CN217734853U - Adjustable plate buckling template support frame for super-load small-clear-distance beam - Google Patents
Adjustable plate buckling template support frame for super-load small-clear-distance beam Download PDFInfo
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- CN217734853U CN217734853U CN202220535234.6U CN202220535234U CN217734853U CN 217734853 U CN217734853 U CN 217734853U CN 202220535234 U CN202220535234 U CN 202220535234U CN 217734853 U CN217734853 U CN 217734853U
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Abstract
The utility model discloses a mould support frame is detained to dish with adjustable little clear distance roof beam of overload, detain the scaffold including the dish, locate the dish and detain the full hall support on the scaffold, locate the full hall support that carries out the support to the roof beam body on the full hall support and adjustable top support and wooden box to and pour the concrete placement body between the adjacent roof beam body, concrete placement body bottom supports with full hall support is mutually supported. The construction method comprises the steps of erecting a plate buckle type scaffold, erecting a full-hall support and erecting a super-load small-clear-distance beam body supporting structure. The utility model discloses mainly overcome the roof beam body support frame and set up the operating mode and can't satisfy the dish and detain formula scaffold frame modulus space requirement to and complicated major structure or the great density roof beam body of conversion layer distribute and lead to the not enough technical problem that influences the formwork erection quality in side form reinforcement operating space.
Description
Technical Field
The utility model belongs to the technical field of building structure, the adjustable dish of concretely relates to little clear distance roof beam of overload is detained template support frame.
Background
The building shape is an aesthetic form forming the external form of the building, the modern building shape is more complex and changeable along with the urban development, the building appearance aesthetic feeling is shaped from the structure, and the youth and vitality of the city are shown.
In traditional this kind of construction, adopt ordinary steel pipe frame to carry out the major structure construction as a formwork, often construction cycle is long, and the installation and disassembly work load is huge, and along with the development of building science and technology, the more application of convenient socket joint type dish knot formula steel pipe frame has more and more generally, has connect gradually and has replaced traditional fastener formula steel pipe frame. The spigot-and-socket steel pipe support has the advantages that the modulus is fixed, the installation speed and the installation quality can be guaranteed, and the application limitation is determined, namely, the spigot-and-socket steel pipe support can only be applied to a more regular structural system.
The plate buckle type scaffold has the advantages of simple structure, high mounting and dismounting efficiency, large bearing capacity, safety, reliability, long service life, no scattered accessories, small material loss, beautiful image and the like, but compared with the traditional scaffold, the plate buckle type scaffold has the obvious disadvantage that the plate buckle type scaffold cannot be randomly arranged and can only be set according to the specific size of a cross rod. Unlike steel pipe scaffolds, it is more flexible.
The non-fastener type scaffolds commonly used in building construction are mainly disc-fastener, wheel-fastener and bowl-fastener scaffolds, and they have a common point that all the cross bars are 300mm modulus system. When a formwork construction drawing is drawn, the space between the vertical rods which cannot meet the modulus is always met. Meanwhile, for the distribution of a beam body with a complicated main body structure or a transfer layer with high density, the side mold has no manual reinforcing operation space, and the installation quality of the template cannot be ensured.
Therefore, the design is an overload little clear distance roof beam adjustable dish and is detained template support frame, mainly overcomes the roof beam body support frame and sets up the operating mode and can't satisfy dish and detain formula scaffold modulus space requirement to thereby and complicated major structure or the great density roof beam body distribution of conversion layer lead to the side form to consolidate the technical problem that operating space is not enough influences the formwork installation quality.
SUMMERY OF THE UTILITY MODEL
The to-be-solved technical problem of the utility model is: the utility model provides a dish is detained template support frame with adjustable little clear distance roof beam of overload mainly overcomes the roof beam body support frame and sets up the operating mode and can't satisfy dish and detain formula scaffold frame modulus space requirement to thereby complicated major structure or the great density roof beam body of conversion layer distribute and lead to the not enough technical problem who influences the formwork installation quality of side form reinforcement operating space.
In order to achieve the above object, the utility model adopts the following technical scheme:
template support frame is detained to dish with adjustable little clear distance roof beam of overload includes dish knot formula scaffold, locates the full hall support on the dish knot formula scaffold, locates the adjustable jacking of full hall support and the wooden box that carry out the support to the roof beam body on the full hall support to and pour the concrete placement between adjacent roof beam body, the concrete placement bottom is supported with full hall support mutually.
Furthermore, the concrete pouring body is poured between adjacent beam bodies with the beam spacing smaller than 300mm, 3C10 steel bars are arranged in the concrete pouring body along the height direction of the beam bodies, and C10 steel bars are arranged along the bottoms of the beam bodies.
Furthermore, the strength grade of the concrete poured by the concrete pouring body is the same as that of the concrete used for pouring the beam body, and the distance between C10 steel bars at the bottom of the beam body in the concrete pouring body is 500mm.
Furthermore, the wooden box is embedded between the adjacent beam bodies with the beam clearance larger than 300mm and smaller than 800 mm.
Further, the wood box comprises a wood box subframe frame made of wood purlin and a wood box panel fixed on six sides of the wood box subframe frame and made of templates.
Furthermore, the adjustable jacking of the full framing is arranged between adjacent beam bodies with the clear distance between the beams being larger than 800 mm.
Furthermore, the template of the full-hall bracket is a 15mm thick plywood.
Further, the girder of full hall support is 10# I-steel.
Furthermore, the auxiliary main beam of the full framing is a double-spliced 10# channel steel.
Furthermore, the secondary beam of the full-space support is 50 x 100mm wood purlin, and the distance between adjacent wood purlin is 200mm.
Compared with the prior art, the utility model discloses following beneficial effect has:
the utility model has the advantages of simple structure and scientific and reasonable design, convenient to use can effectively overcome the roof beam body support frame and set up the unable operating mode of satisfying the dish and detain formula scaffold frame modulus space requirement and complicated major structure or the great density roof beam body of conversion layer and distribute thereby the not enough technical problem that influences the formwork installation quality of operation space is consolidated to the side form. The utility model is provided with double channel steel aiming at the lower vertical rod of the overload beam, and is not limited by the modulus; liang Jianju is dense, and when a beam side mold cannot be reinforced, the beam outer side template is reinforced by adopting integral pouring and an integral wood box.
Drawings
Fig. 1 is a schematic structural diagram of the present invention.
Fig. 2 is a schematic view of the concrete pouring body and the wooden box between the beams of the present invention.
Fig. 3 is a schematic view of the wooden box between the beams of the present invention.
Fig. 4 is the big appearance picture one of the double-channel steel joist of the utility model.
Fig. 5 is a second schematic view of the double-channel joist of the present invention.
Fig. 6 is a sectional view of the wood box of the present invention.
Fig. 7 is a schematic view of the position processing of the oblique beam (arrangement view of the bottom beam support).
Fig. 8 is a schematic view of the position processing of the oblique beam according to the present invention (a bracket plane layout view).
Fig. 9 is a schematic view of the bottommost horizontal rod in the process of erecting the disk-buckle type scaffold of the present invention.
Fig. 10 is a schematic diagram of the length of the cantilever of the adjustable bracket extending out of the top horizontal rod during the process of erecting the disk-buckle scaffold of the present invention.
Fig. 11 is the utility model discloses set up the dish and detain knot node picture of formula scaffold in-process support frame and structure post.
Fig. 12 is the utility model discloses after the post-cast strip position support body is demolishd to the dish knot formula scaffold in-process of setting up and the elevation schematic diagram is shown.
Fig. 13 is the utility model discloses set up the adjustable base adjustment pole setting connection pad sketch map of dish knot formula scaffold in-process.
Fig. 14 is a schematic view of the length of the free end of the vertical rod in the process of erecting the scaffold with the disk fastener.
Wherein, the names corresponding to the reference numbers are:
1-coiling buckle type scaffold, 2-full bracket, 3-full bracket adjustable jacking, 4-wood box, 5-concrete pouring body, 6-beam body, 8-standard base, 9-double-groove steel joist, 10-upright post, 11-double-groove steel joist connection system, 12-beam structure projection contour line, 13-auxiliary main beam, 14-main beam, 15-orthogonal direction beam, 16-diagonal direction beam, 17-steel tube encircling structure column connection form, 18-fastener steel tube, 41-wood box sub-frame and 42-wood box panel.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings. It is to be understood that the embodiments described are only some embodiments of the invention, and not all embodiments. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.
As shown in fig. 1-14, the utility model provides a mould support frame is detained to dish with adjustable little clear distance roof beam of overload, detain formula scaffold 1 including the dish, locate the full hall support 2 on the formula scaffold 1 is detained to the dish, locate the full hall support that carries out the support to roof beam body 6 on the full hall support 2 and can adjust top support 3 and wooden box 4 to and pour the concrete placement 5 between the adjacent roof beam body, concrete placement 5 bottom supports with full hall support 2 mutually.
The utility model discloses concrete placement body 5 is pour between the adjacent roof beam body 6 that the clear distance is less than 300mm between the roof beam, is provided with the 3C10 reinforcing bar along 6 direction of height of roof beam body in concrete placement body 5, is provided with the C10 reinforcing bar along 6 bottoms of roof beam body. The strength grade of the concrete poured into the concrete pouring body 5 is the same as that of the concrete used for pouring the beam body 6, and the distance between C10 steel bars positioned at the bottom of the beam body 6 in the concrete pouring body 5 is 500mm.
The wood box 4 of the utility model is embedded between the adjacent beam bodies 6 with the clear distance between the beams being more than 300mm and less than 800 mm; the wood box 4 includes a wood box sub-frame 41 made of wood purlin, and a wood box panel 42 fixed to six faces of the wood box sub-frame 41 and made of a template. The adjustable jacking 3 of the full framing is arranged between the adjacent beam bodies 6 with the clear distance between the beams being larger than 800 mm.
The template of the full hall bracket 2 of the utility model is a plywood with the thickness of 15 mm; the main beam 14 of the full support 2 is a 10# I-steel, and the auxiliary main beam 13 of the full support 2 is a double-spliced 10# channel steel; the secondary beam of the full-hall support 2 is 50 x 100mm wood purlin, and the distance between every two adjacent wood purlin is 200mm.
The utility model has the advantages of simple structure and scientific and reasonable design, convenient to use can effectively overcome the roof beam body support frame and set up the unable operating mode of satisfying the dish and detain formula scaffold frame modulus space requirement and complicated major structure or the great density roof beam body of conversion layer and distribute thereby the not enough technical problem that influences the formwork installation quality of operation space is consolidated to the side form. The utility model is provided with double channel steel aiming at the lower vertical rod 10 of the overload beam, and is not limited by modulus; liang Jianju is dense, and when a beam side mold cannot be reinforced, the beam outer side template is reinforced by adopting integral pouring and an integral wood box.
The utility model also provides a construction method of mould support frame is detained to dish with adjustable little clear distance roof beam of overload, including following step:
step one, erecting a disk buckle type scaffold.
When a disk buckle type scaffold is erected, the method comprises the following steps:
step 1, paying off and positioning;
step 5, straightening the frame body by using a steel tape and a thread rope;
step 7, installing two or more upright rods and cross rods;
and 10, installing the U-shaped jacking, the double-channel steel joist, the main edge and the secondary edge.
The utility model discloses set up the dish and detain formula scaffold in-process, should insert according to the combination cover of the vertical height of support body, the opposite pole section of horizontal distance condition before the pole setting is set up, the chooseing for use of fixed length horizon bar (indulge, horizontal direction) and set of adjustable bracket, base and carry out the preliminary election after the comprehensive consideration, confirm the setting of roof beam, board support and the accessory of all kinds of specifications.
The utility model discloses at the set up dish knot formula scaffold in-process, when the beam slab pole setting was arranged, should arrange according to the order of earlier girder, secondary beam, back floor again. If the condition that the horizontal pole length modulus does not match appears, should adopt the supplementary measure of strengthening of ordinary steel pipe, nevertheless should every step move about freely and quickly the drawknot and form wholly, the horizontal pole extends the mode that the pole setting was striden to the lock joint two at least to both ends and avoided adopting the fastener to carry vertical load.
The utility model discloses at the set up dish knot formula scaffold in-process, when the pole setting was arranged, the interval of pole setting in the both sides of control beam was avoided too big and is caused the stupefied cantilever overlength of the little of concrete floor lower bolster.
The utility model discloses at set up the dish knot formula scaffold in-process, adjacent pole setting adapter sleeve's position staggers in the same level. The height of the bracket is more than 8m, and the staggered height is less than 500mm.
The utility model discloses building the dish and detaining formula scaffold in-process, as shown in fig. 9, setting up the horizontal pole of sweeping the floor, adjustable base adjusting nut terrain clearance must not be greater than 300mm, and the horizontal pole terrain clearance as the pole of sweeping the floor is less than 550mm. When adjustable base adjusting nut ground clearance is not more than 200mm, first layer step can set up according to standard step, and should set up vertical down tube. When the height of the adjustable base adjusting nut from the ground is more than 200mm and less than 300mm, the step pitch of the horizontal rods of the first layer is reduced by one disc buckle according to the standard step pitch, and the requirement of checking h' =1000mm in the calculation of the length of the vertical rods is met; otherwise, the height of the adjustable base adjusting nut from the ground can only be lower than 200mm, and the height of the horizontal rod at the bottommost layer as the floor sweeping rod from the ground is not more than 550mm.
In the process of erecting the disk buckle type scaffold, when the load design value of the single-limb vertical rod is not more than 40kN, the horizontal rod step pitch of the bottom layer can be set according to the standard step pitch, and a vertical inclined rod is required to be set; when the design value of the load of the single-limb vertical rod is larger than 40kN, the step pitch of the horizontal rod at the bottom layer is reduced by one coil buckle pitch compared with the standard step pitch, and a vertical inclined rod is arranged.
The utility model discloses at the set up dish knot formula scaffold in-process, when setting up the formwork support that highly exceeds 8m, the step of horizon bar must not be greater than 1.5m.
The utility model discloses building the dish and detaining formula scaffold in-process, the horizon bar step at high big template support top layer should reduce a dish knot interval than standard step.
The utility model discloses setting up the dish and detaining formula scaffold in-process, as shown in FIG. 10, adjustable bracket is arranged, and the cantilever length that the adjustable bracket of formwork support stretches out top layer horizon bar or double flute steel joist 9 is forbidden strictly to exceed 650mm, and adjustable bracket inserts pole setting or double flute steel joist length and must not be less than 150mm. The step pitch of the horizontal rods at the topmost layer of the high and large formwork support is smaller than the standard step pitch by one disc buckle pitch.
The utility model discloses at the set up dish knot formula scaffold in-process, as shown in fig. 11, even the wall spare, the formwork support should reliably be connected with the structure of having built on every side. In order to enhance the overall stability of the support frame, the finished support frame is tied to the structural column, and a steel pipe encircling structural column connection form 17 is adopted to reinforce the high support frame body. The position of the concrete column drawknot should be drawtied with the position of the inclined rod of the horizontal layer at the same layer to fix the structural column (the strength of the concrete is more than or equal to 80 percent), so that the anti-overturning capability is enhanced.
The utility model discloses at set up a dish knot formula scaffold in-process, when the special parts support was set up, as shown in FIG. 12, roof beam board post-cast strip, each regional casting area is great, and each direction sets up many movement joints, and unable once pouring is accomplished, according to the post-cast strip setting requirement of design, the roof beam slab piece piecemeal pouring that each regional upper cover platform plan was divided according to post-cast strip and movement joint, the setting requirement and the time requirement of post-cast strip need be considered when the support is set up. The support stability in the beam slab construction process at the post-cast strip is the key point of safety control, particularly large-area support erection and mutual support in each area are realized, and local supports are erected at the same time but are not removed synchronously. Because the cast-in-place area of beam slab super large and set up a plurality of post-cast strip, the support retention time at this position is longer, and consequently this position support cycle is longer, the support is relatively slender, and overall stability requires relatively higher, should be connected with peripheral stand in step when setting up the support at this position, and when demolising reserve 2 ~ 3 rows of pole setting more in post-cast strip position, the aspect ratio of the minimum section of keeping somewhere of demolising must not be greater than 3:1.
the utility model discloses at the set up dish knot formula scaffold in-process, when the special part support was set up, the support broken joint was handled, and the frame modulus horizontal pole links into an integrated entity is detained to full hall support application dish, and special unable junction adopts the steel pipe fastener to link to each other it with full hall support horizontal pole, and the individuality needs to be connected with special 60 commentaries on classics 48 fasteners in 60 pole setting junctions. The steel pipe fastener sets up every two step distances and sets up the one deck.
The utility model discloses at the set up dish knot formula scaffold in-process, when the special parts support was set up, as shown in fig. 13, the great treatment of ground difference in height, when the ground difference in height is great, the adjustable base of usable pole setting 0.5m node potential difference cooperation was adjusted.
The utility model discloses at the set up dish knot formula scaffold frame in-process, when the special parts support was set up, as shown in fig. 14, the free end highly exceeded 650mm measure, when floor layer height was limited, formwork support frame pole setting combination can't guarantee that the modulus is suitable, leads to pole setting top free length overlength, adopts fastener steel pipe 18 to add one row of horizontal pole with upper portion free section department, and the position is according to field control to guarantee that the free section height is less than 650mm, expose the top and hold in the palm the height and be less than 400mm.
And step two, erecting a full-hall support.
When a full support is erected, the method comprises the following steps:
step A, erecting a full-hall bracket;
b, laying a main beam, an auxiliary main beam and an auxiliary beam bottom plate;
step C, binding main beam, auxiliary main beam and auxiliary beam steel bars;
step D, supporting the main beam, the auxiliary main beam and the auxiliary beam side mold;
e, installing a slab bottom keel;
step F, paving a plate template;
g, correcting elevation;
and step H, coating a release agent, and additionally arranging a vertical rod and a horizontal pull rod.
The utility model discloses building full hall support in-process, the post mould is demolishd the back, pops out the girder elevation on the post concrete, pops out the central line, the axis and the position line of girder on capital end face. And (5) erecting a beam bottom and a plate bottom bracket. The installation is started from one side of the side span, the first row of upright posts are installed firstly, the connecting cross rods are installed, then the second row of upright posts are installed, the first row of upright posts and the second row of upright posts are connected through the cross rods, and the installation is performed row by row in sequence. And adjusting the elevation of the beam bottom according to the designed elevation, then installing a beam bottom template, straightening by drawing wires, arching the beam bottom plate, paying attention to the arching when the formwork is erected, and then connecting the side mold and the bottom mold into a whole. When the arching amount is reserved, factors such as foundation settlement, support gap closing and the like are added, so that the arching amount of the beam after the form removal meets the standard requirement. In addition to arching according to design requirements, arching of a cast-in-place floor slab in a beam area needs to lift the formwork height of the whole floor slab by 5mm, so that the thickness and deflection of the floor slab after concrete pouring meet the standard requirements. The beam bottom support spacing should be able to ensure no deformation under the action of concrete weight and construction load.
The utility model discloses building full hall support in-process, connecting and pressing from both sides tight roof beam side form with the steel pipe, position and interval are with preceding the requirement. And (3) installing a pull rod after the steel pipe back edge is installed horizontally (the template is made in the vertical splicing process). According to the size of the floor slab, a floor slab template is paved, a multilayer board is paved from one side, the whole multilayer board is selected as far as possible, the multilayer board is processed at the edge-covered corner, and the rest size needs to be cut so as to be beneficial to repeated use. And (3) seam treatment of the floor slab template: the joint of the two formworks is to ensure that the height difference of the two formworks cannot be too large. And secondly, the tightness of the joint is ensured, namely, the concrete is ensured not to leak slurry. In order to achieve the two purposes, wood purlin needs to be padded under the template at the joint, the height difference of the two templates is corrected through the wood purlin, and structural sealing is formed at the joint, so that slurry leakage can be effectively prevented. The bottom die and the beam side die are laid in sequence of pressing the beam side die by the bottom die.
And step three, building a support structure between the super-load small-clear-distance beam bodies.
When the support structure between the super-load small-clear-distance beam bodies is erected, concrete with the same strength grade as that of the beam bodies is integrally poured between the adjacent beam bodies with the clear distance between the beams being smaller than 300mm, two beam bodies are poured into one beam, 3C10 steel bars are arranged along the height direction of the beam bodies, C10 steel bars are arranged at the bottom of the beam, the distance between the C10 steel bars at the bottom of the beam is 500mm, and concrete cracking is reduced;
for the Liang Jianju adjacent beams which are larger than 300mm and smaller than 800mm, an integral wood box which is made of templates and wood purlin and has certain bearing capacity is adopted as a beam side template and a plate bottom template, and two corresponding beams and the wood box are regarded as a whole beam to reinforce the beam outer side template;
and for Liang Jianju and larger than 800mm, an adjustable jacking of the full-space support is erected on the full-space support between adjacent beam bodies.
The utility model discloses the roof beam interval is denser, when partial roof beam side form can't be consolidated, adopt the integral casting to the roof beam that the clear distance between the roof beam is less than 300mm, namely two roof beams pour Cheng Yigen roof beam, set up 3C10 along the direction of beam height, the bottom of the beam sets up the reinforcing bar of C10@500, reduce the fracture of concrete; for the beam Liang Jianju which is larger than 300mm and smaller than 800mm, an integral wood box which is made of a template and a wood beam and has certain bearing capacity is used as a beam side template and a plate bottom template, and the two beams and the wood box are regarded as a whole beam to reinforce the template on the outer side of the beam.
The utility model discloses can realize that the roof beam distributes the position inequality, when heterotypic complicated major structure is under construction, carry out nimble reinforcement to the roof beam that overloads, need not use fastener formula scaffold frame alone to carry out the reinforcement, the roof beam interval is comparatively intensive simultaneously, when partial roof beam side form can't be consolidated, adopt whole pouring to the roof beam that the clear distance is less than 300mm between the roof beam, will two roof beams pour Cheng Yigen roof beam, set up 3C10 along the roof beam direction of height, the roof beam bottom sets up the reinforcing bar of C10@500, reduce the fracture of concrete; for the beams Liang Jianju which are larger than 300mm and smaller than 800mm, the autonomous design integral wood boxes are adopted as the beam side template and the plate bottom template, the two beams and the wood boxes are regarded as a whole beam, the template on the outer side of the beam is reinforced, and the construction problem that the distance between the beam side templates is small and the beam side templates cannot be reinforced is solved.
As shown in figure 4, the adjustable jacking 3 of the full-framing support is phi 48X 3.2mm, and the upright 10 is phi 60X 3.2mm. As shown in fig. 5, the double channel joist 9, the double channel joist tie 11 and the beam structure projected outline 12 are shown. As shown in fig. 8, the orthogonal direction beam 15 and the diagonal direction beam 16 are shown. Finally, it should be noted that: the above embodiments are only preferred embodiments of the present invention to illustrate the technical solutions of the present invention, but not to limit the technical solutions, and certainly not to limit the scope of the present invention; although the present invention has been described in detail with reference to the foregoing embodiments, it should be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; the modifications or replacements do not make the essence of the corresponding technical solutions depart from the scope of the technical solutions of the embodiments of the present invention; that is, the technical problems solved by the present invention are still consistent with the present invention, and all the modifications or colors made in the spirit and the idea of the main design of the present invention are included in the protection scope of the present invention; in addition, will the technical scheme of the utility model direct or indirect application is in other relevant technical field, all including on the same reason the utility model discloses an in the patent protection scope.
Claims (10)
1. Template support frame is detained to dish with adjustable little clear distance roof beam of overload, a serial communication port, detain scaffold (1) including the dish, locate full hall support (2) on the dish knot scaffold (1), locate full hall support adjustable jacking (3) and wooden box (4) that carry out support to roof beam body (6) on full hall support (2) to and pour concrete placement (5) between adjacent roof beam body, concrete placement (5) bottom is pushed up with full hall support (2) mutually and is supported.
2. The adjustable coil buckle formwork support frame for the super-load small-clearance beam as claimed in claim 1, wherein a concrete pouring body (5) is poured between adjacent beam bodies (6) with the clearance distance between the beams being less than 300mm, 3C10 steel bars are arranged in the concrete pouring body (5) along the height direction of the beam bodies (6), and the C10 steel bars are arranged along the bottom of the beam bodies (6).
3. The adjustable plate buckle formwork support frame for an overloaded small-clearance beam according to claim 2, wherein the strength grade of the concrete poured into the concrete pouring body (5) is the same as that of the concrete poured into the beam body (6), and the distance between the C10 steel bars at the bottom of the beam body (6) in the concrete pouring body (5) is 500mm.
4. The adjustable plate buckle formwork support frame for super-load small-clearance beams according to claim 1, characterized in that the wooden box (4) is embedded between adjacent beam bodies (6) with a clearance between beams larger than 300mm and smaller than 800 mm.
5. The adjustable plate buckle formwork support frame for an overloaded small-clearance beam according to claim 4, wherein the wood box (4) comprises a wood box subframe (41) made of wood, and wood box panels (42) fixed on six sides of the wood box subframe (41) and made of formwork.
6. The adjustable coil buckle formwork support frame for overloaded small-clearance beams according to claim 1, wherein the adjustable jacking (3) of the full support is installed between adjacent beam bodies (6) with clearance larger than 800mm between beams.
7. The adjustable plate buckle formwork support frame for an overloaded small-clearance beam according to claim 1, wherein the formwork of the full space formwork (2) is 15mm thick plywood.
8. The adjustable plate buckle formwork support frame of the overload small-clearance beam according to claim 1, wherein the main beam of the full support (2) is a 10# I-steel.
9. The adjustable coil buckling formwork support frame for the super-load small-clearance beam as claimed in claim 1, wherein the secondary main beam of the full support (2) is a double-spliced 10# channel steel.
10. The adjustable plate buckle formwork support frame of the overload small-clearance beam, according to claim 1, is characterized in that the secondary beam of the full-hall support (2) is 50 x 100mm wood purlin, and the distance between adjacent wood purlin is 200mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202220535234.6U CN217734853U (en) | 2022-03-10 | 2022-03-10 | Adjustable plate buckling template support frame for super-load small-clear-distance beam |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202220535234.6U CN217734853U (en) | 2022-03-10 | 2022-03-10 | Adjustable plate buckling template support frame for super-load small-clear-distance beam |
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| CN217734853U true CN217734853U (en) | 2022-11-04 |
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| CN202220535234.6U Active CN217734853U (en) | 2022-03-10 | 2022-03-10 | Adjustable plate buckling template support frame for super-load small-clear-distance beam |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114575593A (en) * | 2022-03-10 | 2022-06-03 | 中国五冶集团有限公司 | Adjustable plate buckling formwork support frame for super-load small-clearance beam and construction method thereof |
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2022
- 2022-03-10 CN CN202220535234.6U patent/CN217734853U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114575593A (en) * | 2022-03-10 | 2022-06-03 | 中国五冶集团有限公司 | Adjustable plate buckling formwork support frame for super-load small-clearance beam and construction method thereof |
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