CN104499715A - Template overhanging construction method for floor system with composite structure by utilizing profiled steel beams - Google Patents
Template overhanging construction method for floor system with composite structure by utilizing profiled steel beams Download PDFInfo
- Publication number
- CN104499715A CN104499715A CN201410741538.8A CN201410741538A CN104499715A CN 104499715 A CN104499715 A CN 104499715A CN 201410741538 A CN201410741538 A CN 201410741538A CN 104499715 A CN104499715 A CN 104499715A
- Authority
- CN
- China
- Prior art keywords
- stupefied
- template
- section steel
- steel beam
- suspension ring
- 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
Abstract
The invention discloses a template overhanging construction method for a floor system with a composite structure by utilizing profiled steel beams. In the construction method, the profiled steel beams are utilized for overhanging templates to establish a supporting system; H-shaped steel joists are used as mail joists; the main joists are connected with the profiled steel beams through overhanging rings; a template system is suspended on the profiled steel beams, and the excellent mechanical properties of the H-shaped steel joists are sufficiently utilized to effectively transmit loads of the upper template to the profiled steel beams, so that the defects of the lower full hall scaffold supporting system of templates are overcome, the method is safe and reliable, the construction progress is greatly enhanced, and the labor intensity of workers is reduced; besides, the template system can be recycled, so that the use rate of materials is increased, and the construction cost is reduced; besides, the templates and sub-joists are made of macromolecular plastics, so that the loads of the template system are greatly reduced, and the whole stability of the supporting system is largely improved; materials are not easy to damage, so that the material turnover rate is greatly increased; the method is specially suitable for the construction of steel structural concrete floor and frame-structure concrete floor plates of high-rise buildings.
Description
Technical field
The present invention relates to one and hang mould construction method, particularly relate to a kind of combining structure superstructure and utilize section steel beam to hang mould construction method, belong to form bracing system technical field.
Background technology
In current China high level, super high rise structure, what the utilization of steel work housing form bracing system was more is two kinds of construction methods: a kind of for traditional Steel-pipe scaffold+flitch+template is as support system, this kind of method safety is reliable, but construction speed is slow, operator's labour intensity is large, and cost is higher simultaneously; The another kind of floor support plate system for easy construction, stay-in-grade profiled sheet or steel bar girder, but this method expense is higher, and profiled sheet is single load bearing plate, can not meet service condition at some construction site.
In addition, the support system that above-mentioned two kinds of steel work housing floor slab constructions adopt, also have that template recycling rate of waterused is on the low side, waste of material too much thus significantly add construction cost, and template system self load is heavier, causes the stability of support system entirety to reduce.
Summary of the invention
Main purpose of the present invention is, overcome deficiency of the prior art, a kind of combining structure superstructure is provided to utilize section steel beam to hang mould construction method, utilize section steel beam to carry out hanging mould and set up support system, use H profile steel stupefied as main stupefied, to be obtained with section steel beam by suspension ring and be connected, template system is suspended on section steel beam, make full use of the very good mechanical properties that H profile steel is stupefied, upper mould load is effectively passed to section steel beam, thus avoid adopting the full shortcomings existing for hall frame support system in template bottom, safe and reliable, very big raising construction speed, reduce labor strength, and template system can reuse, improve materials'use rate, reduce the cost of construction, meanwhile, template used and secondary stupefied employing high molecule plastic material, greatly reduces template system self load, thus significantly improves support system resistance to overturning, and material is not easy to damage, so that the relative conventional wooden template of material turnover has greatly improved, be specially adapted to the construction of the steel structure concrete flooring framework structure concrete floor of highrise building type.
In order to achieve the above object, the technical solution adopted in the present invention is:
A kind of combining structure superstructure utilizes section steel beam to hang mould construction method, comprises following construction sequence:
Step 1: frame column is checked, section steel beam is installed;
It is correct the built good frame column for mount type girder steel that described frame column is checked, and comprises the absolute altitude of frame column, displacement, verticality, torsion;
It is use to go here and there the method for hanging and carry out the section steel beam that the many hangings of a hook install H type that described section steel beam is installed, and be arranged on by section steel beam between the adjacent frame trestle built up, the vertical order of installation is first upper strata, rear middle level, again lower floor;
Step 2: surveying setting-out;
The mark of axis absolute altitude is established in meticulous survey, ensures that precision is established in survey, and arranges mark at concealment part or capped position, keeps mark clean; Plane axis line traffic control point is thrown and measures each layer, set up the Controling network of each layer construction section, and to determine in plane want the axis of installation position;
Step 3: prefabricated suspension ring, template;
According to Force Calculation result, select template system, determine main stupefied and secondary stupefied installing space and suspension ring size and the concrete size of template, and prefabricated suspension ring and template; Described suspension ring adopt Standard Module to make, and ensure that every batch of suspension ring are of the required size;
Step 4: suspension ring are installed with fixing;
According to the support span of section steel beam, suspension ring installation is carried out at section steel beam upper flange location place, carry out welding to the suspension ring bearing contacted with section steel beam upper flange to locate, processing dimension and the section steel beam upper flange width of suspension ring bearing adapt, and the vertical flap seat for installing main stupefied suspension ring keeps high unity, inspect for acceptance one by one after installation;
Step 5: main stupefied in place with installation;
Described master stupefied employing processing length is that the H profile steel that corresponding section steel beam spacing deducts 100mm is stupefied, main stupefied two ends hawser artificial lift hoisted in position, to be fixedly mounted by the vertical flap seat that is suspended on suspension ring, ensured that main stupefied length of stretching out vertical flap seat is at least 70mm; And welding is used for fixing stupefied U-shaped fastener in main stupefied axial length, the distribute spacing of described U-shaped fastener is identical with secondary stupefied installing space;
Step 6: secondary stupefied installation;
Described stupefied employing high molecule plastic back cord, the U-shaped fastener welded on stupefied by master positions installation, the mutual misconnection of secondary stupefied banjo fixing butt jointing, overlaps and choose length to be at least 150mm on master is stupefied; Also lay secondary stupefied below the joint needing laying template;
Step 7: template is laid;
Described template adopts high molecule plastic template to lay in order, engages portion's adhesive tape filleting or foamed glue is crammed to template with frame column; After template has been laid, carry out cleaning and coating release agent;
Step 8: floor bar colligation, concreting and maintenance;
According to floor bar design and code requirement assembling reinforcement, and qualified by inspection can;
According to design strength grade, the existing concreting of slab thickness, after casting and compacting of concrete, with floating rule, unnecessary laitance layer is struck off in time, by survey the absolute altitude control point of establishing concrete surface scraped clap whole; Before concrete initial set and final set, effects on surface carries out smearing pressure respectively, and carries out covering curing in time;
Step 9: remove main stupefied, secondary stupefied and template;
After floorslab concrete intensity meets strength of mould stripping requirement, adopt door-type scaffold, remove separately main stupefied, secondary stupefied and template successively; Main stupefied dismounting segmentation is carried out, and and template stupefied in respective regions time carries out manual demolition in time, avoids template large area to come off; Secondary stupefied and form removable takes interval mode of removing to carry out.
The present invention is set to further: in described step 5, main stupefied two ends are by positive and negative silk sleeve connection, keep the vertical flap seat of suspension ring unified with main stupefied contact point absolute altitude, unified absolute altitude is H=template thickness+stupefied height ± 5mm of secondary stupefied height+master to section steel beam upper flange distance.
The present invention is set to further: described step 6 used stupefied flitch that also can adopt is stupefied.
The present invention is set to further: during the template of described step 7 is laid, and lays template when engaging portion to frame column, after template side sticking two-faced adhesive tape band, then template is pushed into the frame column portion of engaging with it near and follow closely with the unit of 40mm and fixedly complete laying.
The present invention is set to further: in the laying template of described step 7, and the joint of adjacent forms takes hard connection to construct.
The present invention is set to further: the dismounting master stupefied period of described step 9, adopts gas cutting excision, first excise the vertical flap seat in one end, be positioned on section steel beam lower wing plate, and then excise the vertical flap seat of the other end by stupefied for master suspension ring.
Compared with prior art, the beneficial effect that the present invention has is:
1, safe and reliable, construction speed is fast, labor strength is low, and template system can reuse, and improves materials'use rate, reduces construction cost.
2, significantly can reduce template system self load, thus significantly improve support system resistance to overturning, and material is not easy to damage, and the relative conventional wooden template of material turnover is had greatly improved.
3, take the required installation component such as the prefabricated suspension ring of factory's concentrated processing mode, template, on-the-spot secondary cut can be avoided, effectively reduce spillage of material; And batch production is processed, batch production, be conducive to integrated and scale construction, ensure construction technology level and construction quality.
4, lead stupefied dismounting segmentation to carry out, and in time and template stupefied in respective regions time carries out manual demolition, secondary stupefied and form removable takes interval mode of removing to carry out, and can effectively avoid template large area to come off.
5, adopt section steel beam to hang mould construction method, compared to traditional outer climbing frame and full hall scaffold construction, can save labour cost, material rental charge, equipment leasing expense etc., construction speed is accelerated also to bring tower crane rental charge to reduce simultaneously.
Foregoing is only the general introduction of technical solution of the present invention, and in order to clearer understanding technological means of the present invention, below in conjunction with accompanying drawing, the invention will be further described.
Accompanying drawing explanation
Fig. 1 is the plane plan structure schematic diagram of the embodiment of the present invention;
Fig. 2 is A-A cut-away view in Fig. 1;
Fig. 3 is B-B cut-away view in Fig. 1.
Detailed description of the invention
Below in conjunction with Figure of description, the present invention is further illustrated.
As shown in Figure 1, Figure 2 and Figure 3, a kind of combining structure superstructure provided by the invention utilizes section steel beam to hang mould construction method, comprises following construction sequence:
Step 1: frame column 1 is checked, section steel beam 2 is installed;
It is correct the built good frame column 1 for mount type girder steel 2 that described frame column 1 is checked, and comprises the absolute altitude of frame column 1, displacement, verticality, torsion;
It is use to go here and there the method for hanging and carry out the section steel beam 2 that the many hangings of a hook install H type that described section steel beam 2 is installed, section steel beam 2 is arranged on the adjacent frame trestle built up 1 between, the vertical order of installation is first upper strata, rear middle level, again lower floor;
Step 2: surveying setting-out;
The mark of axis absolute altitude is established in meticulous survey, ensures that precision is established in survey, and arranges mark at concealment part or capped position, keeps mark clean; Plane axis line traffic control point is thrown and measures each layer, set up the Controling network of each layer construction section, and to determine in plane want the axis of installation position;
Step 3: prefabricated suspension ring 3, template 4;
According to Force Calculation result, select template system, determine installing space and suspension ring 3 size and the concrete size of template 4 of main stupefied 5 and times stupefied 6, and prefabricated suspension ring 3 and template 4; Described suspension ring 3 adopt Standard Module to make, and ensure that every batch of suspension ring 3 are of the required size;
Step 4: suspension ring 3 are installed with fixing;
According to the support span of section steel beam 2, carry out suspension ring 3 at section steel beam 2 upper flange location place to install, carry out welding to the suspension ring bearing 31 contacted with section steel beam 2 upper flange to locate, processing dimension and the section steel beam 2 upper flange width of suspension ring bearing 31 adapt, and keep high unity for the vertical flap seat 32 of the suspension ring 3 installing main stupefied 5, inspect for acceptance one by one after installation;
Step 5: main stupefied 5 in place with installation;
Described master stupefied 5 adopts processing length to be that the H profile steel that corresponding section steel beam 2 spacing deducts 100mm is stupefied, the two ends hawser artificial lift hoisted in position of main stupefied 5, to be fixedly mounted by the vertical flap seat 32 that is suspended on suspension ring 3, ensured that main stupefied 5 length of stretching out vertical flap seat 32 are at least 70mm; And welding is used for the U-shaped fastener 51 of fixing time stupefied 6 in the axial length of master stupefied 5, the distribute spacing of described U-shaped fastener 51 is identical with the installing space of secondary stupefied 6; The two ends of described master stupefied 5 are connected by positive and negative silk braid cylinder (not shown), keep the vertical flap seat 32 of suspension ring 3 unified with the contact point absolute altitude of main stupefied 5, unified absolute altitude is H=template 4 thickness+secondary stupefied 6 height+main stupefied 5 height to section steel beam 2 upper flange distance, and the error of H is ± 5mm;
Step 6: secondary stupefied 6 install;
Described time stupefied 6 adopt high molecule plastic back cords or flitch stupefied, position installation, the mutual misconnection of the secondary banjo fixing butt jointing of stupefied 6 by the U-shaped fastener 51 welded on main stupefied 5, overlap joint and choose length and be at least 150mm on main stupefied 5; Also secondary stupefied 6 are laid below the joint needing laying template 4;
Step 7: template 4 is laid;
Described template 4 adopts high molecule plastic template to lay in order, and the joint of adjacent forms 4 takes hard connection to construct, and engages portion's adhesive tape filleting or foamed glue is crammed to template 4 with frame column 1; Lay template 4 when engaging portion to frame column 1, can after template 4 side sticking two-faced adhesive tape band, then template 4 is pushed into frame column 1 portion of engaging with it near and follow closely with the unit of 40mm and fixedly complete laying; After template 4 has been laid, carry out cleaning and coating release agent;
Step 8: floor bar colligation, concreting and maintenance;
According to floor bar design and code requirement assembling reinforcement, and qualified by inspection can;
According to design strength grade, the existing concreting of slab thickness, after casting and compacting of concrete, with floating rule, unnecessary laitance layer is struck off in time, by survey the absolute altitude control point of establishing concrete surface scraped clap whole; Before concrete initial set and final set, effects on surface carries out smearing pressure respectively, and carries out covering curing in time;
Step 9: remove main stupefied 5, secondary stupefied 6 and template 4;
After floorslab concrete intensity meets strength of mould stripping requirement, adopt door-type scaffold, remove main stupefied 5, secondary stupefied 6 and template 4 separately successively; Main stupefied 5 remove segmentation carries out, and carries out manual demolition in respective regions time stupefied 6 and template 4 in time, avoids template 4 large area to come off; Secondary stupefied 6 and template 4 remove take interval remove mode carry out; Period, adopt gas cutting to excise to suspension ring 3, first excise the vertical flap seat 32 in one end, be positioned over stupefied for master 5 on section steel beam 2 lower wing plate, and then excise the vertical flap seat 32 of the other end.
Innovative point of the present invention is, utilize section steel beam 2 to carry out hanging mould and set up support system, use H profile steel stupefied as main stupefied 5, master stupefied 5 is obtained with section steel beam 2 by suspension ring 3 and is connected, template system is suspended on section steel beam 2, makes full use of the very good mechanical properties that H profile steel is stupefied, upper mould 4 load is effectively passed to section steel beam 2, thus avoid adopting the full shortcomings existing for hall frame support system in template bottom, safe and reliable, greatly improve construction speed, reduce labor strength; And template system can reuse, improve materials'use rate, reduce the cost of construction; Meanwhile, template used 4 and secondary stupefied 6 adopt high molecule plastic material, greatly reduce template system self load, thus significantly improve support system resistance to overturning, and material is not easy to damage, so that the relative conventional wooden template of material turnover has greatly improved; Take the required installation component such as the prefabricated suspension ring 3 of factory's concentrated processing mode, template 4, can avoid on-the-spot secondary cut, effectively reduce spillage of material, and batch production is processed, batch production, be conducive to integrated and scale construction, ensure construction technology level and construction quality; Main stupefied 5 remove segmentations carries out, and carries out manual demolition in respective regions time stupefied 6 and template 4 in time, secondary stupefied 6 and template 4 remove and take interval mode of removing to carry out, can effectively avoid template large area to come off; The present invention adopts section steel beam to hang mould construction method, and compared to traditional outer climbing frame and full hall scaffold construction, also can save labour cost, material rental charge, equipment leasing expense etc., construction speed is accelerated also to bring tower crane rental charge to reduce simultaneously.
More than show and describe general principle of the present invention, principal character and advantage.The technician of the industry should understand; the present invention is not restricted to the described embodiments; what describe in above-described embodiment and manual just illustrates principle of the present invention; without departing from the spirit and scope of the present invention; the present invention also has various changes and modifications, and these changes and improvements all fall in the claimed scope of the invention.Application claims protection domain is defined by appending claims and equivalent thereof.
Claims (6)
1. combining structure superstructure utilizes section steel beam to hang a mould construction method, it is characterized in that, comprises following construction sequence:
Step 1: frame column is checked, section steel beam is installed;
It is correct the built good frame column for mount type girder steel that described frame column is checked, and comprises the absolute altitude of frame column, displacement, verticality, torsion;
It is use to go here and there the method for hanging and carry out the section steel beam that the many hangings of a hook install H type that described section steel beam is installed, and be arranged on by section steel beam between the adjacent frame trestle built up, the vertical order of installation is first upper strata, rear middle level, again lower floor;
Step 2: surveying setting-out;
The mark of axis absolute altitude is established in meticulous survey, ensures that precision is established in survey, and arranges mark at concealment part or capped position, keeps mark clean; Plane axis line traffic control point is thrown and measures each layer, set up the Controling network of each layer construction section, and to determine in plane want the axis of installation position;
Step 3: prefabricated suspension ring, template;
According to Force Calculation result, select template system, determine main stupefied and secondary stupefied installing space and suspension ring size and the concrete size of template, and prefabricated suspension ring and template; Described suspension ring adopt Standard Module to make, and ensure that every batch of suspension ring are of the required size;
Step 4: suspension ring are installed with fixing;
According to the support span of section steel beam, suspension ring installation is carried out at section steel beam upper flange location place, carry out welding to the suspension ring bearing contacted with section steel beam upper flange to locate, processing dimension and the section steel beam upper flange width of suspension ring bearing adapt, and the vertical flap seat for installing main stupefied suspension ring keeps high unity, inspect for acceptance one by one after installation;
Step 5: main stupefied in place with installation;
Described master stupefied employing processing length is that the H profile steel that corresponding section steel beam spacing deducts 100mm is stupefied, main stupefied two ends hawser artificial lift hoisted in position, to be fixedly mounted by the vertical flap seat that is suspended on suspension ring, ensured that main stupefied length of stretching out vertical flap seat is at least 70mm; And welding is used for fixing stupefied U-shaped fastener in main stupefied axial length, the distribute spacing of described U-shaped fastener is identical with secondary stupefied installing space;
Step 6: secondary stupefied installation;
Described stupefied employing high molecule plastic back cord, the U-shaped fastener welded on stupefied by master positions installation, the mutual misconnection of secondary stupefied banjo fixing butt jointing, overlaps and choose length to be at least 150mm on master is stupefied; Also lay secondary stupefied below the joint needing laying template;
Step 7: template is laid;
Described template adopts high molecule plastic template to lay in order, engages portion's adhesive tape filleting or foamed glue is crammed to template with frame column; After template has been laid, carry out cleaning and coating release agent;
Step 8: floor bar colligation, concreting and maintenance;
According to floor bar design and code requirement assembling reinforcement, and qualified by inspection can;
According to design strength grade, the existing concreting of slab thickness, after casting and compacting of concrete, with floating rule, unnecessary laitance layer is struck off in time, by survey the absolute altitude control point of establishing concrete surface scraped clap whole; Before concrete initial set and final set, effects on surface carries out smearing pressure respectively, and carries out covering curing in time;
Step 9: remove main stupefied, secondary stupefied and template;
After floorslab concrete intensity meets strength of mould stripping requirement, adopt door-type scaffold, remove separately main stupefied, secondary stupefied and template successively; Main stupefied dismounting segmentation is carried out, and and template stupefied in respective regions time carries out manual demolition in time, avoids template large area to come off; Secondary stupefied and form removable takes interval mode of removing to carry out.
2. combining structure superstructure according to claim 1 utilizes section steel beam to hang mould construction method, it is characterized in that: in described step 5, main stupefied two ends are by positive and negative silk sleeve connection, keep the vertical flap seat of suspension ring unified with main stupefied contact point absolute altitude, unified absolute altitude is H=template thickness+stupefied height ± 5mm of secondary stupefied height+master to section steel beam upper flange distance.
3. combining structure superstructure according to claim 1 utilizes section steel beam to hang mould construction method, it is characterized in that: described step 6 used stupefied flitch that also can adopt is stupefied.
4. combining structure superstructure according to claim 1 utilizes section steel beam to hang mould construction method, it is characterized in that: in the template laying of described step 7, when laying template engages portion to frame column, after template side sticking two-faced adhesive tape band, then template is pushed into the frame column portion of engaging with it near and fixedly complete laying with the unit of 40mm nail.
5. combining structure superstructure according to claim 1 utilizes section steel beam to hang mould construction method, it is characterized in that: in the laying template of described step 7, and the joint of adjacent forms takes hard connection to construct.
6. combining structure superstructure according to claim 1 utilizes section steel beam to hang mould construction method, it is characterized in that: the dismounting master stupefied period of described step 9, gas cutting excision is adopted to suspension ring, first excise the vertical flap seat in one end, be positioned over stupefied for master on section steel beam lower wing plate, and then excise the vertical flap seat of the other end.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410741538.8A CN104499715A (en) | 2014-12-08 | 2014-12-08 | Template overhanging construction method for floor system with composite structure by utilizing profiled steel beams |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410741538.8A CN104499715A (en) | 2014-12-08 | 2014-12-08 | Template overhanging construction method for floor system with composite structure by utilizing profiled steel beams |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN104499715A true CN104499715A (en) | 2015-04-08 |
Family
ID=52941156
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410741538.8A Pending CN104499715A (en) | 2014-12-08 | 2014-12-08 | Template overhanging construction method for floor system with composite structure by utilizing profiled steel beams |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104499715A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104878926A (en) * | 2015-06-16 | 2015-09-02 | 中建八局第三建设有限公司 | Suspended template system construction method and turnover brackets |
| CN107859066A (en) * | 2017-11-06 | 2018-03-30 | 中国建筑第八工程局有限公司 | Pipe gallery Quick Release formwork erecting structure and its construction method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20030167727A1 (en) * | 2002-03-07 | 2003-09-11 | Ta-Hsiung Peng | Building construction method |
| CN102061770A (en) * | 2010-03-03 | 2011-05-18 | 柳忠林 | Construction method for imitated frame structure of long-span prestressed concrete beam slab |
| CN103089004A (en) * | 2013-01-31 | 2013-05-08 | 朱宏宇 | Combination frame module, component frame module and tool set structure and installing and dismantling method thereof |
| CN103758348A (en) * | 2014-02-20 | 2014-04-30 | 成军 | Profile steel framework structure concrete floor slab suspension mould pouring construction method |
-
2014
- 2014-12-08 CN CN201410741538.8A patent/CN104499715A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20030167727A1 (en) * | 2002-03-07 | 2003-09-11 | Ta-Hsiung Peng | Building construction method |
| CN102061770A (en) * | 2010-03-03 | 2011-05-18 | 柳忠林 | Construction method for imitated frame structure of long-span prestressed concrete beam slab |
| CN103089004A (en) * | 2013-01-31 | 2013-05-08 | 朱宏宇 | Combination frame module, component frame module and tool set structure and installing and dismantling method thereof |
| CN103758348A (en) * | 2014-02-20 | 2014-04-30 | 成军 | Profile steel framework structure concrete floor slab suspension mould pouring construction method |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104878926A (en) * | 2015-06-16 | 2015-09-02 | 中建八局第三建设有限公司 | Suspended template system construction method and turnover brackets |
| CN107859066A (en) * | 2017-11-06 | 2018-03-30 | 中国建筑第八工程局有限公司 | Pipe gallery Quick Release formwork erecting structure and its construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103291076B (en) | Multilayer steel truss fragmented reverse hoisting construction method in arc-shaped frame | |
| CN103758348B (en) | Profile steel framework structure concrete floor slab suspension mould pouring construction method | |
| CN103711323B (en) | Utilize the anti-ceiling board construction method of portable tubular truss stage+module roofing | |
| CN104088467B (en) | A kind of large Steel Cantilever truss structure high-altitude construction Deformation monitoring method | |
| CN102505708A (en) | Construction method of tunnel at oversized cross section open cut area in track traffic | |
| CN209799969U (en) | A integrally lift up cantilever formwork device for quick construction shaft lining cutting | |
| CN109184189A (en) | A kind of diameter Silo conical shell silo roof construction method | |
| CN105952133A (en) | Suspended large-span reinforced concrete structure construction steel platform and construction method | |
| CN206352391U (en) | Socket joint type key slot type Quick Release support system | |
| CN109869153A (en) | The whole of rapid construction vertical shaft lining cutting promotes cantilever form device and construction method | |
| CN105155836B (en) | Aluminum alloy mould plate for building and its using method | |
| CN104499715A (en) | Template overhanging construction method for floor system with composite structure by utilizing profiled steel beams | |
| CN109025275A (en) | A kind of shear wall side regularization stair punching block and installation method | |
| CN103243912B (en) | Multilayer is without plate framework construction method | |
| CN110700112A (en) | Movable formwork for concrete construction of overhanging wing plate of steel-concrete composite beam and construction method | |
| CN111926911A (en) | Construction method of super high-rise air corridor structure | |
| CN107060338A (en) | A kind of secondary method for pouring stair studding of formwork | |
| CN102605945B (en) | Manufacturing method of big wood formwork | |
| CN104060838A (en) | Grouping and air-pairing installation method for corridor | |
| CN105370027A (en) | Construction method for integrally lifted and supported steel platform structure in high-rise suspended structure | |
| CN102454298B (en) | Large-sized reinforced concrete construction of frame beam method | |
| CN105275198B (en) | A kind of shear-wall strengthening formwork structure and its construction method | |
| CN211420881U (en) | Movable formwork for concrete construction of overhanging wing plate of steel-concrete composite beam | |
| CN204081482U (en) | V-type cylinder transposition section concreting mould | |
| CN204626965U (en) | For the steel stair template of poured up at a time between architectural stair |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20150408 |
|
| RJ01 | Rejection of invention patent application after publication |