CN212154130U - Construction supporting device for steel frame structure cast-in-place concrete floor - Google Patents
Construction supporting device for steel frame structure cast-in-place concrete floor Download PDFInfo
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- CN212154130U CN212154130U CN201921775907.XU CN201921775907U CN212154130U CN 212154130 U CN212154130 U CN 212154130U CN 201921775907 U CN201921775907 U CN 201921775907U CN 212154130 U CN212154130 U CN 212154130U
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 272
- 239000010959 steel Substances 0.000 title claims abstract description 272
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- 238000010586 diagram Methods 0.000 description 20
- 238000006073 displacement reaction Methods 0.000 description 19
- 238000004364 calculation method Methods 0.000 description 17
- 238000009435 building construction Methods 0.000 description 11
- 238000004458 analytical method Methods 0.000 description 7
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- 239000000463 material Substances 0.000 description 3
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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
Technical Field
The utility model relates to a construction strutting arrangement for steel frame construction cast in situ concrete floor belongs to building engineering technical field.
Background
Along with the development of modern science and technology, many high-rise buildings adopt the steel construction more and more generally, and steel frame construction adopts H shaped steel roof beam at present often, and the floor adopts cast in situ concrete floor or profiled sheet and cast in situ concrete composite floor, nevertheless has following problem:
by adopting the common cast-in-place concrete floor slab, the concrete of the lower floor is required to reach the design strength, and the template and the supporting scaffold meeting the construction load are arranged on the lower floor, so that the construction progress is slow.
Considering the floor slab combined by the profiled steel sheet and the cast-in-place concrete, the profiled steel sheet needs to be subjected to fireproof coating construction after the floor slab construction; if the profiled steel sheet is only used as a template when a floor slab is constructed, a large amount of steel is consumed, and the two schemes can improve the construction speed but are not economical. And when the floor load is large, the span vertical supporting or supporting truss is also adopted.
According to the existing construction method without vertical support, the main keels are made of battens, the span is less than 2m, the spacing is smaller than 600mm, after the floor slab construction is completed, the form removal is difficult, the wood reutilization rate is low, and the construction method is uneconomical.
Disclosure of Invention
The to-be-solved technical problem of the utility model is to provide a construction strutting arrangement for steel frame construction cast in situ concrete floor for solve above-mentioned problem.
The technical scheme of the utility model is that: the utility model provides a construction strutting arrangement for steel frame construction cast in situ concrete floor, includes H shaped steel frame roof beam, H shaped steel secondary beam, shaped steel main joist, wooden secondary joist, main joist support, support longitudinal support, support horizontal support, shaped steel main joist side direction support, box steel column. The lower flange of H shaped steel frame roof beam and H shaped steel secondary beam installs the main joist support, and the main joist support prolongs H shaped steel frame roof beam and H shaped steel secondary beam axis of ordinates and is connected and transversely supported fixedly by the support in the vertical direction by the support longitudinal bracing, and every shaped steel main joist is connected with the main joist support, is supported by root shaped steel main joist side direction in vertical main joist support axis of ordinates direction, guarantees the side stabilization.
Wooden secondary joist is in the top of shaped steel main joist, and shaped steel main joist side direction supports in the horizontal support top of support, and the support vertically supports in the horizontal top that supports of support, and the main joist support sets up the lower flange at H shaped steel frame roof beam and H shaped steel secondary beam.
The steel plate I for fixing the wooden secondary joist, the girder position fixing plate, the girder end, the tongue-and-groove for connecting the main joist with the lateral support, the nut and the bolt hole are arranged on the section steel main joist.
The main keel support comprises a steel column, steel balls, bolts, a circular steel cylinder, steel plates, arc-shaped steel plates, stiffening plates, lateral supporting mortises, fixed transverse supporting steel frames and main girder positioning bolts, the two symmetrical sides of the main keel support are the steel plates, the two steel plates are respectively provided with the two bolts and the lateral supporting mortises, the lateral supporting mortises are positioned above the bolts, the front of the main keel support is provided with the two fixed transverse supporting steel frames and the four main girder positioning bolts, the main girder positioning bolts are positioned above the fixed transverse supporting steel frames, the middle of the main keel support is provided with the steel column, the outer side of the steel column is provided with the circular steel cylinder, the bottom of the circular steel cylinder is provided with the arc-shaped steel plates, the stiffening plates are arranged below the arc-shaped steel plates, and the steel plates and the circular.
The support longitudinal support is provided with a longitudinal support tenon.
The support transversely supports including transversely supporting the roof, take the top of handle to push away the piece, horizontal bracing piece, fixed position's round hole, transversely supporting the outer tube, the one end of horizontal bracing piece is equipped with the top that the cover has the handle on transversely supporting the roof and pushes away the piece, and the other end that transversely supports the outer tube also is equipped with transversely supporting the roof, is equipped with fixed position's round hole on transversely supporting the outer tube.
When the span of shaped steel main joist is less than 2.1m, shaped steel main joist interval is 1m, shaped steel main joist adopts the wall thickness to be 3mm, cross sectional dimension height 150mm, wide 100 mm's rectangle Q235 girder steel, when shaped steel main joist span is 2.1 ~ 3m, shaped steel main joist interval is 1m, shaped steel main joist adopts the wall thickness to be 3mm, cross sectional dimension height 220mm, wide 100mm rectangle Q235 girder steel, the wooden secondary joist of above-mentioned two kinds of condition, the wooden template adopts the same support to arrange, wooden secondary joist interval is 0.3 m, adopt height 100mm, wide 50mm flitch, with the fixed 18mm thick wooden template of nail.
The utility model discloses a template braced system for steel frame construction cast in situ concrete floor includes: h shaped steel roof beam, plank sheathing, wooden secondary joist, shaped steel main joist, main joist support, support horizontal support, support longitudinal support, shaped steel main joist side direction support. Fixing the main keel support on the lower flange of the H-shaped steel beam, installing transverse and longitudinal supporting rod pieces, fixing the main keel on the support, installing the wooden secondary keel and fixing the wood template.
The utility model has the advantages that:
(1) the utility model provides another kind of support mode of steel frame construction cast in situ concrete floor construction, utilize H shaped steel beam flange to do the strong point, adopt the device can cancel vertical steel pipe and support, when solving conventional cast in situ concrete floor construction, adopt full hall scaffold frame, consume a large amount of manpower, material resources, construction speed slow scheduling problem, fossil fragments and support used repeatedly simultaneously, can improve material utilization;
(2) need not full hall scaffold frame support, save the time limit for a project, reduce cost, when form removal, the main joist support can descend to demolish main, secondary joist and template, after steel frame post, roof beam installation, can carry out a plurality of floor slab constructions simultaneously, provide work plane for specialty such as water, electricity, gas for the construction progress.
Drawings
FIG. 1 is a plan view (9mx9m column spacing) of the lateral supporting structure of the main joist, the wooden cross joist and the main joist of the steel section of the present invention;
fig. 2 is a plan view of the main keel support, the longitudinal support of the support and the transverse support of the support (9mx9m column spacing);
FIG. 3 is a vertical view (3m span) of the main keel support and the steel section main keel of the utility model;
FIG. 4 is a schematic view of the main joist, the main joist support, the support transverse support and the longitudinal support of the profile steel of the present invention;
FIG. 5 is a plan view of the main keel support and the longitudinal support of the present invention;
FIG. 6 is a vertical view of the main keel support and the longitudinal support of the present invention;
figure 7 is a sectional view of the main keel support of the utility model;
FIG. 8 is a plan view of the support of the present invention;
FIG. 9 is a detailed view of the positioning bolt of the steel girder of the present invention;
FIG. 10 is a detailed cross-sectional view of the H-beam frame beam and the H-beam secondary beam of the present invention;
FIG. 11 is a schematic diagram of the calculation of the concentrated load on the steel frame beam and the H-beam of the present invention;
FIG. 12 is a model diagram of working condition 1 according to the embodiment of the present invention;
FIG. 13 shows a displacement diagram of working condition 1 of the embodiment of the present invention;
FIG. 14 is a stress diagram of working condition 1 of the embodiment of the present invention;
FIG. 15 is a model diagram of working condition 2 of the embodiment of the present invention;
FIG. 16 is a displacement diagram of working condition 2 of the embodiment of the present invention;
FIG. 17 is a stress diagram of working condition 2 of the embodiment of the present invention;
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 of the embodiment of the present invention;
FIG. 20 is a stress diagram of working condition 3 of the embodiment of the present invention;
FIG. 21 is a model diagram of working condition 4 according to the embodiment of the present invention;
FIG. 22 shows a displacement diagram of working condition 4 of the embodiment of the present invention;
fig. 23 illustrates stress diagrams of working conditions 4 according to the present invention.
In the figure: 1-H steel frame beam, 2-H steel secondary beam, 3-steel main keel, 31-fixed wood keel steel plate, 32-steel main keel fixing plate, 33-main girder end, 34-nut, 35-bolt hole (diameter is larger than bolt), 36-steel main keel lateral supporting tongue 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-arc steel plate, 57-stiffening plate, 58-lateral supporting tongue groove, 59-fixed transverse supporting steel frame, 510-main girder positioning bolt, 6-support longitudinal support, 61-support longitudinal supporting tenon, 7-support transverse support, 71-transverse supporting top plate, 72-pushing piece with handle, 73-transverse supporting screw rod, 74-drainage circular hole, 75-transverse supporting outer sleeve, 8-steel main keel lateral support, 9-box type steel column, 10-wood template, and 11-cast-in-place concrete floor.
Detailed Description
The present invention will be further described with reference to the accompanying drawings and the following detailed description.
Example 1: the utility model provides a construction strutting arrangement for steel frame construction cast in situ concrete floor, includes H shaped steel frame roof beam 1, H shaped steel secondary beam 2, shaped steel main joist 3, wooden secondary joist 4, main joist support 5, support vertical support 6, support horizontal support 7, shaped steel main joist side direction support 8, box steel column 9. Install main joist support 5 at the bottom flange of H shaped steel frame roof beam 1 and H shaped steel secondary beam 2, main joist support 5 prolongs H shaped steel frame roof beam 1 and H shaped steel secondary beam 2 axis of ordinates and is connected by support longitudinal support 6 and transversely supported 7 fixedly by the support in the vertical direction, every shaped steel main joist 3 is connected with main joist support 5, is supported 8 by 4 shaped steel main joist side direction in 5 axis of ordinates directions of perpendicular main joist support, guarantees the side stabilization.
Wooden secondary joist 4 is in the top of shaped steel main joist 3, and shaped steel main joist side direction supports 8 and transversely supports the top at the support, and the support vertically supports 6 and transversely supports 7 top at the support, and main joist support 5 sets up the lower flange at H shaped steel frame roof beam 1 and H shaped steel secondary beam 2.
The steel plate I31 for fixing the wooden secondary joist 4, the main girder position fixing plate 32, the main girder end 33, a tongue-and-groove 36 for connecting the main joist and laterally supporting the main joist, a nut 34 and a bolt hole 35 are arranged on the section steel main joist 3.
The main keel support 5 comprises a steel column 51, steel balls 52, bolts 53, a circular steel cylinder 54, steel plates 55, arc-shaped steel plates 56, stiffening plates 57, lateral supporting mortises 58, a fixed transverse supporting steel frame 59 and main girder positioning bolts 510, the two symmetrical side surfaces of the main keel support 5 are the steel plates 55, two bolts 53 and lateral supporting mortises 58 are respectively arranged on the two steel plates 55, the lateral supporting mortises 58 are 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, an arc-shaped steel plate 56 is arranged at the bottom of the circular steel cylinder 54, 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.
The longitudinal support 6 of the support is provided with a longitudinal support tenon 61.
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 with a fixed position and a transverse support outer sleeve 75, wherein the pushing piece 72 with the handle is sleeved on the transverse support top plate 71 and is arranged at one end of the transverse support rod 73, the transverse support top plate 71 is also arranged at the other end of the transverse support outer sleeve 75, and the round hole 74 with the fixed position is arranged on the transverse support outer sleeve 75.
When the span of shaped steel main joist 3 is less than 2.1m, 3 intervals of shaped steel main joist are 1m, 3 adoption wall thicknesses of shaped steel main joist are 3mm, cross sectional dimension height 150mm, wide 100 mm's rectangle Q235 girder steel, when 3 spans of shaped steel main joist are 2.1 ~ 3m, 3 intervals of shaped steel main joist are 1m, 3 adoption wall thicknesses of shaped steel main joist are 3mm, cross sectional dimension height 220mm, wide 100mm rectangle Q235 girder steel, wooden secondary joist 4 of above-mentioned two kinds of condition, wooden template 10 adopts the same support to arrange, 4 intervals of wooden secondary joist are 0.3 m, adopt height 100mm, wide 50mm flitch, with the fixed 18mm thick wooden template 10 of nail.
The main keel support 5 is provided with a main keel positioning bolt 510 for fixing the main keel, and is connected with the main keel position fixing plate 32 through a bolt.
The main keel support 5 is connected with the support longitudinal support 6 with the tenon 61 through a mortise 58 connected with the support lateral support to form a longitudinal stabilizing system for fixing the main keel support.
The main keel support 5 and the fixed support transversely support 7 form a transverse stabilizing system for fixing the main keel support through a steel frame 59 transversely supported by the support.
The construction supporting device of the steel frame structure cast-in-place concrete floor slab is constructed in the following specific processes: the main keel support 5 is fixed on the lower flange of the H-shaped steel frame beam 1 or the H-shaped steel secondary beam 2, the mounting support is longitudinally supported 6 and transversely supported 7, the section steel main keel 3 is fixed on the main keel support 5, the section steel main keel lateral support 8 is mounted, and the wooden secondary keel 4 and the wooden template 10 are fixed.
When the construction supporting device of the steel frame structure cast-in-place concrete floor slab has a form removal condition, the nut 34 of the main beam position fixing plate 32 is removed, the main beam positioning bolt 510 is removed, the steel balls 52 in the circular steel cylinder 54 are symmetrically arranged in the steel cylinder for storing the steel balls 52 through 4 bolts 53, so that the steel column 51 with the rectangular steel plate welded at the top is lowered, the section steel main keel 3 is lowered along with the section steel main keel, and the section steel main keel 3, the wooden secondary keel 4 and the wooden template 10 are convenient to remove.
Example 2: the bolt 53 of the main keel support 5 is rotated into the bolt hole 512 of the circular steel cylinder 54 through the bolt hole 511, a certain amount of steel balls 52 with oil are placed into the circular steel cylinder 54 of the main keel support 5, and then the steel column 51 with the rectangular steel plate welded at the top is inserted, so that the top surface of the rectangular steel plate is flush with the lower edge of the mortise for placing the main keel, and the adjustment of the main keel support 5 is completed.
The main girder positioning bolts 510 are rotated to positions from the bolt holes 513 of the main keel supports 5, the main keel supports 5 are placed on the lower flanges of the H-shaped steel girders on the two sides of the floor slab to be constructed at intervals of 1 meter, and the main keel supports 5 at the end parts of the frame girders or the frame secondary girders can be supported by adopting battens to replace the longitudinal supports of the supports on the sides close to the box-type steel columns (9). Inserting the tenon 61 of the longitudinal support 6 of the main keel support into the mortise 58 connected with the lateral support of the main keel support, and installing other longitudinal supports 6 of the main keel supports according to the steps; meanwhile, the length of the transverse support 7 of the main keel support is adjusted, a transverse support top plate 71 is placed in the steel frame 59 for placing the transverse support, a pushing piece 72 with a handle is rotated, a transverse support outer sleeve 75 is pressed, and the longitudinal support 6 and the transverse support 7 of the support of other main keel supports are installed according to the steps.
The steel section main keel 3 is placed on the steel plate 51 of the main keel support 5, and meanwhile, the main girder positioning bolt 510 penetrates out of the bolt hole 35 of the main girder position fixing plate 32 of the steel section main keel 3, and the main keel is fixed by fastening the nut 34.
And (3) placing the wooden secondary keel 4 to a steel plate 31 for limiting the displacement of the wooden secondary keel, and fixing the wood template 10 on the wooden secondary keel by using nails to finish the construction formwork supporting work.
When the mold stripping condition is met, the nuts 34 at the main beam position fixing plates 32 are removed, the bolts 510 are removed, the main beam position fixing plates fall into the steel barrel of the main keel support 5, 4 bolts 53 of the main keel support 5 are withdrawn, steel balls 52 in the circular steel barrel 54 are symmetrically arranged in the steel barrel for storing the steel balls 52, so that the steel column 51 with the rectangular steel plate welded at the top is descended, and the steel section main keel 3 and the wooden secondary keel 4 are descended along with the steel column 51; therefore, the steel section main keel 3, the lateral support 8 for fixing the main keel, the wooden secondary keel 4 and the wooden template 10 can be dismantled; and finally, dismantling the longitudinal support 6 of the main keel support and the transverse support 7 of the main keel support to complete the construction and form removal work.
Example (c):
the steel frame structure is constructed by cast-in-place concrete floor slabs. The distance between two adjacent H-shaped steel beams is 3 meters.
The space between the profile steel main keels is 1 meter, and rectangular Q235 steel main keels with the wall thickness of 3mm, the height of 220mm and the width of 100mm are adopted.
The spacing between the wood secondary keels is 0.3 m, and the wood squares with the height of 100mm and the width of 50mm are adopted. Bending strength [ f ] ═ 13N/mm2 (design Specification of Wood Structure GB50005-2003 Table 4.2.1-3 found bending strength design value of TC13 pine)
The thickness of the faced plywood template is 18mm, and the bending strength [ f ] is 11.5N/mm 2. ("construction template safety technical Specification" JGJ162-2008 appendix A table A.5.2)
The constant load standard value is as follows:
the self weight of the template is 0.3kN/m2, the self weight of a 150mm thick concrete slab is 3.75kN/m2,
the live load standard value is:
constructor and equipment 3kN/m2 (building construction fastener type steel pipe scaffold safety technical Specification JGJ 130-,
and carrying out bearing capacity checking calculation and deformation checking calculation according to the load.
Template panel computing
q＝1.35×4.05+0.7x1.4×3＝8.41kN/m2
q 1.2 × 4.05+1.4 × 3 9.06kN/m2, 9.06 × 1 9.06kN/m, the basic combination taking into account the combination controlled by the variable load
(1) Calculating the normal section bearing capacity, and calculating the maximum bending moment according to the simply supported beam:
W＝1000×18×18/6＝54000mm3
[f]＝11.5N/mm2
and f is 1.85N/mm2< [ f ] and the bearing capacity meets the requirement.
(2) Deflection calculation
The load during the deflection calculation is a constant load standard value (building construction template safety technical Specification JGJ162-2008 table 4.3.2)
E4000 (building construction template safety technical Specification JGJ162-2008 appendix A. A.3.2)
I＝1000×18×18×18/12＝486000mm4
2. Wood secondary keel section design
(1) Calculating the normal section bearing capacity:
the span of the wooden secondary keel is 1m, and the checking calculation is carried out according to the simply supported beams under uniformly distributed loads
q＝0.3×(1.2×4.05+1.4×3)＝2.718kN/m
W＝50×100×100/6＝83333.33mm3
f is 4.08N/mm2<13N/mm2, and meets the requirement of bearing capacity
In addition, according to the checking calculation of the three-span continuous beam under the uniformly distributed load, the maximum bending moment MB of the first-span B support is checked and calculated by considering the maximum bending moment of the cross section when the most unfavorable arrangement of the dead load and the live load is considered
q constant 0.3X 1.2X 4.05-1.458 kN/m
q is 0.3X 1.4X 3 is 1.26kN/m
MB-0.1 q constant 2+0.117q active l 2-0.1 × 1.458 × 12+0.117 × 1.26 × 12-0.293 KNm
And f is MB/W is 3.52N/mm2<13N/mm2, and the bearing capacity requirement is met.
(2) Calculating the inclined section bearing capacity:
according to the checking calculation of the three-span continuous beam under the uniformly distributed load, when the worst arrangement of the dead load and the live load is considered, the maximum shearing force of the left side of the B support
Q0.6Q constant l +0.617Q active l 0.6 × 1.458 × 1+0.617 × 1.26 × 1 1.652kN
Design value of cross section shear stress
(3) Deflection calculation
Calculating deflection from simply supported beams
I＝50×100×100×100/12＝4166666.66mm4
3. Main keel calculation
(1) Calculating the normal section bearing capacity:
the wall thickness is 3mm, high 180mm, wide 100mm, and Q235 rectangle steel pipe main joist dead weight:
1.2×0.129＝0.155kN/m
q＝1.2×4.05+1.4×3+0.155＝9.22kN/m
W＝81486.80mm3
and f is 127.26N/mm2 f is 215N/mm2 (building construction template safety technical specification JGJ162-2008 appendix A table A.1.1-1), and the normal section bearing capacity meets the requirement.
(2) Calculating the inclined section bearing capacity:
the calculation of the shear stress of the box beam can be simplified into an I-shaped calculation (Box Beam design theory, second edition, page 11)
Maximum shear stress calculation of wing panel
Section inertia moment I is 7333812mm4
Calculation of maximum shear stress of web
According to the formula of 'steel structure standard' shear strength:
moment of inertia for hair section I-48600000
(3) And (3) deflection calculation:
q 4.05+0.129 4.179kN/m, and section inertia moment I7333812
Modulus of elasticity E of section steel 2.06X 105N/mm2
4. ANSYS is used for analyzing stress of H-shaped steel frame beams and H-shaped steel secondary beams
And (3) applying the concentrated force at the main keel support on the lower flanges of the H-shaped steel frame beam and the H-shaped steel secondary beam, and analyzing the stress and deformation of the H-shaped steel frame beam and the H-shaped steel secondary beam by ANSYS software.
The cross-sectional dimensions of the H-shaped steel frame beam and the H-shaped steel secondary beam are shown in FIG. 10
(2) Calculation sketch
It can be known from fig. 2 that the steel beam bottom flange mainly bears the concentrated load transmitted by the main keel support, and the steel beam stress has two working conditions, one of which is the unilateral stress of the steel beam and the other is the stress on both sides of the steel beam. See operating conditions table 1. From girder steel tip restraint condition, frame beam-ends portion is generally for the rigid connection, and girder steel web and flange are all fixed promptly, and secondary beam-ends portion is generally for articulating, just fixes the girder steel web promptly. Since the main beam and the secondary beam have the same height in this example, the main beam and the secondary beam are generally rigidly connected. The simple calculation diagram of the concentrated load of the H-shaped steel frame beam and the H-shaped steel secondary beam is shown in figure 11 (note: concentration force unit KN; length unit mm)
TABLE 1 analysis of the operating conditions
ANSYS model establishment
The steel frame beam and the H-shaped steel secondary beam are subjected to static analysis by adopting ANSYS, a soild65 unit is adopted, a steel product is in a bilinear follow-up model, and the material characteristics of the steel beam are shown in the following table 2:
TABLE 2 physical parameters of steels
Analysis results
Working condition 1
Model diagram of working conditions 1, see FIG. 12
Analysis results of working condition 1: the maximum displacement of the steel beam is 0.005339m, namely 5.3mm, the maximum displacement position is positioned at the edge of the middle part of the upper flange loaded side of the steel beam, the displacement of the edge of the middle part of the lower flange loaded side beam is 0.004152m, namely 4.1mm, as shown in figure 13, the allowable deflection [ v ] is 10mm (technical Specification for temporary supporting structures in building construction, JG1300-2013, 4.3.4 strips), and the deflection meets the requirement; the maximum stress is 0.970X 108N/m2, i.e. 97N/mm2, and the maximum stress displacement is at the edge of the end flange at the unloaded side of the steel beam, see FIG. 14. The maximum stress 97N/mm2 is less than the yield stress 295N/mm2 of the steel, and the bearing capacity meets the requirement.
Working condition 2
The model diagram of the working condition 2 is similar to the model diagram of the working condition 1, and two sides of the lower flange of the H-shaped steel frame beam bear 9 concentrated loads (the load value is 13830N) respectively, as shown in figure 15
Analysis result of working condition 2: the maximum displacement of the steel beam is 0.002411m, namely 2.4mm, the maximum displacement position is located in the middle of the lower flange of the steel beam, as shown in fig. 16, the allowable deflection [ v ] is 10mm (technical specification of temporary support structure for building construction JG1300-2013, 4.3.4), and the deflection meets the requirement; the maximum stress is 0.713X 108N/m2, namely 71.3N/mm2, and the maximum stress displacement is located at the middle position of the end flange of the steel beam, as shown in figure 17. The maximum stress of 71.3N/mm2 is less than the yield stress of 295N/mm2 of the steel, and the bearing capacity meets the requirement.
Working condition 3
Model diagram of working conditions 3, see FIG. 18
Analysis result of working condition 3: the maximum displacement of the steel beam is 0.009846m, namely 9.8mm, the maximum displacement position is positioned at the edge of the middle part of the upper flange loaded side of the steel beam, the displacement of the edge of the middle part of the lower flange loaded side beam is 0.00547m, namely 5.4mm, as shown in figure 19, and the allowable deflection [ v ] is 10mm (technical Specification for temporary supporting structures in building construction JG1300-2013, 4.3.4); the maximum stress was 0.124X 109N/m2, i.e., 124N/mm2, and the maximum stress displacement was at the edge of the steel beam unloaded side end flange, see FIG. 20. The maximum stress of 124N/mm2 is less than the yield stress of 295N/mm2 of the steel, and the bearing capacity meets the requirement.
Working condition 4
The model diagram of the working condition 4 is similar to the model diagram of the working condition 3, and two sides of the lower flange of the H-shaped steel secondary beam bear 9 concentrated loads (the load value is 13830N) respectively, as shown in figure 21
Analysis result of working condition 4: the maximum displacement of the steel beam is 0.00381m, namely 3.8mm, the maximum displacement position is located in the middle of the lower flange of the steel beam, see fig. 22, the allowable deflection [ v ] is 10mm (technical specification of temporary support structure for building construction JG1300-2013, 4.3.4), and the deflection meets the requirement; the maximum stress is 0.936X 108N/m2, namely 93.6N/mm2, and the maximum stress displacement is located at the middle position of the end flange of the steel beam, as shown in figure 23. The maximum stress of 93.6N/mm2 is less than the yield stress of 295N/mm2 of the steel, and the bearing capacity meets the requirement.
The present invention is not limited to the above embodiments, and various changes can be made without departing from the spirit and scope of the present invention by those skilled in the art.
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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| Application Number | Priority Date | Filing Date | Title |
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| CN201921775907.XU CN212154130U (en) | 2019-10-22 | 2019-10-22 | Construction supporting device for steel frame structure cast-in-place concrete floor |
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| CN201921775907.XU CN212154130U (en) | 2019-10-22 | 2019-10-22 | Construction supporting device for steel frame structure cast-in-place concrete floor |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112919866A (en) * | 2021-03-23 | 2021-06-08 | 山东鲁泰建筑产业化材料有限公司 | Preparation method and construction process of fiber reinforced cement floor plate |
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2019
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112919866A (en) * | 2021-03-23 | 2021-06-08 | 山东鲁泰建筑产业化材料有限公司 | Preparation method and construction process of fiber reinforced cement floor plate |
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