CN105863257A - Slab-beam separation type high-formwork support connected support building method of multilayered/high-rise reinforced concrete structure - Google Patents

Abstract

The present invention provides a method for erecting a slab-beam separated high formwork-connected support of a multi-story and high-rise reinforced concrete structure, which includes the following steps: determining the parameters of the formwork frame; establishing a beam-slab-separated support model and establishing the erection method of the beam-slab support; Measure the strength of the lower beam slab; collect the design live load of the lower beam slab; determine the number of layers of the beam slab and support; erect the formwork. The invention greatly improves the turnover times of the plate formwork support, thereby speeding up the construction period. The calculation model of the formwork frame structure is reasonable, the force is clear, the implementation technology is advanced, and the safety and reliability are high.

Description

Erection of slab-girder separated high-support formwork and support for multi-story and high-rise reinforced concrete structures method

technical field

The invention relates to a construction method for fastener-type, bowl-type and wheel-type steel pipe formwork supports for super heavy girders on the upper floors of multi- and high-rise building structures.

Background technique

The traditional construction method of beams and slabs is to connect the formwork frames of the slab beams together, and the vertical rods under the beams are supported on the slabs or part of the beams on the lower floor, and the vertical load transmission between the beams and the slabs cannot be distinguished However, it is also impossible to establish an effective mechanical model to accurately calculate the number of layers of the lower-level brackets. We can only use a vague method to mix the support formwork under the beam and slab with 2 or 3 layers to cope with the super heavy load on the upper layer. The staggered load transfer of the supports not only poses a serious threat to the punching bearing capacity of the slab, but also wastes a lot of formwork when the area of the slab girder is large.

Contents of the invention

The technical problem to be solved by the present invention is to provide a method for erecting a slab-beam separated high-support formwork and bracket of a multi-story reinforced concrete structure, which can overcome the problems in the background technology.

The technical scheme that the present invention solves technical problem adopts is: the slab girder separation type high support formwork connecting support erecting method of many, high-rise reinforced concrete structure, comprises the following steps:

(1) Determine the parameters of the formwork frame according to the basic situation of the project;

(2) Establish the bracket model of beam and slab separation and establish the erection method of beam and slab bracket;

(3) Determination of the strength of the lower beam slab;

(4) Collect the design live load of the lower beam and slab;

(5) Determine the number of layers of the beam-slab and support;

(6) Formwork frame erection;

While adopting the above-mentioned technical solution, the present invention can also adopt or adopt the following further technical solutions in combination:

The basic conditions of the project in the step (1) include building area, building height, foundation form, main structure, seismic grade, seismic fortification intensity, number of floors above ground, number of underground floors and standard floor height.

The formwork frame parameters in the step (1) include high formwork and relevant layer structure details, specifically including the layer parameters of the high formwork, the layer structure parameters below the high formwork, the pole foundation parameters, and the roof plate formwork interface parameters and top beam axis template interface parameters. The bracket model in the step (2) includes transverse connecting rods, longitudinal connecting rods, beam bottom main corrugations, beam bottom reinforced double uprights or even multi-uprights, beam bottom stressed uprights, transverse connecting rods, slab bottom main flute, slab bottom formwork, slab bottom secondary flute, slab bottom junction broken flute, slab bottom break point connection flute, beam bottom secondary flute, transverse scissors brace, beam side formwork bolts and slab bottom vertical rod,

The erection method in the described step (2) specifically includes the following steps:

2.1) On the lateral side of the beam, the formwork at the bottom of the slab and the main flute are disconnected along the longitudinal direction of the beam;

2.2) Then connect the corrugated pad with the broken point of the bottom plate under it and fix it with the vertical pole of the plate;

2.3) Take the horizontal connecting rod at a certain distance from the beam bottom stress rods at both ends, connect the lower end of the beam bottom reinforced vertical rod and the beam bottom stress rod, and connect and fix all the longitudinal connecting rods at the same time;

2.5) The beam bottom bracket is installed with horizontal scissors at intervals along the longitudinal direction of the beam.

Described step (5) specifically comprises:

5.1) Determine the number of layers of cast-in-place slabs and brackets and the removal time according to the structural reinforcement of the next slab;

5.2) Floor force verification;

5.3) Determine the plate-girder connection method according to the beam force calculation.

Described step (5) specifically comprises:

5.1) Assemble into a whole according to the size of the template drawing, and control the deviation of the template within the allowable range;

5.2) Check piece by piece whether the back flute of the assembled formwork meets the design requirements of the formwork, and whether the number of the formwork is consistent with the part used;

5.3) Measure the axis of the side column or wall of the building, and use the axis as the starting point to draw out each axis, and pop out the inner line, side line and outer control line of the formwork with ink lines according to the axis and the construction drawing;

5.4) Use the level to measure the horizontal elevation of the building directly to the installation position of the template according to the actual requirements;

5.5) According to the formwork diagram, close up the support of the side formwork of the beam after the steel bar binding acceptance;

5.6) Before supporting the formwork, conduct a technical review of the elevation and size of the reserved holes in the previous process according to the design drawings.

Described step (6) specifically comprises:

6.1) First support the beam bottom bracket and then support the support plate bracket, and then connect the two with a horizontal tie rod;

6.2) The beam and slab are installed through the binding of steel bars, and the construction surface is provided for the sub-projects of steel bars during the binding process;

6.3) The beam with a span ≥ 4m is set with an arch of 2‰, and the top of the beam formwork is equipped with a tension lock lever;

6.4) Use adhesive tape to seal the board seam ≥ 2mm;

6.5) Use square wood to fix the steel pipe top of the bead at the bottom of the side beam formwork with a beam height > 300mm and clamp it firmly;

6.6) After the formwork is set up, organize the acceptance, fill in the acceptance form and quantify the acceptance content.

The method also includes the step of dismantling the formwork after the formwork is erected, and the dismantling of the formwork must meet the following requirements:

9.1) Before removing the formwork, carry out a targeted safety technical disclosure and make a record;

9.2) When dismantling the formwork, set a reliable foothold for operations at a height above 2 meters, and have corresponding safety protection measures;

9.3) The order of formwork removal should follow the principle of support first, then demolition, and last support first, from top to bottom;

9.4) There must be a concrete strength report before the formwork is removed, and the formwork can only be removed after the strength meets the specified requirements.

The beneficial effects of the present invention are: the present invention adopts the construction method of separating the beams and slabs from the formwork and then connecting them, and according to the modeling and calculation, it can accurately find out the functional characteristics of the vertical pole load under the beam, so as to skillfully It solves the confusion that multi- and high-rise reinforced concrete large-section beams need to continuously support several layers of formwork frames at the lower level of the girder due to the super height and weight, and at the same time, the formwork frames with slabs are continuously connected to several layers. The formwork support is removed first, and the lower connecting branch of the beam is retained as required, which greatly saves the amount of formwork support, and the benefits are very significant. The beam and slab formwork brackets are separated first and then connected. The process is simple and easy to disassemble. It fully realizes that the slab formwork support can be removed in advance while retaining the beam bottom connection bracket, which greatly improves the turnover times of the slab formwork support, thus speeding up the construction period. The calculation model of the formwork frame structure is reasonable, the force is clear, the implementation technology is advanced, and the safety and reliability are high.

Description of drawings

Fig. 1 is a construction diagram of the present invention.

Fig. 2 is a plan view of the roof formwork of the present invention.

Fig. 3 is the elevation view of the roof formwork of the present invention.

Fig. 4 is an elevation view of another direction in which the roof formwork of the present invention is erected.

Fig. 5 is a vertical view of sorghum formwork of the present invention.

Labels in the figure: 1-horizontal connecting rod, 2-longitudinal connecting rod, 3-main corrugation at the bottom of the beam, 4-reinforcing vertical rod at the bottom of the beam, 5-stressed vertical rod at the bottom of the beam, 6-broken horizontal connecting rod, 7-board Bottom main corrugation, 8-slab bottom formwork, 9-slab bottom secondary corrugation, 10-slab bottom junction broken corrugation, 11-slab bottom breakpoint connection corrugation, 12-beam bottom secondary corrugation, 13-transverse shear brace, 14 - side formwork bolts at the bottom of the beam, 15 - uprights at the bottom of the slab.

detailed description

Refer to attached picture.

The traditional construction method of super heavy beam support formwork on the upper floor of a multi-story building structure is to erect the beam-slab steel pipe as a whole, so that the vertical rod of the support transmits force between the beam and the slab in the vertical direction, resulting in an ambiguous effect, and the way of force transmission cannot be clearly defined. Therefore, it is impossible to use a quantitative calculation method to design the number of floors to be erected by the lower layer of support. The traditional method can only be used to support the three-layer support below the pouring layer. This may be the case for beams with a section height of less than 1.5 meters. Safe, if the section height of the beam is more than 1.5 meters, there are serious safety hazards. This construction method is based on the principle of mechanics, and adopts the method that the support under the beam and the support of the slab are first separated and erected and then connected. The uprights must be supported on the beams of the next floor instead of the slabs of the next floor, so that the load of the cast-in-place super heavy girders is almost entirely supported by the girders of the lower floor, thereby strictly distinguishing the respective loads of the beams and the vertical poles under the slabs. Functional signs, based on which a calculation model can be established to accurately calculate the number of layers erected by each connecting bracket. Fully realize the purpose of separation of beam and slab connecting branch.

Construction key points of the present invention: construction process: determine formwork frame parameters according to the basic engineering conditions, establish a beam and slab separated support model and carry out pouring layer formwork design calculations, measure the strength of the lower beam slab, and collect the design of the lower beam slab For the live load, calculate and determine the number of layers of beams and slabs, formwork erection and construction methods, and formwork removal.

The present invention specifically comprises the following steps:

1. Determine the parameters of the formwork frame according to the basic situation of the project:

Table 1: Project overview:

Table 2: Overview of the layer where the high-support formwork is located:

Table 3: Overview of the layer below the high formwork:

Table 4: Pole foundation conditions:

Table 5: Interface parameters of roof plate formwork (fastener type)

Table 6: Interface parameters of top beam 3-8 axis formwork (fastener type):

2. Establish the beam and slab separated bracket model and carry out the design and calculation of the pouring layer support formwork, and establish the erection method of the beam and slab bracket: the erection of the cast-in-place slab adopts the grid-style vertical pole arrangement in the traditional way, but the junction with the beam adopts the following The method is disconnected, as shown in the figure: the key technology is that the support is composed of transverse connecting rods, longitudinal connecting rods, main corrugations at the bottom of the beam, reinforced double vertical rods at the bottom of the beam or even multiple vertical rods, force-bearing vertical rods at the bottom of the beam, and horizontal connecting rods. , slab bottom main corrugation, slab bottom formwork, slab bottom secondary corrugation, slab bottom junction broken corrugation, slab bottom break point connection corrugation, beam bottom secondary corrugation, horizontal scissors braces, beam side formwork bolts, and slab bottom vertical rods, especially It is required that the distance between the reinforced double poles at the bottom of the beam ④ should be controlled between 150mm and 200mm in the transverse direction of the beam, so as to ensure that the poles can be supported on the top of the beam on the next floor, and are not allowed to stand on the surface of the next floor. superior;

On the lateral side of the beam, the formwork and the main flute at the bottom of the slab must be disconnected along the longitudinal direction of the beam, that is, the main flute at the bottom of the slab No. The breakpoint of No. 11 bottom plate is connected to the corrugated pad under it and then fixed with the vertical pole of the plate;

According to the distance between the stress rods at the bottom of No. ⑤ beam, take No. ⑥ horizontal connecting rod with a length of 200 mm at each end of the node, and connect it with No. Bottom force rod connection, and at the same time, it is connected and fixed with all No. ② longitudinal connecting rods;

Install a horizontal scissor brace such as No. 13 every 1.5 meters along the beam bottom bracket along the longitudinal direction of the beam;

Establish a model for design and calculation, see Table 7-10 for specific calculation methods.

Table 7: Calculation sheet for roof formwork (fastener type)

Table 8: Roof formwork (fastener type) check book

Table 9: Calculation sheet for sorghum formwork (fastener type)

Table 10: Sorghum formwork (fastener type) check book

3. Determination of the strength of the lower beam and slab: the formwork frame cast by the upper long-span beam and slab of a high-rise or multi-storey building is generally under a large load, so the beam and slab structure of the lower layer of the pouring layer does not reach the design strength. It is suitable to start erecting supports on it, so before setting up the pouring layer supports, the rebound of the beam-slab structure of the next layer must be measured by a rebound tester, and the erection can only be started after confirming that its strength reaches the design strength;

4. Collect the design live loads of the lower beams and slabs: In order to ensure the safety of the erection of the separated high formwork brackets for the slabs and beams, it is necessary to accurately collect the design live load values of the beams and slabs, and contact the design unit After verification and confirmation, the design of the erection and dismantling of the lower connecting brackets will be further carried out. The floor live loads of the comprehensive buildings of the central schools in the lower towns are respectively 3KN/m ² for the floors of the 1st and 2nd floors, and the floor design for the 3rd floor The value of live load is 4KN/m ² .

5. Calculate and determine the number of layers of beams and slabs connected with supports:

a. Plate design: due to the large support area of the plate, the proportion of materials used in the support is large, so through accurate calculation, the steel pipe material can be saved as much as possible under the premise of ensuring safety, so the live load inverse algorithm is generally not used to check the safety In order to ensure the stability, the number of layers of cast-in-place slabs and brackets and the time requirements for dismantling should be calculated according to the structural reinforcement of the next layer of slabs, so as to make full use of the parts with surplus structural stress during design.

Table 8: Board Design Parameters

The length of the long side of the floor (m) 7.2 The ratio of the short side to the long side of the slab 0.62 Floor live load standard value (kN/m ² ) 4 grade of reinforcement HRB400 Concrete Strength Grade C25 Design strength of concrete (N/mm ² ) 11.9 Floor support reinforcement Φ10 Reinforcement Spacing (mm) 200 Measured strength of cast layer (N/mm ² ) 2 The measured strength of the next layer (N/mm ² ) 25

The storey height, floor design load, and floor slab thickness of each floor are calculated on the same basis.

ⅰ. The value of various loads on the support

The self-weight load of the floor attached to each pole is: N _{plate i} = 1.2×0.12×0.9×0.9×(24+1.1)=2.928kN

The self-weight of the template is: N _{module i} = 1.2×0.15×0.9×0.9=0.146kN

The self-weight of the bracket is: N _gi = 1.2 × 0.15 × 5.6 = 1.008kN

The concrete pouring construction load is: N _{pouring i} = 1.4×(1+2)×0.9×0.9=3.402kN

The total design load of the floor is: N _Q = 1.4×4×0.9×0.9+2.928=7.464kN

ⅱ. Calculation of the bearing capacity of the next floor slab

① Next floor information

When checking the strength of the floor slab, the most unfavorable situation is considered, and the load on the floor slab is considered in accordance with the uniform distribution of line loads

Configure HRB400 within the width range, the reinforcement area per unit length (m) of floor slab section A _s = 392.5mm ² , f _y = 360N/mm ²

The section size of the slab is b×h=4464mm×120mm, the span of the floor slab is 7.2m, the thickness of the concrete protective layer is 20mm, and the effective height of the section is h _o =100mm

② Calculation of the bearing capacity of the next floor slab

The calculation of the long side of the floor is 7.2m, and the short side is 4.464m

q=1.2×((24+1.1)×0.12)+1.4×[(1+2)+0.6×N _{branch i-1} /(l _a ×l _b )]=7.814kN/m ²

The maximum bending moment that the plate strip needs to bear is calculated according to the two-way plate fixed on four sides

M _max ＝0.078×7.814×4.464 ² ＝12.18kN·m

The strength of the next layer of concrete reaches 25/11.9×100%=210.1% of the design strength

The design value of the flexural compressive strength of C25 concrete is f _cm = 11.9N/mm ²

Then the height of the rectangular section relative to the compression zone can be obtained

ξ=A _s ×f _y /(α _l ×b×h _o ×f _cm )=392.5×360/(1×4464×100×11.9)=0.027

The calculation coefficient is: α _s =ξ(1-0.5ξ)=0.027×(1-0.5×0.027)=0.026

The maximum bending moment that the floor can withstand is

M ₁ =α _s ×α ₁ ×b×h _o ² ×f _cm =0.026×1×4464×100 ² ×11.9×10 ^-6 =13.942kN·m

Conclusion: Since ∑M ₁ =M ₁ =13.942>M _max =12.18kN·m

Therefore, the strength of the next floor slab is sufficient to bear the load transmitted from the upper floor, and the formwork support can be removed

b. Beam design: The layers of this project are 2.7 meters high for the overhead floor, 3.9 meters high for the first floor, 3.6 meters high for the second floor, and 5.6 meters high for the third floor. The calculation results of the reinforcement of the cast-in-place slab on the top of the floor, the support of the next floor of the 3-story cast-in-place slab pouring layer can be demolished, and the 3, 4, 5, 6, 7, 8 axle beams are now provided with the supports from the next floor to the second floor It will not be dismantled, and the self-weight of the double pole support is 0.25KN/m, the self-weight of the single pole support is 0.15KN/m, and the self-weight of the formwork is calculated as 0.3KN/ ^m2 : (the beam height of the 1-3 layer structure is 0.7m, the The thickness is 0.12 meters, the bay is 4.5 meters, the height of the pouring layer is 5.6 meters, the maximum axial force of the vertical rod under the slab is 10.1KN, the maximum axial force of the vertical rod at the bottom of the beam of the pouring layer is 9.77KN, and the distance between the vertical rods under the slab is 0.9×0.9. The vertical distance of the bottom double plus vertical pole is 0.45m, the design live load of the 1st and 2nd floors is 3KN/m 2 , and the design live load of the 3rd floor is 4KN/m ^{2 ,} ). The calculation is as follows: Load: From the calculation results of the axial force of the vertical rod of the cast-in-place slab bottom support _formwork , it can be known that the axial force of the vertical rod at the bottom of the No. R ₁ , R ₂ , R ₃ , R ₄ ] = max[3.978, 9.768, 9.768, 3.978] = 9.768kN. It can be known that the axial force of the vertical bar under the force of No. ⑤ beam is 3.978kN. The axial force of No. ④ enhanced vertical rod is 9.768kN. It can be seen that the axial force of No. ⑤ beam bottom is 3.978kN, which is converted into a surface load of 3.978/0.45*0.75＝11.79KN/m2 ^{, which} is the same as that of No. 15 slab bottom. The surface load converted from the rod axial force of 9.74kNrqm is 9.74/0.9*0.9=12.02KN/m ² . At this time, the surface load of the vertical rod axial force on the bottom of No. The effect of ⑤ is enough to include the effect of the axial force of the vertical bar at the bottom of the No. The load effect produced by the axial force of the reinforced vertical rod at the bottom of No. 4 beam directly acting on the lower beam is separated from the axial force of the stressed vertical rod at the bottom of No. 5 beam and the axial force of the vertical rod at the bottom of No. 15 slab acting on the lower layer. The usage signs are separated from each other, and the object of force transmission can be clarified.

ⅰ. The live load on the board is reduced by 0.8 and converted to the maximum axial force N ₁ =10.4KN÷(0.9×0.9)m ² -3×1.4×0.2=11.66KN/m ²

² N _{plate line} = 11.66 × 4.5 = 52.47KN/m

ⅱ. Calculation of beam line load: assume that the beam load is transmitted to the vertical pole of the first floor, and the vertical pole of the overhead floor is removed)

N _Beam ＝(9.77÷0.45)×2+0.25×(3.9-0.7)×2÷0.45+(1.68×2+0.4)×0.3×2

=43.4+1.6+2.26

＝47.3KN/m

ⅲ. Total line load transferred to third-story beams, second-story beams, and first-story beams:

N _combined =52.47+47.3=99.77KN/m

ⅳ. The design line load of the beam: (the standard value of floor plastering and floor tiles is 1KN/m ² )

(1). For the 3rd, 4th and 5th intersection CD axle beams, it is assumed that the supports on the first and second floors of the beam bottom _are not removed. N = [(4+1)+2×(3+1)]×1.4×4.5= 81.9KN/m

(2). There are wall beams on the second floor of the 7th, 8th and 5th AB axes, and the supports on the first and second floors at the bottom of the beams _are not removed. N = [(4+1)+2×(3+1)]× 1.4×4.5+(4.6+0.8)×1.2×3.43＝104.1KN/m (the upper beam is turned up at 1.33 meters)

(3). There are wall beams on the 1st and 2nd floors of the 6-axis, and the brackets on the 1st and 2nd floors at the bottom of the beams _are not removed. N = [(4+1)+2×(3+1)]×1.4× 4.5+(4.6+0.8)×1.2×(3.43+2.93)＝123KN/m

analyze:

According to the calculation and analysis: ① It is determined that the brackets on the 2nd floor shall not be dismantled before the concrete of the pouring layer reaches the design strength;

②Because the supports on the first and second floors of the beams at the cross CD axis beams at intersections 3, 4, and 5 are not removed, N = _81.9KN /m<N = 99.77KN/m, so _the vertical pole support of the pouring layer beam must be The connection to the ground through the overhead layer cannot be dismantled;

(③Because the brackets on the first and second floors of the beams on the second floor of the AB axis at intersections 7, 8 and 5 are not removed, N = _104.1KN /m > N = _99.77KN /m, so 7, 8 And the beam bottom support of the 5th AB axis can be dismantled on the overhead floor.

④Since the first and second floors of the 6-axis are equipped with wall beams, when the first and second floors of the beam are not removed, N = _123KN /m > N = _99.77KN /m, so the 6-axis beam bottom bracket It can be dismantled on the overhead floor. ,

From the above calculation results, it can be seen that as long as the lower vertical bar of the poured laminate is supported on the lower layer to reach the design strength of the slab structure, the load on the lower layer of the slab structure is not large, and it can be no longer connected under normal circumstances. However, the load is very large. If the infill wall is not considered under the beam in the design, it may be necessary to connect several layers to ensure the safety of the structure. The analysis shows that 2-3 layers of beams and slabs are connected together, which not only wastes the support of large-area slabs, but also increases the load on the bottom of the beam due to the increased self-weight of the support, and does not calculate the definite amount of load on the beam. It may cause a major safety accident.

6. Formwork erection and construction method

a. According to the calculation results, the support of the slab is directly erected on the floor surface structure of the pouring layer that has reached the design strength. In general, the support of the next floor can be removed. If the calculation result is not suitable for removal, in the most unfavorable case, Only the next layer of brackets remains. The support of the beam must retain several floors according to the calculation results, and the erection form and structure of the support reserved on the lower floor must be exactly the same as the calculation floor. It needs to be further clarified that No. 13 transverse scissor braces at the bottom of the beam should be installed at intervals of no more than 2 meters along the longitudinal direction of the beam. It must be connected with the third bar to form a space coordinate space bar structure.

b. The lower connecting bracket of the beam must adopt the above-mentioned structural form of separation and then connection, so that the stability of the connecting bracket of the beam on the same floor will not be affected when the bracket of the next floor is removed.

c. According to the calculation results, if the connecting support layer of the beam needs to be erected until the bottom ground cannot be dismantled, the bearing capacity of the foundation below the ground must be checked and strengthening measures must be taken to ensure that the bottom bearing capacity meets the requirements.

Claims (10)

1. The method for erecting the slab-beam separated high-support formwork and support of many and high-rise reinforced concrete structures is characterized in that: comprise the following steps: (1) Determine the parameters of the formwork frame according to the basic situation of the project; (2) Establish a beam-slab separation bracket model and establish the erection method of the beam-slab bracket; (3) Determination of the strength of the lower beam slab; (4) Collect the design live load of the lower beam and slab; (5) Modeling calculation and determination of the number of layers of beam-slab and support; (6) Formwork frame erection. 2. The method for erecting plate-beam separated high-support formwork and brackets of multi- and high-rise reinforced concrete structures as claimed in claim 1, characterized in that: the basic conditions of the project in the step (1) include building area, building height, Foundation form, main structure, seismic grade, seismic fortification intensity, number of floors above ground, number of underground floors and standard story height. 3. The method for erecting a slab-beam separated high-support formwork with support for multi-story and high-rise reinforced concrete structures as claimed in claim 1, characterized in that: the formwork frame parameters in the step (1) include high formwork and related The details of the layer structure, including the parameters of the layer where the high-support formwork is located, the layer structure parameters below the high-support formwork, the foundation parameters of the pole, the interface parameters of the roof slab formwork, and the interface parameters of the top beam axis formwork. 4. The method for erecting a slab-girder separated high-support formwork and bracket of a multi-story and high-rise reinforced concrete structure according to claim 1, wherein the bracket model in the step (2) includes a transverse connecting rod and a longitudinal connecting rod , main flute at the bottom of the beam, reinforced double vertical poles at the bottom of the beam or even multiple vertical poles, force-bearing vertical poles at the bottom of the beam, horizontal connecting rods, main flute at the bottom of the slab, formwork at the bottom of the slab, secondary flute at the bottom of the slab, broken flute at the bottom of the slab, and Bottom break point connection flute, beam bottom secondary flute, transverse scissors brace, beam side formwork bolts and slab bottom vertical rod. 5. The method for erecting a slab-beam separated high-support formwork and support for multi-story and high-rise reinforced concrete structures according to claim 1, wherein the erection method in the step (2) specifically includes the following steps: 2.1) Disconnect the formwork at the bottom of the slab and the main flute along the longitudinal direction of the beam at the lateral side of the beam; 2.2) Then connect the break point of the bottom plate to the corrugated pad and fix it with the vertical pole of the plate; 2.3) Take the horizontal connecting rod at a certain distance from the beam bottom stress rod at both ends, connect the lower end of the beam bottom reinforced vertical rod and the beam bottom stress rod, and connect and fix all the longitudinal connecting rods at the same time; 2.5) The beam bottom bracket is installed with horizontal scissors braces at intervals along the longitudinal direction of the beam. 6. The method for erecting a slab-girder separated high-support formwork with support for multi-story and high-rise reinforced concrete structures as claimed in claim 5, characterized in that: in the step 2.3), the reinforcement pole at the bottom of the beam must be supported on the lower floor The beam must not be supported on the lower slab, so that the beam-slab separation and load transfer can be realized. 7. The method for erecting a slab-beam separated high-support formwork and bracket of a multi-story and high-rise reinforced concrete structure as claimed in claim 1, characterized in that: the step (5) specifically includes: 5.1) According to the structural reinforcement status of the next floor slab, the beam-slab separation calculation model is used to calculate and determine the number of layers of the cast-in-place slab and the support and the removal time; 5.2) Floor force verification; 5.3) Determine the plate-girder connection method according to the beam force calculation. 8. The method for erecting a slab-beam separated high-support formwork and bracket of a multi- and high-rise reinforced concrete structure as claimed in claim 1, characterized in that: the step (5) specifically includes: 5.1) Assemble into a whole according to the size of the template drawing, and control the deviation of the template within the allowable range; 5.2) Check piece by piece whether the back flute of the assembled formwork meets the design requirements of the formwork, and whether the number of the formwork is consistent with the part used; 5.3) Measure the axis of the side column or wall of the building, and use the axis as the starting point to draw out each axis, and pop out the inner line, side line and outer control line of the formwork with ink lines according to the axis and the construction drawing; 5.4) Use the level gauge to measure the horizontal elevation of the building directly to the installation position of the formwork according to the actual requirements; 5.5) According to the formwork diagram, close up the support of the side formwork of the beam after the steel bar binding acceptance; 5.6) Before setting up the formwork, conduct a technical review of the elevation and size of the reserved holes in the previous process according to the design drawings. 9. The method for erecting a slab-beam separated high-support formwork and bracket of a multi- and high-rise reinforced concrete structure as claimed in claim 1, characterized in that: the step (6) specifically includes: 6.1) First support the beam bottom bracket and then support the support plate bracket, and then connect the two with a horizontal tie rod; 6.2) The beam and slab are installed through the binding of steel bars, and the construction surface is provided for the sub-projects of steel bars during the binding process; 6.3) Set arching 2‰ for beams with a span ≥ 4m, and set a tension lock bar at the top of the beam formwork; 6.4) Use adhesive tape to seal the board seam ≥ 2mm; 6.5) Use square wood to fix the steel pipe top of the bead at the bottom of the side beam formwork with a beam height > 300mm and clamp it firmly; 6.6) After the formwork is set up, organize the acceptance, fill in the acceptance form and quantify the acceptance content. 10. as claimed in claim 1, multi-story reinforced concrete structure plate girder separated high formwork and bracket erection method, it is characterized in that: said method also comprises the step of formwork removal after formwork erection, said formwork removal The following requirements must be met: 9.1) Before dismantling the formwork, make a targeted security technical disclosure and make a record; 9.2) When dismantling the formwork, set a reliable foothold for operations at a height above 2 meters, and have corresponding safety protection measures; 9.3) The order of formwork removal should follow the principle of support first and then demolition, and the latter support first, from top to bottom; 9.4) There must be a concrete strength report before the formwork is removed, and the formwork can only be removed after the strength meets the specified requirements.