CN212154130U - Construction supporting device for steel frame structure cast-in-place concrete floor - Google Patents

Abstract

The utility model relates to a construction strutting arrangement for steel frame construction cast in situ concrete floor belongs to building engineering technical field. The steel joist comprises an H-shaped steel frame beam, an H-shaped steel secondary beam, a wood template, a wooden secondary joist, a steel main joist, a main joist support, a support longitudinal support, a support transverse support and a steel main joist lateral support. Fixing a main keel support on a lower flange of the H-shaped steel beam, fixing the main keel on the support, installing a support transverse supporting rod piece and a support longitudinal support, installing a wooden secondary keel and fixing a wood template. The utility model discloses support the characteristics that have with full hall scaffold and compare and be: the full scaffold support is not needed; when the form is removed, the steel section main keel can descend so as to remove the keel and the form; the profile steel main keel, the main keel support and the support can be repeatedly used; after steel frame post, roof beam installation, can carry out a plurality of floor slab constructions simultaneously, for professions such as water, electricity, gas provide work plane for the construction progress.

Description

A construction support device for cast-in-place concrete floor slab of steel frame structure

technical field

The utility model relates to a construction support device for a cast-in-place concrete floor slab of a steel frame structure, which belongs to the technical field of construction engineering.

Background technique

With the development of modern technology, steel structures are more and more common in multi-high-rise buildings. At present, steel frame structures often use H-shaped steel beams, and the floor slabs are cast-in-place concrete slabs or combined slabs of profiled steel plates and cast-in-place concrete, but there are the following problems :

Ordinary cast-in-place concrete floor is used, and the concrete on the lower floor needs to reach the design strength, and the formwork and supporting scaffolding that meet the construction load are installed on the lower floor, and the construction progress is slow.

Consider using profiled steel plate and cast-in-place concrete combined floor slab. The profiled steel plate needs to be applied with fireproof coating after the floor slab is constructed. If the profiled steel plate is only used as a formwork for the construction of the floor slab, a large amount of steel is consumed. The two options can improve the construction speed, but Uneconomical. And when the floor load is large, it is also necessary to use vertical support or support truss between spans.

In the current construction method without vertical support, the main keel is made of wood, the span is less than 2m, and the spacing is less than 600mm.

SUMMARY OF THE INVENTION

The technical problem to be solved by the utility model is to provide a construction support device for the cast-in-place concrete floor slab of the steel frame structure, so as to solve the above problems.

The technical scheme of the utility model is: a construction support device for cast-in-place concrete floor slab of steel frame structure, comprising H-shaped steel frame beam, H-shaped steel secondary beam, shaped steel main keel, wooden secondary keel, main keel support, support Longitudinal support, lateral support of bearing, lateral support of section steel main keel, box section steel column. The main keel support is installed on the lower flange of the H-beam frame beam and the H-beam secondary beam, and the main keel support extends the longitudinal axis of the H-beam frame beam and the H-beam secondary beam. Support and fixation, each section steel main keel is connected with the main keel support, and is laterally supported by the root section steel main keel in the direction of the vertical axis of the main keel support to ensure lateral stability.

The wooden secondary keel is above the section steel main keel, the section steel main keel is laterally supported above the lateral support of the support, the support is longitudinally supported above the lateral support of the support, and the main keel support is arranged on the H-shaped steel frame beam and the H-shaped steel. The lower flange of the secondary beam.

The steel main keel is provided with a steel plate I for fixing the wooden secondary keel, a main beam position fixing plate, a main beam end, a tenon groove, a nut and a bolt hole for connecting the main keel to the lateral support.

The main keel support includes steel columns, steel balls, bolts, circular steel cylinders, steel plates, curved steel plates, stiffening plates, lateral support tongue grooves, fixed transverse support steel frames, main beam positioning bolts, and the main keel support. The two symmetrical sides are steel plates, and two bolts and lateral support tongue grooves are arranged on the two steel plates respectively. The lateral support tongue grooves are located above the bolts, and there are two fixed lateral supports on the front of the main keel support. Steel frame and four main beam positioning bolts, the main beam positioning bolts are located above the fixed transverse support steel frame, the middle of the main keel support is provided with a steel column, the outside of the steel column is provided with a circular steel cylinder, and the The bottom is an arc-shaped steel plate, and the underside of the arc-shaped steel plate is provided with a stiffening plate, a bolted steel plate and a circular steel cylinder.

A longitudinal support tenon is arranged on the longitudinal support of the support.

The lateral support of the support includes a lateral support top plate, a pusher with a handle, a lateral support rod, a circular hole in a fixed position, and a lateral support outer sleeve. The other end of the lateral support outer sleeve is also provided with a lateral support top plate, and a circular hole at a fixed position is arranged on the lateral support outer sleeve.

When the span of the section steel main keel is less than 2.1m, the distance between the section steel main keel is 1m, and the section steel main keel adopts a rectangular Q235 steel beam with a wall thickness of 3mm, a section size of 150mm high and a width of 100mm. When the section steel main keel span is 2.1 to 3 meters The distance between the main section steel keel is 1 meter, the main section steel keel adopts a rectangular Q235 steel beam with a wall thickness of 3mm, a section size of 220mm high and a width of 100mm. The spacing is 0.3 meters, and the wooden formwork with a height of 100mm and a width of 50mm is used, and a wooden formwork with a thickness of 18mm is fixed with nails.

The formwork support system used for the cast-in-place concrete floor slab of the steel frame structure of the utility model comprises: an H-shaped steel beam, a wooden formwork, a wooden secondary keel, a main section steel keel, a main keel support, a lateral support of the support, a longitudinal support of the support, a section steel Main keel lateral support. The main keel support is fixed on the lower flange of the H-shaped steel beam, and horizontal and vertical support rods are installed, the main keel is fixed on the support, the wooden secondary keel is installed, and the wooden formwork is fixed.

The beneficial effects of the present utility model are:

(1) This utility model proposes another support method for the construction of cast-in-place concrete floor slabs of steel frame structures, and utilizes H-shaped steel beam flanges as support points, and this device can be used to cancel the vertical steel pipe support and solve the problem of conventional cast-in-situ concrete floor slab construction. , The use of full-scale scaffolding consumes a lot of manpower and material resources, and the construction speed is slow. At the same time, the keel and support are reused, which can improve the utilization rate of materials;

(2) There is no need for full-scale scaffolding support, which saves construction time and reduces costs. When removing the formwork, the main keel support can be lowered to remove the main and secondary keels and formwork. After the steel frame columns and beams are installed, multiple Floor slab construction provides a working plane for water, electricity, gas and other majors to speed up the construction progress.

Description of drawings

Fig. 1 is the plan view (9mx9m column spacing) of the lateral support structure of the utility model steel main keel, wooden secondary keel and profile steel main keel;

Figure 2 is a plan view (9mx9m column spacing) of the main keel support of the utility model, the longitudinal support of the support, and the lateral support of the support;

Figure 3 is an elevation view of the main keel support and section steel main keel of the utility model (3m span);

Figure 4 is a schematic diagram of part of the steel main keel of the utility model, the main keel support, the lateral support of the support and the longitudinal support;

Figure 5 is a plan view of the main keel support and longitudinal support of the present utility model;

Figure 6 is an elevation view of the main keel support and longitudinal support of the present utility model;

Figure 7 is a sectional view of the main keel support of the present utility model;

Figure 8 is a plan view of the lateral support of the bearing of the present utility model;

9 is a detailed view of the positioning bolts of the steel main beam of the present utility model;

Figure 10 is a detailed cross-sectional view of the H-shaped steel frame beam and the H-shaped steel secondary beam of the present utility model;

Figure 11 is a schematic diagram of the calculation of the utility model steel frame beam and H-shaped steel secondary beam subjected to concentrated load;

12 is a model diagram of working condition 1 according to an embodiment of the present invention;

Fig. 13 is a displacement diagram of working condition 1 according to the embodiment of the present invention;

Fig. 14 is a stress diagram of working condition 1 according to the embodiment of the present invention;

Fig. 15 is a model diagram of working condition 2 according to the embodiment of the present invention;

Fig. 16 is a displacement diagram of working condition 2 according to the embodiment of the present invention;

Fig. 17 is the stress diagram of working condition 2 according to the embodiment of the present utility model;

Fig. 18 is a model diagram of working condition 3 according to the embodiment of the present invention;

Fig. 19 is a displacement diagram of working condition 3 according to the embodiment of the present invention;

Fig. 20 stress diagram of working condition 3 of the embodiment of the present utility model;

Fig. 21 is a model diagram of working condition 4 according to an embodiment of the present invention;

Fig. 22 is a displacement diagram of working condition 4 according to the embodiment of the present invention;

FIG. 23 is the stress diagram of working condition 4 of the embodiment of the present invention.

In the picture: 1-H-section steel frame beam, 2-H-section steel secondary beam, 3-section steel main keel, 31-fixed wooden keel plate, 32-section steel main keel fixing plate, 33-main beam end, 34-nut, 35 - Bolt holes (diameter larger than bolts), 36-shaped steel main keel lateral support tongue and groove, 4-wood secondary keel, 5-main keel support, steel column 51, 52-steel ball, 53-bolt, 54-round steel Cylinder, 55-steel plate, 56-curved steel plate, 57-stiffening plate, 58-lateral support tongue and groove, 59-fixed lateral support steel frame, 510-main beam positioning bolt, 6-support longitudinal support, 61-support Seat longitudinal support tenon, 7- support lateral support, 71- lateral support top plate, 72- push piece with handle, 73- lateral support screw, 74- drainage round hole, 75- lateral support outer casing, 8- section steel main Keel lateral support, 9-box steel column, 10-wood formwork, 11-cast-in-place concrete floor.

Detailed ways

The present utility model will be further described below with reference to the accompanying drawings and specific embodiments.

Embodiment 1: A construction support device for cast-in-place concrete floor slab of steel frame structure, including H-shaped steel frame beam 1, H-shaped steel secondary beam 2, shaped steel main keel 3, wooden secondary keel 4, main keel support 5, support The seat longitudinal support 6, the bearing lateral support 7, the profile steel main keel lateral support 8, and the box-shaped steel column 9. Install the main keel support 5 on the lower flange of the H-shaped steel frame beam 1 and the H-shaped steel secondary beam 2, and the main keel support 5 is connected by the longitudinal support 6 of the support along the longitudinal axis of the H-shaped steel frame beam 1 and the H-shaped steel secondary beam 2. In the vertical direction, it is fixed by the lateral support 7 of the support. Each main keel 3 is connected with the main keel support 5. In the vertical axis direction of the main keel support 5, it is laterally supported by 4 main keels 8, to ensure lateral stability. .

The wooden secondary keel 4 is above the main section steel keel 3, the main section steel keel lateral support 8 is above the lateral support of the support, the longitudinal support 6 of the support is above the lateral support 7 of the support, and the main keel support 5 is set at H. Lower flange of section steel frame beam 1 and H-section steel secondary beam 2.

The section steel main keel 3 is provided with a steel plate I31 for fixing the wooden secondary keel 4, a main beam position fixing plate 32, a main beam end 33, a tenon groove 36 for connecting the main keel laterally, a nut 34, and a bolt hole 35.

The main keel support 5 includes a steel column 51, a steel ball 52, a bolt 53, a circular steel cylinder 54, a steel plate 55, an arc-shaped steel plate 56, a stiffening plate 57, a lateral support groove 58, a fixed lateral support steel frame 59, The main beam positioning bolts 510, the two symmetrical sides of the main keel support 5 are steel plates 55, two bolts 53 and lateral support tongue grooves 58 are respectively provided on the two steel plates 55, and the lateral support tongue grooves 58 are located in the bolts. Above 53, two fixed transverse support steel frames 59 and four main beam positioning bolts 510 are arranged on the front of the main keel support 5. The main beam positioning bolts 510 are located above the fixed transverse support steel frame 59, and the main keel support 5 is provided with a steel column 51 in the middle, a circular steel cylinder 54 is provided on the outside of the steel column 51, the bottom of the circular steel cylinder 54 is an arc-shaped steel plate 56, and a stiffening plate 57 is provided below the arc-shaped steel plate 56, and the bolts 53 are connected. Steel plate 55 and circular steel cylinder 54 .

The longitudinal support 6 of the stand is provided with a longitudinal support tenon 61 .

The lateral support 7 of the support includes a lateral support top plate 71, a pusher 72 with a handle, a lateral support rod 73, a fixed position circular hole 74, and a lateral support outer sleeve 75. One end of the lateral support rod 73 is provided with a lateral support top plate. A pusher 72 with a handle is sleeved on top of 71 , the other end of the lateral support outer sleeve 75 is also provided with a lateral support top plate 71 , and the lateral support outer sleeve 75 is provided with a fixed position circular hole 74 .

When the span of the section steel main keel 3 is less than 2.1m, the distance between the section steel main keel 3 is 1m, and the section steel main keel 3 adopts a rectangular Q235 steel beam with a wall thickness of 3mm, a section size of 150mm high and a width of 100mm. When the span of the section steel main keel 3 is From 2.1 to 3 meters, the distance between the main section steel keel 3 is 1 meter, and the main section steel keel 3 adopts a rectangular Q235 steel beam with a wall thickness of 3mm, a section size of 220mm high and a width of 100mm. In the same support arrangement, the distance between the wooden secondary keels 4 is 0.3 meters, and the wooden formwork 10 with a height of 100 mm and a width of 50 mm is used, and a wooden formwork 10 with a thickness of 18 mm is fixed with nails.

The main keel support 5 has main beam positioning bolts 510 for fixing the main keel and the main beam position fixing plate 32 is connected by bolts.

The main keel support 5 is connected with the support longitudinal support 6 with the tenon 61 through the tenon groove 58 connecting the lateral support of the support to form a longitudinal stability system for fixing the main keel support.

The main keel support 5 forms a lateral stability system for fixing the main keel support through the steel frame 59 laterally supported by the support and the lateral support 7 of the fixed support.

When the construction support device of the cast-in-place concrete floor slab of the steel frame structure is constructed, the specific process is as follows: fix the main keel support 5 on the lower flange of the H-shaped steel frame beam 1 or the H-shaped steel secondary beam 2, and install the support to support the longitudinal support. 6 and the lateral support 7, the main section steel keel 3 is fixed on the main keel support 5, the lateral support 8 of the section steel main keel is installed, and the wooden secondary keel 4 and the wooden formwork 10 are fixed.

When the construction support device of the cast-in-situ concrete floor slab of the steel frame structure has the conditions for dismantling the formwork, remove the main beam position fixing plate 32 and the nut 34, remove the main beam positioning bolts 510, and withdraw the four bolts 53 to the circular steel cylinder 54. The steel balls 52 are arranged symmetrically into the steel cylinder storing the steel balls 52, so that the steel column 51 with the rectangular steel plate welded on the top descends, and the main section steel keel 3 descends accordingly, which facilitates the removal of the main section steel keel 3, the wooden secondary keel 4 and the wooden formwork 10.

Example 2: Rotate the bolt 53 of the main keel support 5 into the bolt hole 512 of the circular steel cylinder 54 through the bolt hole 511, and put a certain amount of oil-filled steel balls 52 into the circular steel cylinder 54 of the main keel support 5 Then, insert the steel column 51 welded with the rectangular steel plate at the top, so that the top surface of the rectangular steel plate is flush with the lower edge of the groove on which the main keel is placed, that is, the adjustment of the main keel support 5 is completed.

First, rotate the main beam positioning bolt 510 from the bolt hole 513 of the main keel support 5 into place, and place the main keel support 5 at a distance of 1 meter on the lower flanges of the H-shaped steel beams on both sides of the floor slab to be constructed. The side of the main keel support 5 at the end of the beam or the secondary beam of the frame, which is close to the box-shaped steel column (9), can be supported by a wooden square instead of the longitudinal support of the support. Insert the tenon 61 of the longitudinal support 6 of the main keel support into the tenon groove 58 connecting the lateral support of the main keel support, and install the other main keel support longitudinal supports 6 according to the above steps; The length of the lateral support 7, the lateral support top plate 71 is put into the steel frame 59 for placing the lateral support, the pusher 72 with the handle is rotated, the lateral support outer sleeve 75 is pressed, and the installation of the other main keel supports is completed according to the above steps. The pedestal supports longitudinally 6 and the pedestal transversely supports 7 .

Put the section steel main keel 3 on the steel plate 51 of the main keel support 5, at the same time pass the main beam positioning bolts 510 from the bolt holes 35 of the main beam position fixing plate 32 of the section steel main keel 3, and tighten the nuts 34 to complete the main beam. Keel fixed.

The wooden secondary keel 4 is placed on the steel plate 31 that restricts the displacement of the wooden secondary keel, and the wooden formwork 10 is fixed on the wooden secondary keel with nails to complete the construction formwork work.

When the mold removal conditions are met, remove the nut 34 at the main beam position fixing plate 32, remove the bolt 510, drop it into the steel barrel of the main keel support 5, withdraw the four bolts 53 of the main keel support 5, and attach the round steel The steel balls 52 in the cylinder 54 are symmetrically arranged into the steel cylinder for storing the steel balls 52, so that the steel column 51 with the rectangular steel plate welded on the top descends, and the profiled steel main keel 3 and the wooden secondary keel 4 descend accordingly; therefore, the profiled steel main keel 3 and fixed The lateral support 8 of the main keel, the wooden secondary keel 4, and the wooden formwork 10 are removed; finally, the longitudinal support 6 of the main keel support and the lateral support 7 of the main keel support are removed to complete the construction and formwork removal.

Example:

The steel frame structure is constructed with cast-in-place concrete floor slabs. The distance between two adjacent H-beams is 3 meters.

The distance between the main keel of the section steel is 1 meter, and the rectangular Q235 steel main keel with a wall thickness of 3mm, a height of 220mm and a width of 100mm is used.

The distance between the wooden secondary keels is 0.3 meters, and the wooden square is 100mm high and 50mm wide. Flexural strength [f] = 13N/mm2 ("Code for Design of Wood Structures" GB50005-2003 Table 4.2.1-3 found: TC13 pine wood flexural strength design value)

The thickness of the cladding wood plywood formwork is 18mm, and the bending strength [f]=11.5N/mm2. ("Technical Specification for Safety of Construction Formwork" JGJ162-2008 Appendix A Table A.5.2)

The dead load standard value is:

The dead weight of the formwork is 0.3kN/m2, the dead weight of the 150mm thick concrete slab is 3.75kN/m2,

The standard value of live load is:

Construction personnel and equipment 3kN/m2 ("Technical Specification for Safety of Fastener Type Steel Pipe Scaffolding in Building Construction" JGJ 130-2011, Table 4.2.2),

Carry out the bearing capacity check and deformation check according to the above loads.

Template panel calculation

q=1.35×4.05+0.7×1.4×3=8.41kN/m2

q=1.2×4.05+1.4×3=9.06kN/m2, 9.06×1=9.06kN/m, the basic combination considers the combination controlled by variable load

(1) The bearing capacity of the normal section is calculated, and the maximum bending moment is calculated according to the simply supported beam for partial safety:

W=1000×18×18/6=54000mm3

[f]=11.5N/mm2

f=M/W=1.85N/mm2<[f], the bearing capacity meets the requirements.

(2) Deflection calculation

When the deflection is calculated, the load is the standard value of the dead load (Table 4.3.2 of "Technical Specification for Safety of Building Construction Formwork" JGJ162-2008)

E=4000 ("Technical Specification for Safety of Construction Formwork" JGJ162-2008 Appendix A Table A.3.2)

I=1000×18×18×18/12=486000mm4

<[v]＝L/250＝300/250＝1.2mm，挠度满足要求。

<[v]=L/250=300/250=1.2mm, the deflection meets the requirements.

2. Section design of wooden secondary keel

(1) Calculation of bearing capacity of normal section:

The span of the wooden secondary keel is 1m, and the calculation is based on the simply supported beam under uniform load.

q=0.3×(1.2×4.05+1.4×3)=2.718kN/m

W=50×100×100/6=83333.33mm3

f=M/W=4.08N/mm2<13N/mm2, meeting the bearing capacity requirements

In addition, according to the check calculation of the three-span continuous beam under uniform load, considering the maximum bending moment of the section when the dead load and live load are the most unfavorable arrangement, check and calculate the maximum negative bending moment MB of the B support of the first span

q constant=0.3×1.2×4.05=1.458kN/m

q live=0.3×1.4×3=1.26kN/m

MB=0.1q constant l2+0.117q live l2=0.1×1.458×12+0.117×1.26×12=0.293KNm

f=MB/W=3.52N/mm2<13N/mm2, which meets the bearing capacity requirements.

(2) Calculation of bearing capacity of inclined section:

According to the check calculation of three-span continuous beam under uniform load, when considering the most unfavorable arrangement of dead load and live load, the maximum shear force on the left side of B support

Q=0.6q constant l+0.617q live l=0.6×1.458×1+0.617×1.26×1=1.652kN

Design value of shear stress of section

<1.5N/mm2(《木结构设计规范》GB50005-2003表4.2.1-3)，木质次龙骨的抗剪承载力满足要求。

<1.5N/mm2 (Table 4.2.1-3 of "Code for Design of Wooden Structures" GB50005-2003), the shear bearing capacity of the wooden secondary keel meets the requirements.

(3) Deflection calculation

Calculate deflection as a simply supported beam

I=50×100×100×100/12=4166666.66mm4

<[v]＝L/250＝1000/250＝4mm，挠度满足要求

<[v]=L/250=1000/250=4mm, the deflection meets the requirements

3. Main keel calculation

(1) Calculation of bearing capacity of normal section:

The wall thickness is 3mm, the height is 180mm, and the width is 100mm. The weight of the main keel of Q235 rectangular steel pipe:

1.2×0.129=0.155kN/m

q=1.2×4.05+1.4×3+0.155=9.22kN/m

W=81486.80mm3

f=M/W=127.26N/mm2<[f]=215N/mm2 ("Technical Specification for Safety of Construction Formwork" JGJ162-2008 Appendix A Table A.1.1-1), the bearing capacity of the front section meets the requirements.

(2) Calculation of bearing capacity of inclined section:

Shear stress calculation of box beam can be simplified to I-shaped calculation ("Box Beam Design Theory" Second Edition, page 11)

Calculation of maximum shear stress of wing plate

Section moment of inertia I = 7333812mm4

<[τ]＝125N/mm2(《建筑施工模板安全技术规范》JGJ162-2008附录A表A.1.1-1)，斜截面承载力满足要求。

<[τ]=125N/mm2 ("Building Construction Formwork Safety Technical Specifications" JGJ162-2008 Appendix A Table A.1.1-1), the bearing capacity of the inclined section meets the requirements.

Calculation of maximum shear stress of web

<[τ]＝125N/mm2(《建筑施工模板安全技术规范》JGJ162-2008附录A表A.1.1-1)，斜截面承载力满足要求。

<[τ]=125N/mm2 ("Building Construction Formwork Safety Technical Specifications" JGJ162-2008 Appendix A Table A.1.1-1), the bearing capacity of the inclined section meets the requirements.

According to the shear strength formula of "Code for Steel Structures":

Gross section moment of inertia I = 48600000

<[τ]＝125N/mm2(《建筑施工模板安全技术规范》JGJ162-2008附录A表A.1.1-1)，斜截面承载力满足要求。

<[τ]=125N/mm2 ("Building Construction Formwork Safety Technical Specifications" JGJ162-2008 Appendix A Table A.1.1-1), the bearing capacity of the inclined section meets the requirements.

(3) Deflection calculation:

q=4.05+0.129=4.179kN/m, moment of inertia of section I=7333812

Section steel elastic modulus E=2.06×105N/mm2

<[v]＝L/150＝3000/150＝20mm或10mm,取最小值(《建筑施工临时支撑结构技术规范》JG1300-2013，4.3.4条)，挠度满足要求。

<[v]=L/150=3000/150=20mm or 10mm, take the minimum value ("Technical Specifications for Temporary Support Structures for Building Construction" JG1300-2013, Article 4.3.4), the deflection meets the requirements.

4. Use ANSYS to analyze the stress of H-beam frame beam and H-beam secondary beam

The concentrated force at the support of the main keel acts on the lower flange of the H-shaped steel frame beam and the H-shaped steel secondary beam, and the stress and deformation of the H-shaped steel frame beam and the H-shaped steel secondary beam are analyzed by ANSYS software.

Section dimensions of H-beam frame beams and H-beam secondary beams are shown in Figure 10. Sectional details of H-beam frame beams and H-beam secondary beams

(2) Calculation diagram

It can be seen from Figure 2 that the lower flange of the steel beam mainly bears the concentrated load transmitted by the main keel support, and the steel beam is subjected to two working conditions, one is that the steel beam is stressed on one side, and the other is the two sides of the steel beam. See Operating Conditions Table 1. Judging from the restraint of the end of the steel beam, the end of the frame beam is generally rigid, that is, the web and flange of the steel beam are fixed, and the end of the secondary beam is generally hinged, that is, only the web of the steel beam is fixed. Since the primary and secondary beams in this example are of equal height, they are generally just connected. See Figure 11 for the calculation diagram of H-beam frame beam and H-beam secondary beam subjected to concentrated load (Note: the unit of concentrated force is KN; the unit of length is mm)

Table 1 Analysis of working conditions

ANSYS model building

ANSYS is used to carry out static analysis of steel frame beams and H-beam secondary beams. Soild65 element is used, and bilinear follow-up model for steel is used. The material characteristics of steel beams are shown in Table 2 below:

Table 2 Physical parameters of steel

Analysis results

Condition 1

Model diagram of working condition 1, see Figure 12

Analysis result of working condition 1: the maximum displacement of the steel beam is 0.005339m, that is, 5.3mm, the maximum displacement position is located at the edge of the middle of the upper flange of the steel beam on the side of the load, and the displacement of the middle of the lower flange on the side of the beam is 0.004152 m is 4.1mm, see Figure 13, allowable deflection [v] = 10mm ("Technical Specifications for Temporary Support Structures for Construction" JG1300-2013, Article 4.3.4), the deflection meets the requirements; the maximum stress is 0.970×108N/m2, that is 97N/mm2, the maximum stress displacement is located at the edge of the end flange on the unloaded side of the steel beam, see Figure 14. The maximum stress of 97N/mm2 is less than the yield stress of the steel, 295N/mm2, and the bearing capacity meets the requirements.

Condition 2

The model diagram of case 2 is similar to the model diagram of case 1. Both sides of the lower flange of the H-beam frame girder bear 9 concentrated loads (load value 13830N), see Figure 15

Analysis results of working condition 2: the maximum displacement of the steel beam is 0.002411m, that is, 2.4mm, and the maximum displacement position is located in the middle of the middle of the lower flange of the steel beam, as shown in Figure 16, and the allowable deflection [v] = 10mm ("Temporary Support for Building Construction"). Structural Technical Specifications "JG1300-2013, 4.3.4), the deflection meets the requirements; the maximum stress is 0.713 × 108N/m2, that is, 71.3N/mm2, and the maximum stress displacement is located in the middle of the flange at the end of the steel beam, see Figure 17. The maximum stress of 71.3N/mm2 is less than the yield stress of the steel, 295N/mm2, and the bearing capacity meets the requirements.

Condition 3

Model diagram of working condition 3, see Figure 18

Analysis result of working condition 3: the maximum displacement of the steel beam is 0.009846m, that is, 9.8mm, the maximum displacement position is located at the edge of the middle of the upper flange of the steel beam on the side of the load, and the displacement of the middle of the lower flange on the side of the beam is 0.00547 m is 5.4mm, see Figure 19, allowable deflection [v] = 10mm ("Technical Specifications for Temporary Support Structures for Building Construction" JG1300-2013, Article 4.3.4); the maximum stress is 0.124×109N/m2, that is, 124N/mm2, The maximum stress displacement is at the edge of the end flange on the unloaded side of the steel beam, see Figure 20. The maximum stress of 124N/mm2 is less than the yield stress of the steel, 295N/mm2, and the bearing capacity meets the requirements.

Condition 4

The model diagram of case 4 is similar to the model diagram of case 3. Both sides of the lower flange of the H-beam secondary beam bear 9 concentrated loads (load value 13830N), see Figure 21

Analysis results of working condition 4: the maximum displacement of the steel beam is 0.00381m, that is, 3.8mm, and the maximum displacement position is located in the middle of the middle of the lower flange of the steel beam, see Figure 22, and the allowable deflection [v] = 10mm ("Temporary Support for Building Construction"). Structural Technical Specifications "JG1300-2013, 4.3.4), the deflection meets the requirements; the maximum stress is 0.936×108N/m2, that is, 93.6N/mm2, and the maximum stress displacement is located in the middle of the end flange of the steel beam, see Figure 23. The maximum stress of 93.6N/mm2 is less than the yield stress of the steel, 295N/mm2, and the bearing capacity meets the requirements.

The specific embodiments of the present utility model have been described in detail above in conjunction with the accompanying drawings, but the present utility model is not limited to the above-mentioned embodiments. Within the scope of knowledge possessed by those of ordinary skill in the art, the present utility model can also be used without departing from the purpose of the present utility model. Various changes are made under the premise.

Claims (7)

1. The utility model provides a construction strutting arrangement for steel frame construction cast in situ concrete floor, its characterized in that: the steel-frame-type steel column comprises an H-shaped steel frame beam (1), an H-shaped steel secondary beam (2), a steel-section main keel (3), a wood secondary keel (4), a main keel support (5), a support longitudinal support (6), a support transverse support (7), a steel-section main keel lateral support (8) and a box-type steel column (9); main joist support (5) are installed to the bottom flange of H shaped steel frame roof beam (1) and H shaped steel secondary beam (2), and main joist support (5) are prolonged H shaped steel frame roof beam (1) and H shaped steel secondary beam (2) axis of ordinates and are connected by support longitudinal support (6) and fixed by support horizontal support (7) in the vertical direction, and every shaped steel main joist (3) are connected with main joist support (5), and vertical main joist support (5) axis of ordinates direction is supported (8) by 4 shaped steel main joist side directions.

2. The construction supporting device for a steel frame structure cast-in-place concrete floor slab as claimed in claim 1, wherein: wooden secondary joist (4) is in the top of shaped steel main joist (3), and shaped steel main joist side direction is supported (8) and is transversely supported (7) top at the support, and the support vertically supports (6) and transversely supports the top of (7) at the support, and main joist support (5) set up the lower flange at H shaped steel frame roof beam (1) and H shaped steel secondary beam (2).

3. The construction supporting device for a steel frame structure cast-in-place concrete floor slab as claimed in claim 1, wherein: the steel plate I (31) for fixing the wooden secondary keel (4), the main beam position fixing plate (32), the main beam end (33), the tongue-and-groove (36) for connecting the main keel with the lateral support, the nut (34) and the bolt hole (35) are arranged on the section steel main keel (3).

4. The construction supporting device for a steel frame structure cast-in-place concrete floor slab as claimed in claim 1, wherein: the main keel support (5) comprises a steel column (51), steel balls (52), bolts (53), a round steel cylinder (54), a steel plate (55), an arc-shaped steel plate (56), a stiffening plate (57), a lateral support mortise (58), a fixed transverse support steel frame (59) and main beam positioning bolts (510); the steel plate (55) is arranged on two symmetrical sides of the main keel support (5), two bolts (53) and a lateral supporting mortise (58) are respectively arranged on the two steel plates (55), the lateral supporting mortise (58) is positioned above the bolts (53), two fixed transverse supporting steel frames (59) and four main beam positioning bolts (510) are arranged on the front surface of the main keel support (5), the main beam positioning bolts (510) are positioned above the fixed transverse supporting steel frames (59), a steel column (51) is arranged in the middle of the main keel support (5), a circular steel cylinder (54) is arranged outside the steel column (51), the bottom of the circular steel cylinder (54) is an arc-shaped steel plate (56), a stiffening plate (57) is arranged below the arc-shaped steel plate (56), and the bolts (53) connect the steel plates (55) and the circular steel cylinder (54).

5. The construction supporting device for a steel frame structure cast-in-place concrete floor slab as claimed in claim 1, wherein: the support longitudinal support (6) is provided with a longitudinal support tenon (61).

6. The construction supporting device for a steel frame structure cast-in-place concrete floor slab as claimed in claim 1, wherein: the support transverse support (7) comprises a transverse support top plate (71), a pushing piece (72) with a handle, a transverse support rod (73), a round hole (74) at a fixed position and a transverse support outer sleeve (75); one end of the transverse supporting rod (73) is provided with a transverse supporting top plate (71) which is sleeved with a pushing piece (72) with a handle, the other end of the transverse supporting outer sleeve (75) is also provided with a transverse supporting top plate (71), and the transverse supporting outer sleeve (75) is provided with a round hole (74) with a fixed position.

7. The construction supporting device for a steel frame structure cast-in-place concrete floor slab as claimed in claim 1, wherein: when the span of shaped steel main joist (3) is less than 2.1m, shaped steel main joist (3) interval is 1m, shaped steel main joist (3) adopt the wall thickness to be 3mm, the high 150mm of cross-sectional dimension, wide 100 mm's rectangle Q235 girder steel, when shaped steel main joist (3) span is 2.1 ~ 3m, shaped steel main joist (3) interval is 1 meter, shaped steel main joist (3) adopt the wall thickness to be 3mm, the high 220mm of cross-sectional dimension, wide 100mm rectangle Q235 girder steel, wooden secondary joist (4) of above-mentioned two kinds of condition, wooden template (10) adopt the same to support and arrange, wooden secondary joist (4) interval is 0.3 meter, adopt high 100mm, wide 50mm flitch, fix 18mm thick wooden template (10) with the nail.

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