CN102635235A - Method for cast-in-place of ferrocement panel by spliced net frame suspension template - Google Patents
Method for cast-in-place of ferrocement panel by spliced net frame suspension template Download PDFInfo
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- CN102635235A CN102635235A CN2012101387101A CN201210138710A CN102635235A CN 102635235 A CN102635235 A CN 102635235A CN 2012101387101 A CN2012101387101 A CN 2012101387101A CN 201210138710 A CN201210138710 A CN 201210138710A CN 102635235 A CN102635235 A CN 102635235A
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- 238000000034 method Methods 0.000 title claims abstract description 27
- 239000000725 suspension Substances 0.000 title claims abstract description 22
- 238000010276 construction Methods 0.000 claims abstract description 22
- 239000004567 concrete Substances 0.000 claims abstract description 8
- 230000003014 reinforcing effect Effects 0.000 claims description 29
- 238000011065 in-situ storage Methods 0.000 claims description 13
- 238000009413 insulation Methods 0.000 claims description 11
- 239000000463 material Substances 0.000 claims description 9
- 230000009970 fire resistant effect Effects 0.000 claims description 7
- 239000004570 mortar (masonry) Substances 0.000 claims description 7
- 125000006850 spacer group Chemical group 0.000 claims description 6
- 239000011381 foam concrete Substances 0.000 claims description 4
- 230000005484 gravity Effects 0.000 claims description 4
- 239000011376 self-consolidating concrete Substances 0.000 claims description 4
- 238000007596 consolidation process Methods 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- 238000003754 machining Methods 0.000 abstract 1
- 238000005516 engineering process Methods 0.000 description 14
- 230000000694 effects Effects 0.000 description 6
- 229910000831 Steel Inorganic materials 0.000 description 4
- 238000004519 manufacturing process Methods 0.000 description 4
- 239000010959 steel Substances 0.000 description 4
- 239000003795 chemical substances by application Substances 0.000 description 3
- 230000001737 promoting effect Effects 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- QVGXLLKOCUKJST-UHFFFAOYSA-N atomic oxygen Chemical compound [O] QVGXLLKOCUKJST-UHFFFAOYSA-N 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000001723 curing Methods 0.000 description 1
- 230000001351 cycling effect Effects 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 238000005098 hot rolling Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 229910052760 oxygen Inorganic materials 0.000 description 1
- 239000001301 oxygen Substances 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
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Abstract
The invention relates to a construction process for a building ferrocement panel, in particular to a method for cast-in-place of a ferrocement panel by a spliced net frame suspension template. The method comprises the concrete steps as follows: step 1, machining a horizontal plane truss beam (1), a longitudinal plane incomplete truss beam (2) and a longitudinal plane incomplete truss (3) in a factory; step 2, making a bottom die; step 3, carrying out splicing construction on field on trusses shaped like a Chinese character ''Jing'' (meaning well in English) (4); step 4, suspending the bottom die; step 5, mounting reinforced net sheets; and step 6, carrying out cast-in-place process. According to the method for cast-in-place of the ferrocement panel by the spliced net frame suspension template, a spatial net frame is changed into a spliced net frame and the spliced net frame is applied to a cast-in-place floorslab, the ferrocement panel is directly changed to be manufactured by cast-in-place and is integrated with a beam column by cast-in-place, and the application range of the ferrocement panel can be expanded to various building floorslabs.
Description
Technical field
The present invention relates to ferrocement panel construction technology for building, is a kind of method of splicing the cast-in-place ferrocement panel of rack suspension template specifically.
Background technology
The ferrocement panel that provides among the GB GB/T 16308-2008 is a kind of prefabricated floor structure; Have in light weight, the advantage that materials are few, average thickness is merely about 3cm; Material than common cast-in-situ floor minimizing 70%; Be a kind of structure floor that is worthy to be popularized very much, if all floors in the building of founding a capital adopt this ferrocement panel, the so annual concrete that saves can pile a hill.But because that ferrocement panel needs is prefabricated, build is bigger, is unfavorable for transportation, and also there is the problem that is connected with beam column in prefabricated ferrocement panel, and the integral rigidity of building storey is had very big influence, and therefore utilization is not a lot.In addition, owing to receive the restriction of existing field fabrication technological level, existing at present construction technology has also satisfied not the cast in situs requirements of making of ferrocement panel.
Summary of the invention
To the defective that exists in the prior art; The object of the present invention is to provide a kind of method of splicing the cast-in-place ferrocement panel of rack suspension template; Directly make to build at the scene ferrocement panel into making; Be cast as one with beam column, can make the scope of application of ferrocement panel expand various building floors to.
For reaching above purpose, the technical scheme that the present invention takes is:
A kind of method of splicing the cast-in-place ferrocement panel of rack suspension template is characterized in that concrete steps are following:
According to the span and the load bearing requirements of floor, the width D of selected well word truss 4, the height H of selected well word truss 4,
Use full-automatic truss spot welder to make height respectively then and be imperfect girder truss 2 of transverse plane girder truss 1, the fore-and-aft plane of H and the imperfect truss 3 of fore-and-aft plane, and transverse plane girder truss 1 length is D;
Bed die adopts the fire-resistant and good light material of sound insulation value, and bed die will be considered the requirement of working load, will carry out consolidation process to the bed die than big working load, and reinforcing mode can take to increase the intensity of bed die, or at the inner reinforced mesh of placing of bed die;
Earlier the spacing of transverse plane girder truss 1 according to well word truss required to lay to put in place, and is fixedly connected, make each transverse plane girder truss 1 maintenance level with beam or wall,
Again the imperfect girder truss 2 of fore-and-aft plane is fixed on each transverse plane girder truss 1, and vertical with transverse plane girder truss 1, and the spacing between the imperfect girder truss 2 of adjacent fore-and-aft plane meets the spacing requirement of nine-squares beam, and is connected with beam or wall one by one,
And then the imperfect truss 3 of fore-and-aft plane placed under the imperfect girder truss 2 of fore-and-aft plane, and with imperfect truss 3 splicings of imperfect girder truss 2 of fore-and-aft plane and fore-and-aft plane,
Last fixed again connection horizontal is to the crosspoint of plane frame beam 1, the imperfect girder truss 2 of fore-and-aft plane and the imperfect truss 3 of fore-and-aft plane;
Through connector the bed die suspension is installed to the below of well word truss 4, and jointing is carried out in the slit between the bed die handled; The cross section requirement of ferrocement panel is satisfied at interval between the bed die;
Step 5, lay the reinforcing network sheet:
Lay the reinforcing network sheet by the ferrocement panel structural requirement in the both sides of floor topping and rib, whether meet the requirements according to the plan inspection after accomplishing;
Step 6, carry out cast in situs:
Cast in situs gravity flowing levelling mortar or self-compacting mortar or self-compacting concrete in the well word truss 4 that reinforcing network sheet, bed die are enclosed are connected as a single entity reinforcing network sheet, bed die and well word truss 4, have promptly accomplished the site operation work of cast-in-place ferrocement panel.
On the basis of technique scheme; Said transverse plane girder truss 1 comprises: profound bar 12 under profound bar 11 and the transverse plane girder truss on the transverse plane girder truss; Connect by some transverse plane girder truss web members 13 between the profound bar 12 under profound bar 11 and the transverse plane girder truss on the transverse plane girder truss; Two transverse plane girder truss web members 13 are that a spelling is connected into triangular structure, and adjacent triangular structure joins end to end.
On the basis of technique scheme; The imperfect girder truss 2 of said fore-and-aft plane comprises: profound bar 21 on the imperfect girder truss of fore-and-aft plane; The below of profound bar 21 is provided with the imperfect girder truss web member 22 of some fore-and-aft planes on the imperfect girder truss of fore-and-aft plane; Two imperfect girder truss web members 22 of fore-and-aft plane are that a spelling is connected into the del structure, the width of an adjacent del structure of del structure interbody spacer.
On the basis of technique scheme; The imperfect truss 3 of said fore-and-aft plane comprises: profound bar 31 under the imperfect truss of fore-and-aft plane; The top of profound bar 31 is provided with the imperfect truss web 32 of some fore-and-aft planes under the imperfect truss of fore-and-aft plane; Two imperfect truss web 32 of fore-and-aft plane are that a spelling is connected into triangular structure, the width of an adjacent triangular structure of triangular structure interbody spacer.
On the basis of technique scheme, the light material that the fire-resistant and sound insulation value of said making bed die is good is a foam concrete.
On the basis of technique scheme, connector described in the step 4 is pre-buried in bed die.
The method of the cast-in-place ferrocement panel of splicing rack suspension template of the present invention has the following advantages:
1, can be prefabricated in the factory transverse plane girder truss 1, the imperfect girder truss 2 of fore-and-aft plane and the imperfect truss 3 of fore-and-aft plane;
2, be spliced to form well word truss 4 by transverse plane girder truss 1, the imperfect girder truss 2 of fore-and-aft plane and the imperfect truss 3 of fore-and-aft plane;
3, bed die is disposable lightweight dedicated templates, can satisfy to carry working load, and form the ferrocement panel section form, has the function of insulation, fire-resistant and sound insulation simultaneously, is a kind of multipurpose module that satisfies construction requirement and instructions for use simultaneously;
4, can built-in connection in the bed die, can be through connector with bed die and 4 convenient connections of well word truss, and can adopt screw fixedly bed die and well word truss 4, make construction precision guaranteed;
5, earlier fixedly well word truss the relative position of reinforcing bar in floor is guaranteed, solved that the reinforcing bar relative positional accuracy can not satisfy the requirement of ferrocement panel to the reinforcing bar precision in original construction technology.
6, spliced well word truss 4 can adopt millwork processing monolithic truss; The vertical levels and the rigidity of beam have a good guarantee; (well word truss 4 is fixed with beam or wall in construction, to take the beam-ends support; Wherein comprised support), therefore having solved former construction technology supports irregular problem.
7, adopt the bed die (also being called disposable module) that need not dismantle, solved the problem of original construction technology template dismounting.
8, be that benchmark is produced bed die because of relative position with reinforcing bar; Guaranteed the relative position between bed die and bed die, bed die and the reinforcing bar; Make the template precision of cast in situs ferrocement panel reach the making precision of prefab form, cast-in-place ferrocement panel is achieved.
9, the bed die of making has the sound insulation function, becomes a kind of composite wood scutum with the ferrocement panel of cast in situs, has the good effect of soundproof effect in light weight concurrently.
10, the bed die of making has better effect of heat insulation, when breaking out of fire, can avoid the infringement of high temperature to structure, has improved its fire resistance.
11, bed die adopts connector to be fixedly connected with well word truss, and this mechanical connection can be integrally formed with ferrocement panel after building, thereby has guaranteed that bed die can loose or dislocation in using in the later stage.
12, owing to adopted truss suspension mould; Floor is built gravity flowing levelling mortar or self-compacting concrete directly affacts on the reinforcing bar through bed die in the construction; Not having to support therefore, floor can not ftracture because of the tensile stress that deadweight produces; And under the deadweight effect bed die with build thing and can combine closely, thereby the time that makes air and oxygen touch reinforcing bar postpone, that is to say indirect application life of improving floor.
Description of drawings
The present invention has following accompanying drawing:
Fig. 1 transverse plane girder truss sketch map,
The imperfect girder truss sketch map of Fig. 2 fore-and-aft plane,
The imperfect truss sketch map of Fig. 3 fore-and-aft plane,
Fig. 4 splices back well word truss sketch map.
The specific embodiment
Below in conjunction with accompanying drawing the present invention is done further explain.
Because there are very big difference in prefabricated production technology and produced on-site technology, can find through analyzing us, if the ferrocement panel that provides among the GB GB/T 16308-2008 wants to adopt produced on-site technology to make, mainly be limited by following technical bottleneck:
1, template construct
The ferrocement panel that provides among the GB GB/T 16308-2008 is very high to the requirement of template; This is because the little characteristic in his cross section own determines; This, is prefabricated in the factory and adopts punching block and stream curing method raising form cycling rate than high a lot of of the template of field fabrication the required precision of template, and this is difficult to accomplish at the scene; Even if accomplish that the cost of its cost high ejecting plate of meeting own is a lot, lose promotional value.
2, template dismounting
In the construction of existing cast-in-situ steel reinforced concrete ribbed slab floor, the template dismounting is an a great problem always, and this problem is concerning ferrocement panel, and problem is just more outstanding.Because the rib of ferrocement panel is very thin; Be unfavorable for traditional method for dismounting such as crowbars; Just big release agent is used for the template dismounting among the GB GB/T 16308-2008; But be difficult to guarantee that big release agent can not pollute reinforcing bar at the scene in the construction, in case big release agent has polluted the bearing capacity that reinforcing bar will directly have influence on plate.
3, support
The construction technology of the cast-in-place plate of tradition generally is: install earlier and support, the lay lumber core is reinforcing bar binding afterwards then, is concreting at last.But there is the not enough problem of plate soffit formwork horizontal accuracy in this form of construction work; And in the reality construction race mould, local dent or projection can appear; This also is very fatal to ferrocement panel; The depth of section that this directly influences plate that is to say the uneven problem of supporting capacity that influences plate.
4, reinforcing bar is fixed
The normally direct labor's assembling reinforcement on template of cast-in-place plate; This traditional construction technology is difficult to guarantee the relative position between the reinforcing bar; And ferrocement panel requires very strictness to the reinforcing bar relative position; This all is because itself structural plane cross section is little to reinforcement location precision height just naturally, so traditional handicraft is difficult to satisfy this requirement.
Except the above-mentioned technical difficulty that makes cast-in-place construction into, also there is the problem on the function of use in the popularization of the ferrocement panel that provides among the GB GB/T 16308-2008:
1, because plate is very thin, so soundproof effect is just poor, this has satisfied not the function of use requirement of national regulation to soundproof effect.
2, fire resistance, cross section too leptophragmata are hot just very poor.
Therefore want this structure large-scale popularization just must be carried out a series of innovation reform.
Space net rack is also referred to as space truss or three-dimensional truss or Steel Space Truss, is widely used in the long-span roofing structure, and the ceiling in many petrol filling stations and sports palace etc. all adopts this structure, but never is applied among the monolithic reinforced concrete structure, and its reason is:
1, space net rack all is to adopt integral manufacturing, integral installation, therefore with the beam column of multistory building combine acquire a certain degree of difficulty, the little span building roof of incompatibility,
2, the rigidity of space net rack own is very big, and bearing capacity is high, there is no need to increase the burden of concrete deadweight; Say from this meaning; It is a kind of wasting of resources that space net rack is poured in the concrete, has not only improved not bearing capacity, has also increased a lot of deadweights; Reduced the service load rank of space net rack on the contrary
3, the space net rack requirements of making is high, and especially the node of space net rack (ball node) must overcome the problem that stress is concentrated.
Therefore the existing space rack at home and abroad all is to use separately as a kind of form of structure of carrying.
The invention property space net rack is changed into splicing rack and being applied in the cast-in-situ floor; This application; Not only do not produce above-mentioned waste but also saved a large amount of template and supported, and be applied among the various cast-in-situ floors after having realized prefabricated ferrocement panel technology integrated.
The method of the cast-in-place ferrocement panel of splicing rack suspension template of the present invention, like Fig. 1,2,3, shown in 4, concrete steps are following:
According to the span and the load bearing requirements of floor, the width D of selected well word truss 4, the height H of selected well word truss 4; The width D of said well word truss 4 and height H are referring to Fig. 4; The length of well word truss 4 is selected according to actual needs, and well word truss 4 can be that a height is that H, the length of side are the square of D
Use full-automatic truss spot welder to make height respectively then and be imperfect girder truss 2 of transverse plane girder truss 1, the fore-and-aft plane of H and the imperfect truss 3 of fore-and-aft plane, and transverse plane girder truss 1 length is D;
Said transverse plane girder truss 1 comprises: profound bar 12 under profound bar 11 and the transverse plane girder truss on the transverse plane girder truss; Connect by some transverse plane girder truss web members 13 between the profound bar 12 under profound bar 11 and the transverse plane girder truss on the transverse plane girder truss; Two transverse plane girder truss web members 13 are that a spelling is connected into triangular structure, and adjacent triangular structure joins end to end;
The imperfect girder truss 2 of said fore-and-aft plane comprises: profound bar 21 on the imperfect girder truss of fore-and-aft plane; The below of profound bar 21 is provided with the imperfect girder truss web member 22 of some fore-and-aft planes on the imperfect girder truss of fore-and-aft plane; Two imperfect girder truss web members 22 of fore-and-aft plane are that a spelling is connected into the del structure, the width of an adjacent del structure of del structure interbody spacer;
The imperfect truss 3 of said fore-and-aft plane comprises: profound bar 31 under the imperfect truss of fore-and-aft plane; The top of profound bar 31 is provided with the imperfect truss web 32 of some fore-and-aft planes under the imperfect truss of fore-and-aft plane; Two imperfect truss web 32 of fore-and-aft plane are that a spelling is connected into triangular structure, the width of an adjacent triangular structure of triangular structure interbody spacer;
The width of the triangular structure that is made up of two imperfect truss web 32 of fore-and-aft plane is identical with the width of the del structure that is made up of two imperfect girder truss web members 22 of fore-and-aft plane;
Profound up and down bar should adopt screw-thread steel, and web member should adopt hot rolling dish round steel;
Bed die adopts the fire-resistant and good light material of sound insulation value, and bed die will be considered the requirement of working load, will carry out consolidation process to the bed die than big working load, and reinforcing mode can take to increase the intensity of bed die, or at the inner reinforced mesh of placing of bed die;
The light material that the fire-resistant and sound insulation value of said making bed die is good can be foam concrete, and the foam concrete cost is low, helps promoting;
Earlier the spacing of transverse plane girder truss 1 according to well word truss required to lay to put in place; And be fixedly connected with beam or wall (different beams or wall adopt different connected modes, and concrete connected mode all adopts existing known technology to implement, and no longer details); Make each transverse plane girder truss 1 maintenance level
Again the imperfect girder truss 2 of fore-and-aft plane is fixed on each transverse plane girder truss 1, and vertical with transverse plane girder truss 1, and the spacing between the imperfect girder truss 2 of adjacent fore-and-aft plane meets the spacing requirement of nine-squares beam, and is connected with beam or wall one by one,
And then the imperfect truss 3 of fore-and-aft plane placed under the imperfect girder truss 2 of fore-and-aft plane, and with imperfect truss 3 splicings of imperfect girder truss 2 of fore-and-aft plane and fore-and-aft plane,
Last fixed again connection horizontal is to the crosspoint of plane frame beam 1, the imperfect girder truss 2 of fore-and-aft plane and the imperfect truss 3 of fore-and-aft plane;
Through connector the bed die suspension is installed to the below of well word truss 4, and jointing is carried out in the slit between the bed die handled; The cross section requirement of ferrocement panel is satisfied at interval between the bed die;
Said connector is pre-buried in bed die;
Step 5, lay the reinforcing network sheet:
Lay the reinforcing network sheet by the ferrocement panel structural requirement in the both sides of floor topping and rib, whether meet the requirements according to the plan inspection after accomplishing;
Step 6, carry out cast in situs:
Cast in situs gravity flowing levelling mortar or self-compacting mortar or self-compacting concrete in the well word truss 4 that reinforcing network sheet, bed die are enclosed are connected as a single entity reinforcing network sheet, bed die and well word truss 4, have promptly accomplished the site operation work of cast-in-place ferrocement panel.
The cast-in-place ferrocement panel of processing through this cast-in-place construction technology of splicing rack suspension template promptly keeps the characteristics that prefabricated ferrocement panel is in light weight, materials are few, has solved also simultaneously that its sound insulation is poor, the shortcoming of fire resistance difference, and is guaranteed also with the node of various beam columns that (node is beam and plate; Post and plate; The cross coupled position of Liang Yuzhu is very important position in the structure), but also can (referring generally to a room is to stride with several floors of striding; The floor in several adjacent rooms; In builing industry, be called several floors of striding) reinforcing bar overlap each other, form continuous two-way slab, make the increase of whole roof system rigidity improve anti-seismic performance; Thereby make ferrocement panel better be suitable for various building floors; Its scope of application has been expanded greatly, and this will save a large amount of constructional materialss to country, reduce the destruction to natural environment.
The content of not doing in this manual to describe in detail belongs to this area professional and technical personnel's known prior art.
Claims (6)
1. one kind splices the method that rack hangs the cast-in-place ferrocement panel of template, it is characterized in that concrete steps are following:
Step 1; At factory process transverse plane girder truss (1), the imperfect girder truss of fore-and-aft plane (2) and the imperfect truss of fore-and-aft plane (3), said transverse plane girder truss (1), the imperfect girder truss of fore-and-aft plane (2) and the imperfect truss of fore-and-aft plane (3) are used for being assembled into when constructing at the scene well word truss (4):
According to the span and the load bearing requirements of floor, the width D of selected well word truss (4), the height H of selected well word truss (4),
Use full-automatic truss spot welder to make transverse plane girder truss (1), fore-and-aft plane imperfect girder truss (2) and the fore-and-aft plane imperfect truss (3) of height respectively then, and transverse plane girder truss (1) length is D as H;
Step 2, make bed die:
Bed die adopts the fire-resistant and good light material of sound insulation value, and bed die will be considered the requirement of working load, will carry out consolidation process to the bed die than big working load, and reinforcing mode can take to increase the intensity of bed die, or at the inner reinforced mesh of placing of bed die;
Step 3, on-the-spot well word truss (4) concatenation construction:
Earlier the spacing of transverse plane girder truss (1) according to well word truss required to lay to put in place, and is fixedly connected, make each transverse plane girder truss (1) maintenance level with beam or wall,
Again the imperfect girder truss of fore-and-aft plane (2) is fixed on each transverse plane girder truss (1); And it is vertical with transverse plane girder truss (1); Spacing between the imperfect girder truss of adjacent fore-and-aft plane (2) meets the spacing requirement of nine-squares beam, and is connected with beam or wall one by one
And then the imperfect truss of fore-and-aft plane (3) placed under the imperfect girder truss of fore-and-aft plane (2), and with imperfect girder truss of fore-and-aft plane (2) and the imperfect truss of fore-and-aft plane (3) splicing,
Fixed more at last connection horizontal is to the crosspoint of plane frame beam (1), the imperfect girder truss of fore-and-aft plane (2) and the imperfect truss of fore-and-aft plane (3);
Step 4, the suspension bed die:
Through connector the bed die suspension is installed to the below of well word truss (4), and jointing is carried out in the slit between the bed die handled; The cross section requirement of ferrocement panel is satisfied at interval between the bed die;
Step 5, lay the reinforcing network sheet:
Lay the reinforcing network sheet by the ferrocement panel structural requirement in the both sides of floor topping and rib, whether meet the requirements according to the plan inspection after accomplishing;
Step 6, carry out cast in situs:
Cast in situs gravity flowing levelling mortar or self-compacting mortar or self-compacting concrete in the well word truss (4) that reinforcing network sheet, bed die are enclosed; Reinforcing network sheet, bed die and well word truss (4) are connected as a single entity, have promptly accomplished the site operation work of cast-in-place ferrocement panel.
2. the method for the cast-in-place ferrocement panel of splicing rack suspension template as claimed in claim 1; It is characterized in that: said transverse plane girder truss (1) comprising: profound bar (12) under profound bar (11) and the transverse plane girder truss on the transverse plane girder truss; Connect by some transverse plane girder truss web members (13) between the profound bar (12) under profound bar (11) and the transverse plane girder truss on the transverse plane girder truss; Two transverse plane girder truss web members (13) are that a spelling is connected into triangular structure, and adjacent triangular structure joins end to end.
3. the method for the cast-in-place ferrocement panel of splicing rack suspension template as claimed in claim 2; It is characterized in that: the imperfect girder truss of said fore-and-aft plane (2) comprising: profound bar (21) on the imperfect girder truss of fore-and-aft plane; The below of profound bar (21) is provided with the imperfect girder truss web members of some fore-and-aft planes (22) on the imperfect girder truss of fore-and-aft plane; Two imperfect girder truss web members of fore-and-aft plane (22) are that a spelling is connected into the del structure, the width of an adjacent del structure of del structure interbody spacer.
4. the method for the cast-in-place ferrocement panel of splicing rack suspension template as claimed in claim 2; It is characterized in that: the imperfect truss of said fore-and-aft plane (3) comprising: profound bar (31) under the imperfect truss of fore-and-aft plane; The top of profound bar (31) is provided with the imperfect truss web of some fore-and-aft planes (32) under the imperfect truss of fore-and-aft plane; Two imperfect truss web of fore-and-aft plane (32) are that a spelling is connected into triangular structure, the width of an adjacent triangular structure of triangular structure interbody spacer.
5. the method for the cast-in-place ferrocement panel of splicing rack suspension template as claimed in claim 1, it is characterized in that: the light material that the fire-resistant and sound insulation value of said making bed die is good is a foam concrete.
6. the method for the cast-in-place ferrocement panel of splicing rack suspension template as claimed in claim 1, it is characterized in that: connector described in the step 4 is pre-buried in bed die.
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| CN201210138710.1A CN102635235B (en) | 2012-05-08 | 2012-05-08 | Method for cast-in-place of ferrocement panel by spliced net frame suspension template |
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| CN201210138710.1A CN102635235B (en) | 2012-05-08 | 2012-05-08 | Method for cast-in-place of ferrocement panel by spliced net frame suspension template |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2013166658A1 (en) * | 2012-05-08 | 2013-11-14 | Liu Chun | Method of casting in-situ steel wire mesh cement slab with spliced rack and suspended formwork |
| CN106284990A (en) * | 2016-08-05 | 2017-01-04 | 王清 | A kind of central island prefabricated Cavity structural member of force type cavity building roof |
| CN106436996A (en) * | 2016-09-26 | 2017-02-22 | 昆山生态屋建筑技术有限公司 | Prestressed slab |
| CN112227397A (en) * | 2020-10-10 | 2021-01-15 | 杨胜杰 | Caisson built-up plate |
| CN113202312A (en) * | 2021-05-25 | 2021-08-03 | 四川公路桥梁建设集团有限公司 | Horizontal full-automatic mechanical binding equipment and binding method for reinforcing steel bars |
| CN113550491A (en) * | 2021-08-02 | 2021-10-26 | 刘贻鹏 | Line purlin triangle cluster type frame structure |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10252015A (en) * | 1997-03-10 | 1998-09-22 | Tobishima Corp | Precast concrete slab for bridge structure and joining method thereof |
| JPH11172828A (en) * | 1997-12-10 | 1999-06-29 | Nippon Kaiser Kk | Concrete slabs and structures |
| CN1275667A (en) * | 2000-04-02 | 2000-12-06 | 张云富 | Light type rib floor and construction method |
| JP2002088960A (en) * | 2000-09-12 | 2002-03-27 | Nippon Kaiser Kk | Slab and construction method therefor |
| CN101230678A (en) * | 2007-01-28 | 2008-07-30 | 邱则有 | Force-bearing type template component |
| CN201190355Y (en) * | 2007-06-27 | 2009-02-04 | 哈尔滨银河焊接机械研究所 | Steel bar truss floor |
| CN101871240A (en) * | 2010-06-23 | 2010-10-27 | 吴方伯 | Reinforced concrete hollow floorslab and construction method |
-
2012
- 2012-05-08 CN CN201210138710.1A patent/CN102635235B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10252015A (en) * | 1997-03-10 | 1998-09-22 | Tobishima Corp | Precast concrete slab for bridge structure and joining method thereof |
| JPH11172828A (en) * | 1997-12-10 | 1999-06-29 | Nippon Kaiser Kk | Concrete slabs and structures |
| CN1275667A (en) * | 2000-04-02 | 2000-12-06 | 张云富 | Light type rib floor and construction method |
| JP2002088960A (en) * | 2000-09-12 | 2002-03-27 | Nippon Kaiser Kk | Slab and construction method therefor |
| CN101230678A (en) * | 2007-01-28 | 2008-07-30 | 邱则有 | Force-bearing type template component |
| CN201190355Y (en) * | 2007-06-27 | 2009-02-04 | 哈尔滨银河焊接机械研究所 | Steel bar truss floor |
| CN101871240A (en) * | 2010-06-23 | 2010-10-27 | 吴方伯 | Reinforced concrete hollow floorslab and construction method |
Non-Patent Citations (1)
| Title |
|---|
| 任慧军等: "高空现浇肋梁楼板模板支撑方案的优化和设计", 《广西城镇建设》, 30 September 2006 (2006-09-30) * |
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|---|---|---|---|---|
| WO2013166658A1 (en) * | 2012-05-08 | 2013-11-14 | Liu Chun | Method of casting in-situ steel wire mesh cement slab with spliced rack and suspended formwork |
| US9340975B2 (en) | 2012-05-08 | 2016-05-17 | Kunshan Ecological Building Technology Co., Ltd. | Method of casting in-situ ferrocement ribbed slab with spliced rack and suspended formwork |
| EA029731B1 (en) * | 2012-05-08 | 2018-05-31 | Куншан Эколоджикал Билдинг Текнолоджи Ко., Лтд. | Method of casting in-situ steel wire mesh cement slab with spliced rack and suspended formwork |
| CN106284990A (en) * | 2016-08-05 | 2017-01-04 | 王清 | A kind of central island prefabricated Cavity structural member of force type cavity building roof |
| CN106436996A (en) * | 2016-09-26 | 2017-02-22 | 昆山生态屋建筑技术有限公司 | Prestressed slab |
| CN106436996B (en) * | 2016-09-26 | 2019-05-21 | 昆山生态屋建筑技术有限公司 | A kind of pre-stress floor |
| CN112227397A (en) * | 2020-10-10 | 2021-01-15 | 杨胜杰 | Caisson built-up plate |
| CN113202312A (en) * | 2021-05-25 | 2021-08-03 | 四川公路桥梁建设集团有限公司 | Horizontal full-automatic mechanical binding equipment and binding method for reinforcing steel bars |
| CN113550491A (en) * | 2021-08-02 | 2021-10-26 | 刘贻鹏 | Line purlin triangle cluster type frame structure |
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