CN110952702B - Soil-shaped steel beam-concrete combined beam slab system and construction method thereof - Google Patents
Soil-shaped steel beam-concrete combined beam slab system and construction method thereof Download PDFInfo
- Publication number
- CN110952702B CN110952702B CN201911298119.0A CN201911298119A CN110952702B CN 110952702 B CN110952702 B CN 110952702B CN 201911298119 A CN201911298119 A CN 201911298119A CN 110952702 B CN110952702 B CN 110952702B
- Authority
- CN
- China
- Prior art keywords
- steel
- soil
- plate
- shaped steel
- steel beam
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/32—Floor structures wholly cast in situ with or without form units or reinforcements
- E04B5/36—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor
- E04B5/38—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element
- E04B5/40—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element with metal form-slabs
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/17—Floor structures partly formed in situ
- E04B5/23—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated
- E04B5/29—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated the prefabricated parts of the beams consisting wholly of metal
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
The invention discloses a T-shaped steel beam-concrete combined beam plate system and a construction method thereof, wherein the combined beam plate system comprises a steel beam system, a profiled steel plate matched with the steel beam system and a concrete wing plate covered on the steel beam system and the profiled steel plate; the construction method comprises the following steps: firstly, manufacturing a soil-shaped steel beam; secondly, calculating the area of the section of the steel bar at the bottom of the plate; thirdly, calculating the number of the first standard steel bars; fourthly, calculating the area of the section of the hogging moment reinforcing steel bar; fifthly, calculating the diameter of the hogging moment reinforcing steel bar; installing a steel beam shaped like the Chinese character 'ji'; laying profiled steel sheets; eighthly, mounting the steel bars; and ninthly, pouring the concrete wing plate. The invention avoids the problem of welding quality of the shear connector, reduces construction procedures, improves the safety of the structure and reduces construction cost.
Description
Technical Field
The invention belongs to the technical field of house construction, and particularly relates to a T-shaped steel beam-concrete combined beam-slab system and a construction method thereof.
Background
The steel-concrete composite beam can fully exert the compression resistance of concrete and the tensile resistance of steel and is widely applied to actual engineering. Because the concrete wing plate participates in the work of the steel beam, the rigidity and the bearing capacity of the beam can be improved. In building construction, steel beams in steel-concrete composite beams are often made of H-shaped steel, and in order to meet the composite effect, various shear connectors need to be welded on the upper flange of the beam, but in practical engineering, the welding quality of the shear connectors is not easy to control, and the shear connectors are prone to brittle fracture due to factors such as insufficient welding meat, discontinuous welding feet, welding defects of a heat affected zone and the like, so that the stress reliability of the steel-concrete composite beams is influenced.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a steel beam-concrete composite beam slab system in a shape of Chinese character tu, which is simple in structure, reasonable in design and strong in practicability, wherein the composite slab is formed together with a concrete wing plate by matching an upper flange plate of the steel beam in the shape of Chinese character tu with a profiled steel plate, so that the bearing capacity is improved, the welding quality problem of a shear connector is avoided by arranging a slab bottom steel bar to replace the shear connector in the prior art, the construction process is reduced, the safety of the structure is improved, the construction cost is reduced, and the system is economical and safe.
In order to solve the technical problems, the invention adopts the technical scheme that: the utility model provides a soil style of calligraphy girder steel-concrete combination beam slab system which characterized in that: the concrete wing plate comprises a steel beam system, a profiled steel plate matched with the steel beam system and a concrete wing plate covering the steel beam system and the profiled steel plate;
the steel beam system comprises a plurality of soil-shaped steel beams, and negative-moment reinforcing steel bars and distribution reinforcing steel bars which are matched with the tops of the soil-shaped steel beams and are embedded in concrete wing plates, wherein the soil-shaped steel beams comprise soil-shaped steel beam lower flange plates, soil-shaped steel beam web plates vertically arranged on the soil-shaped steel beam lower flange plates and two soil-shaped steel beam upper flange plates symmetrically arranged on two sides of the soil-shaped steel beam web plates and parallel to the soil-shaped steel beam lower flange plates;
the plurality of soil-shaped steel beams are connected through a plurality of plate bottom reinforcing steel bars, the plurality of plate bottom reinforcing steel bars are arranged at equal intervals, elliptical holes are formed in the positions where the plate bottom reinforcing steel bars are matched with the soil-shaped steel beams, and the elliptical holes are located in plate sections of soil-shaped steel beam webs on the upper sides of upper flange plates of the soil-shaped steel beams;
the profiled sheet sets up adjacent two on the flange board on the native style of calligraphy girder steel between the native style of calligraphy girder steel web, the width of profiled sheet is greater than the length of native style of calligraphy girder steel, the wave groove central line of profiled sheet is located under the board bottom reinforcing bar axis.
Foretell a soil style of calligraphy girder steel-concrete combination beam slab system, its characterized in that: the quantity of the negative moment reinforcing steel bars and the quantity of the distributed reinforcing steel bars are multiple, the multiple negative moment reinforcing steel bars are arranged in parallel and perpendicular to the length direction of the soil-shaped steel beam web, the multiple distributed reinforcing steel bars are positioned at the lower sides of the negative moment reinforcing steel bars and arranged in parallel, and the distributed reinforcing steel bars are perpendicular to the negative moment reinforcing steel bars and are bound and fixed with the negative moment reinforcing steel bars; and a stud port for limiting the displacement of the negative moment steel bar is formed in the matched position of the soil-shaped steel beam web plate and the negative moment steel bar.
Foretell a soil style of calligraphy girder steel-concrete combination beam slab system, its characterized in that: bolt holes used for being connected with the main beam are arranged at two ends of the soil-shaped steel beam web in the length direction, and the bolt holes are located in the soil-shaped steel beam web between the upper flange plate of the soil-shaped steel beam and the lower flange plate of the soil-shaped steel beam.
Foretell a soil style of calligraphy girder steel-concrete combination beam slab system, its characterized in that: the length of the top of the concrete wing plate higher than the top of the web plate of the soil-shaped steel beam is 20-25 mm.
Foretell a soil style of calligraphy girder steel-concrete combination beam slab system, its characterized in that: the distance between the bottom of the elliptical hole and the bottom of the concrete wing plate is 20-35 mm.
Meanwhile, the invention also discloses a construction method of the combined beam-slab system, which has simple steps and reasonable design and is characterized by comprising the following steps:
step one, manufacturing a soil-shaped steel beam: determining the size of an earth-shaped steel beam web plate according to a construction drawing and design requirements, and determining the pouring height of a concrete wing plate;
step two, according to the formula
Calculating the solution set of the section area of the steel bar at the bottom of the plate { A }s1In which M is1Designed positive bending moment value f of combined beam-slab systemaDesigned tensile strength of profiled steel sheet, fy1Designed value of tensile strength, f, of the reinforcing steel bar at the bottom of the platecThe designed compressive strength value of the concrete wing plate is obtained, b is the calculated width of the floor slab, h01Is the distance between the axis of the steel bar at the bottom of the slab and the top of the concrete wing plate, h3The casting height of the concrete wing plate is defined, sigma is the distance between the bottom of the elliptical hole and the bottom of the concrete wing plate, and the value of sigma is 20-35 mm;
plate bottom steel bar cross section area As1Solving set of steel bar section area at bottom of slab { A }s1Minimum positive value in };
step three, the plate bottom steel bars are formed by bundling a plurality of first standard steel bars according to a formula
Calculating the first standard steelNumber n of ribs1Wherein d is1Ceiling () is an upward rounding function for the diameter of the first standard rebar;
step four, according to the formula
Calculating solution set { A) of cross-sectional area of hogging moment reinforcing steel bars2In which M is2Designed value of hogging moment for composite beam-slab system, bminConverted web width for floor slab, fy2Designed value of tensile strength, c, of hogging moment reinforcing steel barsThe wave pitch width of the profiled steel sheet; b1，minIs the minimum width of a single groove of a profiled steel sheet, h02The distance between the axis of the hogging moment reinforcing steel bar and the bottom of the concrete wing plate is delta, and the length of the top of the concrete wing plate is higher than the top of the steel beam web plate in the shape of the Chinese character 'tu';
the top parts of the web plates of the plurality of soil-shaped steel beams are all positioned in a first plane, and the axis of the hogging moment steel bar is positioned in the first plane;
area A of cross section of hogging moment reinforcing steel bars2Solving set of cross-sectional area of hogging moment steel bar { As2Minimum positive value in };
step five, according to the formula
Determining the diameter d of a hogging moment reinforcing bar2；
According to the diameter d of the hogging moment reinforcing steel bar2Selecting a second standard steel bar meeting the design strength as a hogging moment steel bar, wherein the diameter of the second standard steel bar is not less than d2，
Step six, mounting the soil-shaped steel beam: bolt holes for connecting the main beam are formed in two ends of the web plate of the soil-shaped steel beam in the length direction, and the bolt holes are located in the web plate of the soil-shaped steel beam between the upper flange plate of the soil-shaped steel beam and the lower flange plate of the soil-shaped steel beam; fixing the soil-shaped steel beam on the main beam by using a first bolt to penetrate through the bolt hole;
step seven, laying of profiled steel sheets: two ends of a profiled steel plate are respectively arranged on an upper flange plate of the soil-shaped steel beam between two adjacent web plates of the soil-shaped steel beam, and the matched position of the profiled steel plate and the upper flange plate of the soil-shaped steel beam is fixed through a second bolt;
step eight, installing the steel bars:
step 801, installing plate bottom steel bars, wherein the plate bottom steel bars sequentially penetrate through corresponding elliptical holes in adjacent soil-shaped steel beams to be matched with the elliptical holes;
step 802, mounting the hogging moment steel bars, wherein the number of the hogging moment steel bars is multiple, the multiple hogging moment steel bars are arranged in parallel and perpendicular to the length direction of the soil-shaped steel beam web, the multiple distributed steel bars are positioned at the lower sides of the hogging moment steel bars and arranged in parallel, and a stud port for limiting the displacement of the hogging moment steel bars is formed in the position where the soil-shaped steel beam web is matched with the hogging moment steel bars;
step 803, binding distributed reinforcing steel bars on the lower sides of the hogging moment reinforcing steel bars and in the direction perpendicular to the hogging moment reinforcing steel bars, wherein the diameter of the distributed reinforcing steel bars is not smaller than 6mm, and the distance between a plurality of distributed reinforcing steel bars is not larger than 200 mm; the number of the distributed reinforcing steel bars is multiple, and the multiple distributed reinforcing steel bars are arranged in parallel;
step nine, pouring of the concrete wing plate:
and pouring concrete on the steel beam system and the profiled steel sheet, wherein the poured concrete is a concrete wing plate, and the length of the top of the concrete wing plate, which is higher than the top of the web plate of the I-shaped steel beam, is 20-25 mm.
Compared with the prior art, the invention has the following advantages:
1. the combined beam slab system adopted by the invention has the advantages that through the matching of the upper flange plate of the steel beam in the shape of the Chinese character 'tu' and the profiled steel plate, the upper flange plate of the steel beam in the shape of the Chinese character 'tu' bears the profiled steel plate and bears the dead weight of the concrete wing plate before the concrete wing plate is not condensed, the profiled steel plate is used as the bottom die when the concrete wing plate is poured, the profiled steel plate and the concrete wing plate are not required to be dismantled after the concrete wing plate is poured, the combined slab is formed together, the bearing capacity is improved, meanwhile, the profiled steel plate can replace a tensile steel bar and save concrete in a tensile area, the consumption of the concrete is reduced, the dead weight of the structure is reduced, and the cost is saved.
2. The combined beam-slab system adopted by the invention replaces the shear connector in the prior art by arranging the slab bottom steel bars which penetrate through the elliptical holes to connect the plurality of soil-shaped steel beams, avoids the problems that the welding quality of the shear connector is not easy to control, the welding meat is insufficient, the welding leg is discontinuous, the welding defect of a heat affected zone is caused, and the like, avoids the fracture of a welding seam, reduces the construction process, and improves the safety of the structure, and is economic and safe.
3. According to the combined beam-slab system, the elliptical holes are formed, the plurality of slab-bottom reinforcing steel bars can be uniformly arranged in the elliptical holes, the left and right positions of the slab-bottom reinforcing steel bars can be slightly adjusted in actual installation, and compared with the circular holes, the combined beam-slab system is more suitable for arranging the plurality of slab-bottom reinforcing steel bars, is convenient to install and is reasonable in design.
4. The method adopted by the invention has simple steps, the diameter and the number of the bottom plate reinforcing steel bars and the diameter of the negative moment reinforcing steel bars are determined in advance according to the formed soil-shaped steel beam and the actual situation of the site, then the soil-shaped steel beam is fixed on the main beam, the profiled steel plates are laid, the bottom plate reinforcing steel bars, the negative moment reinforcing steel bars and the distribution reinforcing steel bars are sequentially installed, and finally the concrete is poured and formed on the steel beam system and the profiled steel plates, so that the construction of the combined beam-slab system is completed.
In conclusion, the combined plate has the advantages of simple structure, reasonable design and strong practicability, the upper flange plate of the steel beam in the shape of the Chinese character 'tu' is matched with the profiled steel plate to form the combined plate together with the concrete wing plate, the bearing capacity is improved, the plate bottom steel bars are arranged to replace the shear connectors in the prior art, the welding quality problem of the shear connectors is avoided, the construction process is reduced, the safety of the structure is improved, the construction cost is reduced, and the combined plate is economic and safe.
The technical solution of the present invention is further described in detail by the accompanying drawings and embodiments.
Drawings
Fig. 1 is a schematic structural view of a composite beam-slab system used in the present invention.
Fig. 2 is a sectional view a-a of fig. 1.
FIG. 3 is a schematic structural view of a steel beam shaped like a Chinese character 'tu' according to the present invention.
Fig. 4 is a sectional view B-B of fig. 3.
FIG. 5 is a schematic diagram showing the positional relationship among a press-formed steel plate, a concrete wing plate, an elliptical hole and a hogging moment reinforcing steel bar in a combined beam-slab system adopted in the present invention.
FIG. 6 is a block flow diagram of a method of the present invention.
Description of reference numerals:
1-a steel beam shaped like a Chinese character 'tu'; a lower flange plate of the 1-1-earth-shaped steel beam;
1-2-I-shaped steel beam web plates; a flange plate is arranged on the 1-3-soil-shaped steel beam;
1-4-elliptical holes; 1-5-standing rib openings; 1-6-bolt hole;
2-profiled steel sheet; 3-concrete wing plate; 4-slab bottom steel bars;
5-hogging moment reinforcing steel bars; 6-distributing reinforcing steel bars.
Detailed Description
As shown in fig. 1 to 4, the steel beam-concrete composite beam slab system according to the present invention includes a steel beam system, a profiled steel sheet 2 matched with the steel beam system, and a concrete wing plate 3 covering the steel beam system and the profiled steel sheet 2;
the steel beam system comprises a plurality of earth-shaped steel beams 1, and negative moment rebars 5 and distribution rebars 6 which are matched with the tops of the earth-shaped steel beams 1 and are embedded in concrete wing plates 3, wherein the earth-shaped steel beams 1 comprise earth-shaped steel beam lower flange plates 1-1, earth-shaped steel beam web plates 1-2 vertically arranged on the earth-shaped steel beam lower flange plates 1-1 and two earth-shaped steel beam upper flange plates 1-3 symmetrically arranged on two sides of the earth-shaped steel beam web plates 1-2 and parallel to the earth-shaped steel beam lower flange plates 1-1;
a plurality of soil-shaped steel beams 1 are connected through a plurality of plate bottom reinforcing steel bars 4, the plurality of plate bottom reinforcing steel bars 4 are arranged at equal intervals, elliptical holes 1-4 are formed in the positions where the plate bottom reinforcing steel bars 4 are matched with the soil-shaped steel beams 1, and the elliptical holes 1-4 are located in plate sections of soil-shaped steel beam webs 1-2 on the upper sides of flange plates 1-3 on the soil-shaped steel beams;
the profiled steel sheet 2 is erected on the upper flange plate 1-3 of the soil-shaped steel beam between the web plates 1-2 of the two adjacent soil-shaped steel beams, the width of the profiled steel sheet 2 is larger than the length of the soil-shaped steel beam 1, and the wave groove central line of the profiled steel sheet 2 is positioned right below the central axis of the plate bottom reinforcing steel bar 4.
The width of the flange plates 1-3 on the soil-shaped steel beam is not less than 50 mm; the lower flange plate 1-1 of the steel beam in the shape of the Chinese character 'tu' and the web plate 1-2 of the steel beam in the shape of the Chinese character 'tu' can be inverted T-shaped steel or can be assembled and welded by two steel plates; the diameter of the distributed steel bars 6 is not less than 6mm, and the distance between the distributed steel bars 6 is not more than 200 mm; staggered intermittent fillet welds are adopted between the upper flange plates 1-3 of the soil-shaped steel beams and the web plates 1-2 of the soil-shaped steel beams, so that the stress requirement is ensured, the welding amount is reduced, and the construction cost is saved;
through the matching of the upper flange plates 1-3 of the E-shaped steel beams and the profiled steel plates 2, the upper flange plates 1-3 of the E-shaped steel beams bear the profiled steel plates 2 and bear the dead weight of the concrete wing plates 3 before condensation, the profiled steel plates 2 are used as bottom dies when the concrete wing plates 3 are poured, the profiled steel plates 2 and the concrete wing plates 3 do not need to be dismantled after the concrete wing plates 3 are poured, and a combined plate is formed together with the concrete wing plates 3, so that the bearing capacity is improved, meanwhile, the profiled steel plates 2 can replace tensile steel bars and save the concrete in a tensile area, and the consumption of the concrete is reduced, so that the dead weight of the structure is reduced, and the cost is saved;
by arranging the plate bottom steel bars 4, the plate bottom steel bars 4 penetrate through the elliptical holes 1-4 to be connected with the plurality of soil-shaped steel beams 1, the shear connector in the prior art is replaced, the problems that the welding quality of the shear connector is not easy to control, the welding meat is insufficient, welding feet are discontinuous, the welding defects of a heat affected zone are overcome, the fracture of a welding seam is avoided, the construction process is reduced, the safety of the structure is improved, and the structure is simple;
through setting up elliptical aperture 1-4, many board end reinforcing bar 4 can arrange at elliptical aperture 1-4 evenly, and can slightly adjust board end reinforcing bar 4 left and right sides position when the actual installation, compare the setting that is applicable to many board end reinforcing bar 4 more and be convenient for install reasonable in design in the round hole.
In the embodiment, the quantity of the negative-moment reinforcing steel bars 5 and the quantity of the distributed reinforcing steel bars 6 are multiple, the multiple negative-moment reinforcing steel bars 5 are arranged in parallel and perpendicular to the length direction of a web plate 1-2 of the soil-shaped steel beam, the multiple distributed reinforcing steel bars 6 are positioned at the lower side of the negative-moment reinforcing steel bars 5 and arranged in parallel, and the distributed reinforcing steel bars 6 are perpendicular to the negative-moment reinforcing steel bars 5 and are bound and fixed with the negative-moment reinforcing steel bars 5; and a stud opening 1-5 for limiting the displacement of the negative moment steel bar 5 is formed in the position where the web plate 1-2 of the soil-shaped steel beam is matched with the negative moment steel bar 5.
It should be noted that the stud ports 1-5 can be V-shaped stud ports or U-shaped stud ports, and the openings of the stud ports 1-5 are arranged according to the diameter of the negative moment steel bar 5, so as to ensure the limit function of the stud ports 1-5.
In this embodiment, bolt holes 1-6 for connecting with the main beam are formed in two ends of the web plate 1-2 of the soil-shaped steel beam in the length direction, and the bolt holes 1-6 are located in the web plate 1-2 of the soil-shaped steel beam between the upper flange plate 1-3 of the soil-shaped steel beam and the lower flange plate 1-1 of the soil-shaped steel beam.
In the embodiment, the length of the top of the concrete wing plate 3, which is higher than the top of the soil-shaped steel beam web plate 1-2, is 20-25 mm.
It should be noted that the top of the concrete wing plate 3 is higher than the top of the concrete-shaped steel beam web 1-2, so as to cover the steel bars with the concrete wing plate 3, thereby ensuring the stress strength of the combined beam-slab system.
In the embodiment, the distance between the bottoms of the elliptical holes 1 to 4 and the bottom of the concrete wing plate 3 is 20mm to 35 mm.
As shown in fig. 5 and 6, the construction method of the plate system of the combined beam comprises the following steps:
step one, manufacturing a soil-shaped steel beam: determining the size of a web plate 1-2 of the steel beam in the shape of the Chinese character 'tu' according to a construction drawing and design requirements, and determining the pouring height of a concrete wing plate 3;
step two, according to the formula
Calculating plate bottom steel bar 4 section area solution set { As1In which M is1Designed positive bending moment value f of combined beam-slab systemaDesigned tensile strength value, f, of profiled steel sheet 2y1For the design value of the tensile strength of the plate bottom reinforcing steel bar 4,fcthe design value of the compressive strength of the concrete wing plate 3 is shown, b is the calculated width of the floor slab, h01Is the distance h between the axis of the plate bottom steel bar 4 and the top of the concrete wing plate 33The casting height of the concrete wing plate 3 is defined, sigma is the distance between the bottoms of the elliptical holes 1-4 and the bottom of the concrete wing plate 3, and the value of sigma is 20-35 mm;
plate bottom steel bar 4 section area As1Solving set { A) of 4 section areas of reinforcing steel bars at bottom of slabs1Minimum positive value in };
step three, the plate bottom steel bars 4 are formed by bundling a plurality of first standard steel bars according to a formula
Calculating the number n of the first standard steel bars1Wherein d is1Ceiling () is an upward rounding function for the diameter of the first standard rebar;
step four, according to the formula
Calculating solution set { A) of area of section of hogging moment steel bar 5s2In which M is2Designed value of hogging moment for composite beam-slab system, bminConverted web width for floor slab, fy2Designed value of tensile strength, c, of hogging moment reinforcing steel bar 5sThe wave pitch width of the profiled steel sheet is 2; b1，minIs a minimum width, h, of a single groove of the profiled steel sheet 202The distance between the axis of the negative moment steel bar 5 and the bottom of the concrete wing plate 3 is delta, which is the length that the top of the concrete wing plate 3 is higher than the top of the soil-shaped steel beam web plate 1-2;
the top parts of the web plates 1-2 of the soil-shaped steel beams are all positioned in a first plane, and the axis of the hogging moment steel bar 5 is positioned in the first plane;
area A of cross section of hogging moment steel bar 5s2Collecting the cross-sectional area solution { A } of the hogging moment reinforcing steel bar 5s2Minimum positive value in };
step five, according to the formula
Determining negative curveDiameter d of rectangular bar 52；
According to the diameter d of the hogging moment reinforcing steel bar 52Selecting a second standard steel bar meeting the design strength as a hogging moment steel bar 5, wherein the diameter of the second standard steel bar is not less than d2，
Step six, mounting the soil-shaped steel beam: bolt holes 1-6 for connecting the girder are formed in two ends of the web plate 1-2 of the soil-shaped steel beam in the length direction, and the bolt holes 1-6 are located in the web plate 1-2 of the soil-shaped steel beam between the upper flange plate 1-3 of the soil-shaped steel beam and the lower flange plate 1-1 of the soil-shaped steel beam; fixing the soil-shaped steel beam 1 on the main beam by using a first bolt to penetrate through the bolt holes 1-6;
step seven, laying of profiled steel sheets: two ends of a profiled steel plate 2 are respectively arranged on the upper flange plates 1-3 of the soil-shaped steel beams between the web plates 1-2 of the two adjacent soil-shaped steel beams, and the matched positions of the profiled steel plate 2 and the upper flange plates 1-3 of the soil-shaped steel beams are fixed through second bolts;
step eight, installing the steel bars:
step 801, installing plate bottom steel bars 4, wherein the plate bottom steel bars 4 sequentially penetrate through corresponding elliptical holes 1-4 in adjacent steel beams 1 in the shape of the Chinese character 'tu' to be matched with the elliptical holes 1-4;
step 802, mounting the hogging moment steel bars 5, wherein the number of the hogging moment steel bars 5 is multiple, the multiple hogging moment steel bars 5 are arranged in parallel and perpendicular to the length direction of a soil-shaped steel beam web plate 1-2, multiple distributed steel bars 6 are positioned at the lower side of the hogging moment steel bars 5 and arranged in parallel, and stud openings 1-5 for limiting the displacement of the hogging moment steel bars 5 are formed in the positions where the soil-shaped steel beam web plate 1-2 and the hogging moment steel bars 5 are matched;
step 803, binding distribution steel bars 6 at the lower sides of the negative moment steel bars 5 and in the direction perpendicular to the negative moment steel bars 5, wherein the diameter of the distribution steel bars 6 is not less than 6mm, and the distance between a plurality of distribution steel bars 6 is not more than 200 mm; the number of the distributed reinforcing steel bars 6 is multiple, and the distributed reinforcing steel bars 6 are arranged in parallel;
step nine, pouring of the concrete wing plate:
and pouring concrete on the steel beam system and the profiled steel sheet 2, wherein the poured concrete is the concrete wing plate 3, and the length of the top of the concrete wing plate 3, which is higher than the top of the concrete-shaped steel beam web plate 1-2, is 20-25 mm.
The standard steel bars comprise Q235 steel bars with the diameter of 10 mm-30 mm; the distributed steel bars 6 comprise Q235 steel bars with the diameter of 6-30 mm; preferably, the concrete is C40 concrete.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and all simple modifications, changes and equivalent structural changes made to the above embodiment according to the technical spirit of the present invention still fall within the protection scope of the technical solution of the present invention.
Claims (5)
1. The utility model provides a soil style of calligraphy girder steel-concrete combination beam slab system which characterized in that: the concrete composite structure comprises a steel beam system, a profiled steel plate (2) matched with the steel beam system and a concrete wing plate (3) covered on the steel beam system and the profiled steel plate (2);
the steel beam system comprises a soil-shaped steel beam (1), and hogging moment steel bars (5) and distribution steel bars (6) which are matched with the top of the soil-shaped steel beam (1) and are embedded in a concrete wing plate (3), the number of the steel beam system is multiple, the soil-shaped steel beam (1) comprises a soil-shaped steel beam lower flange plate (1-1), a soil-shaped steel beam web plate (1-2) vertically arranged on the soil-shaped steel beam lower flange plate (1-1), and two soil-shaped steel beam upper flange plates (1-3) symmetrically arranged on two sides of the soil-shaped steel beam web plate (1-2) and parallel to the soil-shaped steel beam lower flange plate (1-1); the lower flange plate (1-1) of the soil-shaped steel beam and the web plate (1-2) of the soil-shaped steel beam can be inverted T-shaped steel or can be assembled and welded by two steel plates;
the soil-shaped steel beams (1) are connected through a plurality of plate bottom reinforcing steel bars (4), the plate bottom reinforcing steel bars (4) are arranged at equal intervals, elliptical holes (1-4) are formed in the positions where the plate bottom reinforcing steel bars (4) are matched with the soil-shaped steel beams (1), and the elliptical holes (1-4) are located in plate sections of soil-shaped steel beam webs (1-2) on the upper sides of upper flange plates (1-3) of the soil-shaped steel beams; the plate bottom steel bars (4) penetrate through the elliptical holes (1-4) to be connected with the plurality of soil-shaped steel beams (1);
the profiled steel sheet (2) is erected on an upper flange plate (1-3) of the soil-shaped steel beam between two adjacent soil-shaped steel beam webs (1-2), the width of the profiled steel sheet (2) is greater than the length of the soil-shaped steel beam (1), and the wave trough central line of the profiled steel sheet (2) is positioned right below the central axis of the plate bottom steel bar (4);
the construction method of the soil-shaped steel beam-concrete combined beam-slab system comprises the following steps:
step one, manufacturing a soil-shaped steel beam: determining the size of a web plate (1-2) of the steel beam in the shape of the Chinese character 'tu' according to a construction drawing and design requirements, and determining the pouring height of a concrete wing plate (3) at the same time;
step two, according to the formula
Calculating the solution set { A) of the section area of the steel bar (4) at the bottom of the plates1In which M is1Designed positive bending moment value f of combined beam-slab systemaIs a design value of tensile strength, f, of a profiled steel sheet (2)y1Designed value f for tensile strength of plate bottom steel bar (4)cThe design value of the compressive strength of the concrete wing plate (3) is obtained, b is the calculated width of the floor slab, h01Is the distance h between the axis of the plate bottom steel bar (4) and the top of the concrete wing plate (3)3The casting height of the concrete wing plate (3) is defined, sigma is the distance between the bottoms of the elliptical holes (1-4) and the concrete wing plate (3), and the value of sigma is 20-35 mm;
cross-sectional area A of slab bottom steel bar (4)s1Solving set { A) of section area of slab bottom steel bar (4)s1Minimum positive value in };
step three, the plate bottom steel bars (4) are formed by bundling a plurality of first standard steel bars according to a formula
Calculating the number n of the first standard steel bars1Wherein d is1Ceiling () is an upward rounding function for the diameter of the first standard rebar;
step four, according to the formula
Calculating the hogging momentReinforcing steel bar (5) cross-sectional area solution set { As2In which M is2Designed value of hogging moment for composite beam-slab system, bminConverted web width for floor slab, fy2Designed value of tensile strength, c, of hogging moment reinforcing steel bar (5)sThe wave pitch width of the profiled steel sheet (2); b1，minIs a minimum width h of a single groove of the profiled steel sheet (2)02The distance between the axis of the hogging moment reinforcing steel bar (5) and the bottom of the concrete wing plate (3) is delta, and the length of the top of the concrete wing plate (3) higher than the top of the soil-shaped steel beam web plate (1-2) is delta;
the tops of the web plates (1-2) of the soil-shaped steel beams are all positioned in a first plane, and the axis of the hogging moment reinforcing steel bar (5) is positioned in the first plane;
area A of cross section of hogging moment steel bar (5)s2Collecting the cross-sectional area solution { A of the hogging moment reinforcing steel bar (5)s2Minimum positive value in };
step five, according to the formula
Determining the diameter d of the hogging moment reinforcement (5)2；
According to the diameter d of the hogging moment reinforcing steel bar (5)2Selecting a second standard steel bar meeting the design strength as a hogging moment steel bar (5), wherein the diameter of the second standard steel bar is not less than d2，
Step six, mounting the soil-shaped steel beam: bolt holes (1-6) used for being connected with a main beam are formed in two ends of the web plate (1-2) of the soil-shaped steel beam in the length direction, and the bolt holes (1-6) are located in the web plate (1-2) of the soil-shaped steel beam between the upper flange plate (1-3) of the soil-shaped steel beam and the lower flange plate (1-1) of the soil-shaped steel beam; a first bolt penetrates through the bolt holes (1-6) to fix the soil-shaped steel beam (1) on the main beam;
step seven, laying of profiled steel sheets: two ends of a profiled steel plate (2) are respectively arranged on an upper flange plate (1-3) of the soil-shaped steel beam between two adjacent soil-shaped steel beam webs (1-2), and the position where the profiled steel plate (2) is matched with the upper flange plate (1-3) of the soil-shaped steel beam is fixed through a second bolt;
step eight, installing the steel bars:
step 801, installing plate bottom steel bars (4), wherein the plate bottom steel bars (4) sequentially penetrate through corresponding elliptical holes (1-4) in adjacent soil-shaped steel beams (1) to be matched with the elliptical holes (1-4);
step 802, mounting hogging moment steel bars (5), wherein the number of the hogging moment steel bars (5) is multiple, the multiple hogging moment steel bars (5) are arranged in parallel and perpendicular to the length direction of a soil-shaped steel beam web (1-2), multiple distribution steel bars (6) are positioned at the lower side of the hogging moment steel bars (5) and arranged in parallel, and a vertical bar opening (1-5) for limiting the displacement of the hogging moment steel bars (5) is formed in the position where the soil-shaped steel beam web (1-2) is matched with the hogging moment steel bars (5);
step 803, binding distribution steel bars (6) at the lower side of the hogging moment steel bars (5) and in the direction perpendicular to the hogging moment steel bars (5), wherein the diameter of the distribution steel bars (6) is not less than 6mm, and the distance between the distribution steel bars (6) is not more than 200 mm; the number of the distributed reinforcing steel bars (6) is multiple, and the distributed reinforcing steel bars (6) are arranged in parallel;
step nine, pouring of the concrete wing plate:
and concrete is poured on the steel beam system and the profiled steel sheet (2), the poured concrete is the concrete wing plate (3), and the length of the top of the concrete wing plate (3) higher than the top of the soil-shaped steel beam web plate (1-2) is 20-25 mm.
2. The steel beam-concrete composite beam slab system according to claim 1, wherein: the quantity of the negative moment steel bars (5) and the quantity of the distribution steel bars (6) are multiple, the multiple negative moment steel bars (5) are arranged in parallel and perpendicular to the length direction of the soil-shaped steel beam web (1-2), the multiple distribution steel bars (6) are positioned at the lower side of the negative moment steel bars (5) and arranged in parallel, and the distribution steel bars (6) are perpendicular to the negative moment steel bars (5) and are bound and fixed with the negative moment steel bars (5); and a stud port (1-5) for limiting the displacement of the negative moment reinforcing steel bar (5) is formed in the position where the soil-shaped steel beam web plate (1-2) is matched with the negative moment reinforcing steel bar (5).
3. The steel beam-concrete composite beam slab system according to claim 1, wherein: bolt holes (1-6) used for being connected with the girder are arranged at two ends of the soil-shaped steel beam web plate (1-2) in the length direction, and the bolt holes (1-6) are located on the soil-shaped steel beam web plate (1-2) between the soil-shaped steel beam upper flange plate (1-3) and the soil-shaped steel beam lower flange plate (1-1).
4. The steel beam-concrete composite beam slab system according to claim 1, wherein: the length of the top of the concrete wing plate (3) higher than the top of the soil-shaped steel beam web plate (1-2) is 20-25 mm.
5. The steel beam-concrete composite beam slab system according to claim 1, wherein: the distance between the bottom of the elliptical holes (1-4) and the bottom of the concrete wing plate (3) is 20-35 mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911298119.0A CN110952702B (en) | 2019-12-17 | 2019-12-17 | Soil-shaped steel beam-concrete combined beam slab system and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911298119.0A CN110952702B (en) | 2019-12-17 | 2019-12-17 | Soil-shaped steel beam-concrete combined beam slab system and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110952702A CN110952702A (en) | 2020-04-03 |
| CN110952702B true CN110952702B (en) | 2021-09-17 |
Family
ID=69982315
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201911298119.0A Active CN110952702B (en) | 2019-12-17 | 2019-12-17 | Soil-shaped steel beam-concrete combined beam slab system and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110952702B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113293905A (en) * | 2021-05-27 | 2021-08-24 | 罗强军 | Assembled combination superstructure system |
Family Cites Families (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4785600A (en) * | 1988-02-16 | 1988-11-22 | Ting Raymond M L | Buildup composite beam structure |
| ECSP034697A (en) * | 2003-07-18 | 2004-06-28 | Cabezas Pedro Nel Fernando Ospina | INTEGRAL MIXED STRUCTURAL CONSTRUCTION SYSTEM |
| CN100343460C (en) * | 2005-11-22 | 2007-10-17 | 南京工业大学 | Steel-concrete combined beam |
| CN2893034Y (en) * | 2006-06-14 | 2007-04-25 | 北京建工一建工程建设有限公司 | Web plate open slot type inverted T shape steel and concrete combined beam |
| CN201151961Y (en) * | 2007-12-20 | 2008-11-19 | 同济大学 | Web embedded type assembled floor system |
| CN201162298Y (en) * | 2008-03-06 | 2008-12-10 | 万水 | Flange type anti-shearing connector |
| CN101328753B (en) * | 2008-07-24 | 2010-12-01 | 同济大学 | Fiber reinforcement composite material - concrete combination beam |
| CN201785937U (en) * | 2010-09-28 | 2011-04-06 | 杨峰 | H-shaped steel beam |
| CN103741877B (en) * | 2013-12-30 | 2016-07-06 | 北京工业大学 | Ladder lattice shear resistance system-steel-profiled sheet-regeneration concrete combination beam and the practice |
| CN105908881B (en) * | 2016-06-02 | 2019-02-12 | 中国矿业大学 | A kind of two-way beam of falling T composite floor |
| CN106149546A (en) * | 2016-08-04 | 2016-11-23 | 浙江工业大学 | Steel-rubber concrete combined bridge beam slab |
-
2019
- 2019-12-17 CN CN201911298119.0A patent/CN110952702B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN110952702A (en) | 2020-04-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN206428968U (en) | A kind of steel bar girder formula is without supporting template system | |
| KR101533576B1 (en) | Composite beam having truss reinforcement embedded in a concrete | |
| KR20140108815A (en) | Open channel and H-shaped composite beam and steel structure using the same | |
| CN114855594B (en) | Shearing-resistant connecting piece of steel-concrete composite girder bridge and construction method thereof | |
| KR101191502B1 (en) | Structure system using bar truss integrated asymmetry h-beam and end beam | |
| CN110952702B (en) | Soil-shaped steel beam-concrete combined beam slab system and construction method thereof | |
| CN110670732A (en) | Connection node of steel truss with inverted V-shaped section and reinforced concrete structure and construction method | |
| CN108571169B (en) | Construction method for factory prefabricated steel concrete superposed shear wall assembly type building | |
| CN108035470B (en) | Floor board and manufacturing method thereof | |
| KR101069394B1 (en) | Deckpanel | |
| CN110241974B (en) | Full-bolt-connection truss type steel reinforced concrete beam and construction method | |
| CN209723337U (en) | A kind of assembled steel frame structure composite floor | |
| CN108643356B (en) | Assembled gangue haydite concrete shaped steel beam column node structure | |
| KR101407816B1 (en) | structure system using bar truss integrated asymmetry H-beam | |
| CN116290483A (en) | Assembled steel frame composite shear wall structure | |
| CN218668507U (en) | Steel bar truss floor support plate supporting structure | |
| CN115262834A (en) | A steel bar truss floor carrier plate integrated configuration for LOFT apartment interlayer is built | |
| CN113338533B (en) | Deformation control method for plate type bidirectional bearing keel frame | |
| KR101058906B1 (en) | Composite deckplate for bridge maintenance and composite slab construction method using the same | |
| CN216475888U (en) | Partially-coated honeycomb steel-concrete composite beam | |
| CN113944309A (en) | Cold-formed steel support beam framework and construction method thereof | |
| CN115262366A (en) | Slotted embedded corrugated web steel beam and system thereof | |
| CN114351564A (en) | Non-prestressed corrugated steel web combined box girder bridge structure and construction method | |
| KR101738244B1 (en) | Built-up beam having truss reinforcement | |
| CN112761280A (en) | Assembly type cold-bending light steel keel structure and assembly thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |