CN1405418A - Post-stretching prestressed concrete arch bar roof and its construction method - Google Patents
Post-stretching prestressed concrete arch bar roof and its construction method Download PDFInfo
- Publication number
- CN1405418A CN1405418A CN 02138821 CN02138821A CN1405418A CN 1405418 A CN1405418 A CN 1405418A CN 02138821 CN02138821 CN 02138821 CN 02138821 A CN02138821 A CN 02138821A CN 1405418 A CN1405418 A CN 1405418A
- Authority
- CN
- China
- Prior art keywords
- concrete
- horizontal
- arch
- girt strip
- bar
- 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.)
- Granted
Links
Images
Landscapes
- Reinforcement Elements For Buildings (AREA)
Abstract
The invention refers to a post-tensioning prestressed arch-bar house cover with the construction method. It is a thin-wall structure body made by the combination of house faceplate and roof truss, containing upper arch bar, arch girt strip, last-quarter horizontal grit strip and last-quarter board and the former three are holistic concrete structure. The last-quarter board and abdomen shaft are prefab concrete assembly pieces, the former is anchored in the horizontal girt strip concrete and the upper end and under end of the later are anchored in concrete arch girt strip horizontal concrete girt strip. The upper arch bar is parabola-shape, the horizontal girt strip is post-tensioning prestressed concrete component.
Description
(1) technical field: the present invention relates to the construction work roof structure, particularly relate to a kind of post-tensioned prestressing concrete arch-bar roof system and job practices thereof.
(2) background technology: well-known, adopt the Arch Bar Structure of giving stress steel concrete " grillage unification ", stressed reasonable, save material, reduce construction costs, its development is rapid, and the template kind is more, and flap is arranged, coverboard, double-parabolic slab, arch bar (parabola template) etc.To barn roof, generally adopt the parabolic type arch bar, this arch bar has from water resistance, and its roof system waterproofing work is easy, saves construction cost, generally receives an acclaim.The job practices of current prestressed concrete arch-bar roof system, generally can adopt elder generation's pre-tensioning system arched roof plate prefabricated on ground, prefabricated single Pin roof slab is used large-scale haulage device and large-scale hanging device again, it is in place to transport to on-site hoisting, this job practices, prefabricated site area is big, needs large-scale transportation and hanging device, difficulty of construction is big, increase construction cost greatly, moreover, CN10448290C, ZL93108179.3, disclose a kind of cast-in-place method in high-altitude of large-span prestressed arch bar, promptly given and establish groove anchoring stretch-draw steel plate, the horizontal support leverage has been set in the collar tie beam inboard in the vertical wall top beam outside, support leverage with vertical direction, reinforce with fastener at the leverage infall; Finish pre-tensioning system tension reinforcing steel bar technology in the high-altitude through two opposite stretch-draw steel plates, and set up template and support thereof, scaffold.At the high-altitude fluid concrete, finish the stressed arch-bar roof structure.The advantage of this job practices is not take prefabricated place, does not need large-scale transportation, hanging device, reduces cost, and can adapt to the construction of any area.But need a large amount of scaffold and a large amount of formwork-supports that are provided with along vertical wall, construction equipment is many, and the mounting or dismounting workload is big, has reduced economic benefit.CN11548978 and for example, the patent No. is: 96117701.2, this patent of invention discloses a kind of pre-tensioned prestressing arch roof truss and has given the system construction technology in the air, at first reserve the jack groove in the two vertical wall top beam outsides, and in the gutter of the top beam outside, bury the stretch-draw anchoring pile that the stretch-draw anchor slab is installed underground, set up horizontal and vertical support and template in vertical side within the walls then, take the prefabricated operating platform of structure, adopt the pre-tensioning system production technology, by jump lattice fill out grade sequence of construction on prefabricated operating platform by Pin open muscle, formwork erection, pour, maintenance, make arch roof truss; Jack is put into the jack groove in the top beam outside, pursue the arched roof plate that the Pin jacking is prefabricated into, and be held in place on the dolly on the top beam, it is in place to the installation site to move horizontally arch roof truss again, this job practices has its advantage than the cast-in-place method of roof system, need not set up full hall scaffold, do not need prefabricated place and use hanging device, reduce construction cost, but this construction technology arch roof truss must move after pre-formed, again installation quality in place is restricted by accidentalia, if quality in place can not finely meet design requirement, it influences construction quality.
(3) summary of the invention: the objective of the invention is to overcome some defective of cast-in-place method of prestressing force roof system and pre-tensioning system existence, finish post-stressed concrete arch-bar roof system and job practices thereof.
Technical scheme of the present invention is: a kind of post-tensioned prestressing concrete arch-bar roof system, contain arch bar, the arch rib beam, the horizontal girt strip of lower edge, following boom plate, roof system is the thin wall construction body that roof panel and roof truss unite two into one, arch bar on it, the arch rib beam, the horizontal girt strip of lower edge is aerial cast-in-place whole concrete structure, and following boom plate and web member are prefabricated concrete assembly parts, and following boom plate is anchored in the horizontal rib beam concrete, on the web member, the lower end is anchored in respectively in arch rib beam and the horizontal rib beam concrete, last arch bar and arch rib beam are parabolic type, and the horizontal girt strip of lower edge is a post-tensioned prestressing concrete member, and roof system is provided with the temperature deformation shrinkage joint of some along vertical wall length direction, between adjacent two shrinkage joint, or a shrinkage joint and a left side, form some roof system whole unit bearing structures independently separately between the right gable.
The arch rib beam can adopt the beam face to flush with last arch bar plate face or beam at the bottom of flush two kinds of forms with last arch bar bottom surface, the steel mesh reinforcement that arch rib beam and horizontal girt strip have multilayer to interfix in the concrete termination of two ends intersection, in horizontal rib beam concrete, be penetrated with service sleeve, prestressed reinforcement or steel tendon are arranged in the pipe, pass the multistory reinforced net sheet of horizontal rib beam concrete two ends prestressing force and be anchored in its outer end concrete, brace one end is anchored in the arch rib beam concrete of web member upper end, and the other end is anchored in the horizontal rib beam concrete of another web member lower end.
On gable and eaves wall top beam and bottom the horizontal girt strip on lower edge horizontal girt strip bottom and temperature deformation seam both sides, be provided with the pre-buried steel ironware, and lower edge horizontal ribs soffit embedded iron parts and peripheral body of wall collar tie beam and distortion horizontal ribs soffit, both sides, shrinkage joint are given and being buried between the ironware, weld together with ironware, form the space conjoined structure, second pouring concrete Guttr board is set up in the stress reinforcing bar anchoring place outside of giving at post-tensioned prestressing horizontal rib beam concrete two ends, and is filled with waterproofing materials in the temperature deformation shrinkage joint on roof.
In the horizontal ribs beam span center of each whole unit bearing structure of roof system, the vertical span centre steel bar concrete linking beam vertical with horizontal girt strip arranged.
A kind of post stretching is given the job practices of stress concrete arch-bar roof system:
(1) at masonry panel and after having poured into a mould concrete roof system foundation ring beam, according to designing requirement, is boundary along vertical wall length direction with the temperature deformation shrinkage joint with whole roof system, whole roof system is divided into the construction cellular zone of some, each cellular zone of constructing can carry out independent construction simultaneously, or the part cellular zone independently constructs, or cellular zone is constructed successively one by one
(2) in the construction cellular zone, inner scaffold is taken to roof system foundation ring depth of beam lower position, after laying each lower edge horizontal ribs beam bottom board plate, make each horizontal ribs beam steel cage, with stressed main reinforcement, distribution bar, and the multistory reinforced net sheet in horizontal girt strip two ends is reinforced by in place the tying up of designing requirement, service sleeve is fixed in the horizontal ribs beam steel cage with support, establish constuction joint at arch rib beam and the horizontal girt strip of lower edge intersection, reserve the arch rib beam stress muscle of certain-length, when watering arch bar and arch rib beam by treatment of construction joints
(3) prefabricated following boom plate is laid along vertical wall direction, the outer reinforcing cage that stays reinforcing bar to pass the horizontal girt strip of place lower edge separately at two ends, overlap joint welds mutually, be anchored in the reinforcing cage, stay reinforcing bar by in the designing requirement reinforcing cage that is fixed on horizontal girt strip in place prefabricated web member outer, and reserve each oblique rollering steel muscle anchoring section, behind the both sides side template of a good horizontal girt strip, water horizontal girt strip concrete
(4) after horizontal rib beam concrete intensity reaches more than 30%, roof system arch rib beam and arch template die plate are installed, and make arch rib beam steel cage and the plate steel mesh reinforcement that arches up, staying reinforcing bar to be fixed in the arch rib beam steel cage outside the prefabricated web member upper end, and in web member upper end anchoring oblique rollering steel muscle section, on inspection with designing requirement errorless back pouring arch rib beam and arch board concrete
(5) reach more than 80% when horizontal rib beam concrete intensity, arch rib beam and last arch bar concrete strength reach 60% when above, in horizontal girt strip service sleeve, wear prestressed reinforcement or steel tendon, and prestressed reinforcement or steel tendon applied by designing requirement give stress, carry out anchoring behind the grading tension, treat that roof system unit concrete project is finished after, need before the form removal brace two anchored end straightening, and with stage casing oblique rollering steel muscle welding, constitute brace.
With on gable and the eaves wall top beam and the horizontal girt strip of lower edge bottom, between the horizontal ribs soffit pre-buried steel ironware on both sides, temperature deformation shrinkage joint, be welded to each other with ironware, fuse.
After the concrete project of whole constructions unit is finished, along vertical wall length direction the horizontal concrete girt strip of lower edge is given that the stress rib anchored end outside is outer chooses part second pouring Guttr board and carry out sealing off and covering anchorage, the deformation joint of roof system end face is carried out waterproofing work.
The good effect that the present invention is useful is:
(1) post-stressed concrete arch-bar roof system and job practices thereof have kept former way arched roof plate structural thermal insulation, heat-proof quality that advantages such as good air-tightness are arranged well, increase the roof system span, expand capacity than cast-in-place method arched roof plate, reduce construction formwork significantly, scaffold quantity, save construction costs, reduce construction cost.
(2) posttension is given stress concrete arch-bar roof system and job practices thereof than the pre-concrete arched roof plate of answering of pre-tensioning system, and overall structure is can property better, and structure stress is more reasonable, the construction plant is flexible, speed of application is faster, further reduces construction cost, increases to build and unit in charge of construction's economic benefit.
(3) take small-sized place and carry out the prefabricated of boom plate under primary structural component concrete web member and the concrete, can more rationally dispose available manpower, raise labour productivity, quicken the engineering construction progress greatly, obviously shorten construction period, reduce the engineering comprehensive cost.
(4) post-tensioned prestressing concrete arch-bar roof system and job practices, the horizontal concrete girt strip of lower edge concrete is being carried out post-tensioned prestressing when applying, both controlled the load of tensioning that gives the stress reinforcing bar, the deflection of answering reinforcing bar is given in control again, it is more even that whole arched roof plate each several part member stress is distributed, more reasonable, improved the overall structure reliability of arched roof plate.
(5) setting up Guttr board, is the sealing off and covering anchorage structure, is again discharge structure, is again decorating structure simultaneously, makes arched roof plate attractive in appearance, practicality, science.
(4) description of drawings:
Fig. 1, post-tensioned prestressing concrete arch-bar roof system top plan view structural representation
One of Fig. 2, post-tensioned prestressing concrete arch-bar roof system fragmentary top TV structure schematic diagram
Two of Fig. 2-1, post-tensioned prestressing concrete arch-bar roof system fragmentary top TV structure schematic diagram
Fig. 3, horizontal section post-tensioned prestressing arched roof plate structural representation
Fig. 4,2-2 cross-sectional view
Fig. 5,3-3 cross-sectional view
One of Fig. 6,1-1 cross-sectional view
Two of Fig. 6-1,1-1 cross-sectional view
Fig. 7, the horizontal girt strip pre-buried steel of lower edge ironware location arrangements schematic diagram
One of Fig. 8, temperature deformation shrinkage joint place's arch rib beam and last Arch Bar Structure schematic diagram
Two of Fig. 8-1, temperature deformation shrinkage joint place's arch rib beam and last Arch Bar Structure schematic diagram
(5) specific embodiment:
Embodiment: referring to Fig. 1,2,2-1,3,4,5,6,6-1,7,8,8-1, this is the post-tensioned prestressing concrete roof system of a silo, 88 meters of its vertical wall length, 24 meters of spans have a pair of partition wall 14 in vertical wall midpoint, 8 at total temperature deformation shrinkage joint, whole arched roof plate is divided into 10 monocoque structure unit.The plane projection of its arched roof plate is a rectangle, and it is y=4FX (L-X)/L that arch rib beam and last arch bar adopt parabolic equation
2Wherein L is: the roof system span, X is o'clock to 0 initial point horizontal range on the horizontal axis, F is the span centre height, Y be on the arch axis line any point to the horizontal axis distance, among the figure, 1 is the horizontal concrete girt strip of lower edge, in horizontal concrete girt strip, service sleeve 5 is arranged, be installed with prestressed reinforcement or steel tendon 9 in the pipe, prestressed reinforcement net sheet 6 is arranged in the concrete of the two ends of horizontal concrete girt strip 1, the prestressed reinforcement anchorage head (not drawing among the figure) that one taper is arranged in reinforced mesh 6 outsides, 2 is concrete arch rib beam, 3 is prefabricated concrete web member, its upper end is anchored in the concrete arch rib beam, the lower end is anchored in the horizontal concrete girt strip of lower edge, 4 is the oblique rollering steel muscle, one end is anchored in web member top concrete arch rib beam, the other end is anchored in the horizontal concrete girt strip in another web member lower end, 7 is concrete arch rib beam is connected net with the reinforcing bar of horizontal concrete girt strip intersection, 8 is the second pouring Guttr board of sealing off and covering anchorage prestressed reinforcement 9 anchorage heads, 10 is arch bar on the concrete, last arch bar 10 and arch rib beam 2 are cast-in-situ concrete structure bodies of plate-girder unification, and 11 are the temperature deformation shrinkage joint, in upper end, deformation joint 11 both sides two parallel arch girt strips adjacent to each other are arranged, two horizontal concrete girt strips of parallel lower edge adjacent to each other are arranged below, about the about 20mm of seam width, 12 is boom plate under the prefabricated concrete, stays reinforcing bar to be anchored in the horizontal concrete girt strip on both sides outward along vertical wall direction, the adjacent concrete horizontal ribs soffit on the both sides, shrinkage joint, on gable and eaves wall steel bar concrete top beam and other concrete horizontal ribs soffit be provided with pre-buried steel ironware 13, between them or and body of wall top beam embedded iron parts between, fixing with ironware welding.Between the two adjacent temperature deformation shrinkage joint 11, or between distortion shrinkage joint and left and right gable and the partition wall whole arched roof plate is divided into several by last arch bar, arch rib beam, the horizontal girt strip of lower edge, the overall structure load bearing unit that web member, brace and following boom plate are formed.
Because in the present embodiment, center along vertical wall increases two partition walls 14, arched roof plate can divide between storehouse for grain, etc. or stretch between seam seam setting area by the roof system temperature and carries out the arched roof plate construction respectively, at first according to designing requirement, along the vertical wall length direction of roof system, with temperature deformation shrinkage joint 11 is the boundary, be divided into the construction cellular zone of some, present embodiment is that the boundary respectively can be divided into five construction cellular zones with the mid-board, whole roof system has 10 construction cellular zones, if the condition permission, 10 cellular zones can be constructed simultaneously, or at the part cellular zone, or each cellular zone satisfy a construction all can, scope of construction item is changeable, can decide according to physical condition, compared with the pre-tensioning system construction technology, much flexible.Choosing a construction unit earlier constructs, scaffold is taken to roof system foundation ring depth of beam lower position in the construction unit, lay and support good horizontal girt strip 1 soffit formwork of each lower edge, make each reinforcing cage of this girt strip, with stressed main reinforcement, distribution bar, and the multistory reinforced net sheet of the prestressing force at two ends, reinforce by in place the tying up of designing requirement, service sleeve is fixed in the reinforcing cage with support, reserve the arch rib beam stress muscle of certain-length at arch rib beam and horizontal girt strip intersection, as treatment of construction joints.
Boom plate under the prefabricated concrete 12 is stayed reinforcing bar, passes the reinforcing cage of the horizontal girt strip of present position lower edge separately along giving of vertical wall direction both sides, and overlap joint welds mutually, be anchored in the reinforcing cage, the outer reinforcing bar that stays with each prefabricated concrete web member 3, by designing requirement, in the reinforcing cage that is fixed on horizontal girt strip in place, and fix each oblique rollering steel muscle anchoring section, after propping up good each horizontal girt strip both sides side template, water the concrete of horizontal girt strip 1.
Reach 30% when above in horizontal concrete girt strip intensity, install arch rib beam 2, the template of last arch bar 10, and arch rib beam 2 and last arch bar 10 reinforcing cage and steel mesh reinforcement have separately been tied up, the reserved steel bar of each web member 3 upper end, be anchored in the reinforcing cage of arch rib beam 2, fix each oblique rollering steel muscle anchoring section, the concrete of perfusion arch rib beam 2 and last arch bar 10.
When horizontal concrete girt strip 1 intensity reaches more than 80%, the intensity of arch bar 10 reaches 60% when above on concrete arch rib beam 2 and the concrete, run through prestressed reinforcement or steel tendon 9 to horizontal concrete girt strip service sleeve 5, prestressed reinforcement 9 one ends are reinforced with the reverse taper ground tackle earlier, the other end is undertaken also reinforcing with the reverse taper tool behind the grading tension prestressing force by designing requirement, treat roof system unit concrete project finish after before the form removal, can be with the two anchored end straightening of oblique rollering steel muscle, and with stage casing brace welding, form oblique rollering steel muscle 4.
After whole concrete project is finished, the concrete top beam that stitches the lower edge on 11 both sides horizontal concrete bottom and peripheral body of wall in temperature deformation is welded and fused with ironware with each horizontal concrete girt strip bottom surface pre-buried steel ironware, and, carry out sealing off and covering anchorage along indulging the wall outside at horizontal concrete girt strip end second pouring Guttr board 8.
Place, temperature deformation shrinkage joint at arch rib beam concrete inserts waterproofing materials and carries out waterproofing work.
Claims (7)
1. post-tensioned prestressing concrete arch-bar roof system, contain arch bar, the arch rib beam, the horizontal girt strip of lower edge, following boom plate, it is characterized in that: roof system is the thin wall construction body that roof panel and roof truss unite two into one, arch bar on it, the arch rib beam, the horizontal girt strip of lower edge is aerial cast-in-place whole concrete structure, and following boom plate and web member are prefabricated concrete assembly parts, and following boom plate is anchored in the horizontal rib beam concrete, on the web member, the lower end is anchored in respectively in arch rib beam and the horizontal rib beam concrete, last arch bar and arch rib beam are parabolic type, and the horizontal girt strip of lower edge is a post-tensioned prestressing concrete member, and roof system is provided with the temperature deformation shrinkage joint of some along vertical wall length direction, between adjacent two shrinkage joint, or a shrinkage joint and a left side, form some roof system whole unit bearing structures independently separately between the right gable.
2. roof system according to claim 1, it is characterized in that: the arch rib beam can adopt the beam face to flush with last arch bar plate face or beam at the bottom of flush two kinds of forms with last arch bar bottom surface, the steel mesh reinforcement that arch rib beam and horizontal girt strip have multilayer to interfix in the concrete termination of two ends intersection, in horizontal rib beam concrete, be penetrated with service sleeve, prestressed reinforcement or steel tendon are arranged in the pipe, pass the multistory reinforced net sheet of horizontal rib beam concrete two ends prestressing force and be anchored in its outer end concrete, brace one end is anchored in the arch rib beam concrete of web member upper end, and the other end is anchored in the horizontal rib beam concrete of another web member lower end.
3. roof system according to claim 1 and 2, it is characterized in that: on gable and eaves wall top beam and bottom the horizontal girt strip on lower edge horizontal girt strip bottom and temperature deformation seam both sides, be provided with the pre-buried steel ironware, and lower edge horizontal ribs soffit embedded iron parts and peripheral body of wall collar tie beam and distortion horizontal ribs soffit, both sides, shrinkage joint are given and being buried between the ironware, weld together with ironware, form the space conjoined structure, second pouring concrete Guttr board is set up in the stress reinforcing bar anchoring place outside of giving at post-tensioned prestressing horizontal rib beam concrete two ends, and is filled with waterproofing materials in the temperature deformation shrinkage joint on roof.
4. roof system according to claim 1 and 2 is characterized in that: in the horizontal ribs beam span center of each whole unit bearing structure of roof system, the vertical span centre steel bar concrete linking beam vertical with horizontal girt strip arranged.
5. a post stretching is given the job practices of stress concrete arch-bar roof system, it is characterized in that:
(1) at masonry panel and after having poured into a mould concrete roof system foundation ring beam, according to designing requirement, is boundary along vertical wall length direction with the temperature deformation shrinkage joint with whole roof system, whole roof system is divided into the construction cellular zone of some, each cellular zone of constructing can carry out independent construction simultaneously, or the part cellular zone independently constructs, or cellular zone is constructed successively one by one
(2) in the construction cellular zone, inner scaffold is taken to roof system foundation ring depth of beam lower position, after laying each lower edge horizontal ribs beam bottom board plate, make each horizontal ribs beam steel cage, with stressed main reinforcement, distribution bar, and the multistory reinforced net sheet in horizontal girt strip two ends is reinforced by in place the tying up of designing requirement, service sleeve is fixed in the horizontal ribs beam steel cage with support, establish constuction joint at arch rib beam and the horizontal girt strip of lower edge intersection, reserve the arch rib beam stress muscle of certain-length, when watering arch bar and arch rib beam by treatment of construction joints
(3) prefabricated following boom plate is laid along vertical wall direction, the outer reinforcing cage that stays reinforcing bar to pass the horizontal girt strip of place lower edge separately at two ends, overlap joint welds mutually, be anchored in the reinforcing cage, stay reinforcing bar by in the designing requirement reinforcing cage that is fixed on horizontal girt strip in place prefabricated web member outer, and reserve each oblique rollering steel muscle anchoring section, behind the both sides side template of a good horizontal girt strip, water horizontal girt strip concrete
(4) after horizontal rib beam concrete intensity reaches more than 30%, roof system arch rib beam and arch template die plate are installed, and make arch rib beam steel cage and the plate steel mesh reinforcement that arches up, staying reinforcing bar to be fixed in the arch rib beam steel cage outside the prefabricated web member upper end, and in web member upper end anchoring oblique rollering steel muscle section, on inspection with designing requirement errorless back pouring arch rib beam and arch board concrete
(5) reach more than 80% when horizontal rib beam concrete intensity, arch rib beam and last arch bar concrete strength reach 60% when above, in horizontal girt strip service sleeve, wear prestressed reinforcement or steel tendon, and prestressed reinforcement or steel tendon applied by designing requirement give stress, carry out anchoring behind the grading tension, treat that roof system unit concrete project is finished after, need before the form removal brace two anchored end straightening, and with stage casing oblique rollering steel muscle welding, constitute brace.
6. according to the job practices of claim 5, it is characterized in that: with on gable and the eaves wall top beam and the horizontal girt strip of lower edge bottom, between the horizontal ribs soffit pre-buried steel ironware on both sides, temperature deformation shrinkage joint, be welded to each other, fuse with ironware.
7. according to claim 5 or 6 described job practicess, it is characterized in that: after the concrete project of whole constructions unit is finished, along vertical wall length direction the horizontal concrete girt strip of lower edge is given that the stress rib anchored end outside is outer chooses part second pouring Guttr board and carry out sealing off and covering anchorage, the deformation joint of roof system end face is carried out waterproofing work.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB021388210A CN1186509C (en) | 2002-07-23 | 2002-07-23 | Post-stretching prestressed concrete arch bar roof and its construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB021388210A CN1186509C (en) | 2002-07-23 | 2002-07-23 | Post-stretching prestressed concrete arch bar roof and its construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1405418A true CN1405418A (en) | 2003-03-26 |
| CN1186509C CN1186509C (en) | 2005-01-26 |
Family
ID=4749730
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB021388210A Expired - Fee Related CN1186509C (en) | 2002-07-23 | 2002-07-23 | Post-stretching prestressed concrete arch bar roof and its construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN1186509C (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101314960B (en) * | 2008-06-23 | 2010-05-12 | 华丰建设股份有限公司 | Pouring construction method of concrete grounding arch |
| CN102094457A (en) * | 2011-01-04 | 2011-06-15 | 山西省第三建筑工程公司 | Space unbonded prestressed ring beam and construction process thereof |
| CN102605885A (en) * | 2012-04-02 | 2012-07-25 | 张培聪 | Large-sized closed roof formed by light steel truss arch for building |
| CN105220808A (en) * | 2015-09-11 | 2016-01-06 | 杭州江润科技有限公司 | Large-span prestressed arch bar site prefabrication construction method of installation |
| CN106760829A (en) * | 2017-01-22 | 2017-05-31 | 南京丰源建筑设计有限公司 | A kind of design-and-build method of high-air-tightness one-shot forming horizontal warehouse arched roof plate |
| CN107447991A (en) * | 2016-05-31 | 2017-12-08 | 上海宝冶集团有限公司 | The construction method of prestressing force bow member node in lower chord tube |
-
2002
- 2002-07-23 CN CNB021388210A patent/CN1186509C/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101314960B (en) * | 2008-06-23 | 2010-05-12 | 华丰建设股份有限公司 | Pouring construction method of concrete grounding arch |
| CN102094457A (en) * | 2011-01-04 | 2011-06-15 | 山西省第三建筑工程公司 | Space unbonded prestressed ring beam and construction process thereof |
| CN102605885A (en) * | 2012-04-02 | 2012-07-25 | 张培聪 | Large-sized closed roof formed by light steel truss arch for building |
| CN102605885B (en) * | 2012-04-02 | 2014-02-19 | 张培聪 | Large-sized closed roof formed by light steel truss arch for building |
| CN105220808A (en) * | 2015-09-11 | 2016-01-06 | 杭州江润科技有限公司 | Large-span prestressed arch bar site prefabrication construction method of installation |
| CN105220808B (en) * | 2015-09-11 | 2018-01-16 | 杭州江润科技有限公司 | Large-span prestressed arch bar in-situ precast construction method of installation |
| CN107447991A (en) * | 2016-05-31 | 2017-12-08 | 上海宝冶集团有限公司 | The construction method of prestressing force bow member node in lower chord tube |
| CN107447991B (en) * | 2016-05-31 | 2020-02-28 | 上海宝冶集团有限公司 | Construction method of prestressed arch center node in lower chord steel pipe |
| CN106760829A (en) * | 2017-01-22 | 2017-05-31 | 南京丰源建筑设计有限公司 | A kind of design-and-build method of high-air-tightness one-shot forming horizontal warehouse arched roof plate |
Also Published As
| Publication number | Publication date |
|---|---|
| CN1186509C (en) | 2005-01-26 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101230607B (en) | Structure combination parts for hollow slab | |
| CN211848855U (en) | Novel swift formula modularization decking seam structure | |
| CN105064200B (en) | The fish belly truss prestressing force steel reinforced concrete combination simply supported girder bridge of precast assembly and its construction method | |
| CN109577539A (en) | Build inclined roof fabricated construction technique | |
| CN113638304B (en) | Concrete beam type bridge hidden cover beam structure system and construction method thereof | |
| CN106223183A (en) | Assembled concrete-filled rectangular steel tube combination truss bridge and construction method | |
| CN114892552A (en) | Box girder type bridge reconstruction construction method | |
| CN1186509C (en) | Post-stretching prestressed concrete arch bar roof and its construction method | |
| CN101230659A (en) | Force-bearing type underplate component | |
| EP2923006B1 (en) | System and method for self carrying homogenous biaxial concrete slab | |
| CN216108007U (en) | Concrete beam type bridge and cast-in-situ hidden cover beam thereof | |
| CN101230605A (en) | Structure combination parts for hollow slab | |
| CN108716185B (en) | Top plate grouting connection prefabricated reinforced concrete side anti-collision guardrail | |
| CN101230677A (en) | Force-bearing type template component | |
| CN101230656A (en) | Force-bearing type template component for building lid | |
| CN101230664A (en) | Force-bearing type underplate component | |
| CN101230667A (en) | Force-bearing type superposed component | |
| CN101230676A (en) | Force-bearing type template component for concrete building lid | |
| CN101230671A (en) | Force-bearing type template component | |
| CN2573585Y (en) | Post-tensioned concrete arch board roof | |
| CN113529790B (en) | Underground driveway prestressed side wall and tensioning construction method thereof | |
| CN111926974B (en) | Precast slab construction method | |
| CN101230655A (en) | Force-bearing type template component for building lid | |
| CN216948780U (en) | Connecting node of anti-bank of full prefabricated bathroom and roof beam | |
| CN114086479B (en) | Tower foot anchoring structure for assembling tower and tower building method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C19 | Lapse of patent right due to non-payment of the annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |