resetting beam-grid friction wall structural system | |
| CN110107075B (en) | Large-span step-by-step cantilever inclined strut structure based on pull-up and pull-down embedded structure and construction method thereof | |
| CN101285329B (en) | Suspendome concrete integrated floor structure and construction method thereof | |
| CN206529892U (en) | A kind of architectural structure system applied to high-level structure | |
| CN110318507B (en) | Atrium pull rod steel stair system and construction method thereof | |
| CN115680181B (en) | Material-saving and wind-resistant cable-membrane structure building and construction method thereof | |
| CN111119338A (en) | Sunflower-shaped multi-strut cable dome and installation method thereof | |
| CN109098423B (en) | Full steel pipe scaffold structure for assembling annular suspended dome structure and construction method thereof | |
| CN217106220U (en) | Lifting device for large-scale space steel truss girder | |
| CN109914616A (en) | A kind of dry construction connection structure of assembling frame structural construction corner post and beam | |
| CN212561900U (en) | Sunflower type multi-stay-rod cable dome | |
| CN114622710A (en) | High-altitude staggered-layer cantilever structure and construction method thereof | |
| CN108104349B (en) | Oblique compression bar truss beam chord beam combined structure and implementation method | |
| CN207934292U (en) | One kind is baroclined bar truss beam string composite structure | |
| CN202164731U (en) | Beam string of plane heavy roof | |
| CN110499937A (en) | A kind of packaged type steel bar meter booth structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Open date: 20070905 |