CN101418630B - Pretensioned prestressing composite girder and method for producing the same - Google Patents
Pretensioned prestressing composite girder and method for producing the same Download PDFInfo
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- CN101418630B CN101418630B CN2008101222051A CN200810122205A CN101418630B CN 101418630 B CN101418630 B CN 101418630B CN 2008101222051 A CN2008101222051 A CN 2008101222051A CN 200810122205 A CN200810122205 A CN 200810122205A CN 101418630 B CN101418630 B CN 101418630B
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Abstract
Provided is a pre-tensioned prestressed composite beam, which is an I-shaped beam composed of H-shaped steel and concrete, the web plate of the H-shaped steel is provided with trapezoidal holes (14) at intervals, the upper flange and the lower flange of the H-shaped steel are welded with shearing nails, the outer periphery of the lower flange is enclosed with concrete to form a steel-concrete lower flange (4), and the inside of the steel-concrete lower flange is embedded with prestressed steel twisted wire by pretensioning method. The manufacturing method of the composite beam is that: a steel plate is cut into two tooth-shaped plates along tooth-shaped line to be respectively as the trapezoidal hole plates of the H-shaped steel flange, the trapezoidal hole plates are welded with steel plates to form the web plate, the web plate is welded with the upper flange and the lower flange to form the H-shaped steel (1) having trapezoidal holes, the H-shaped steel is put on a base surface with the lower flange downward, the two sides of the lower flange are provided with side molds, a stirrup (7) is arranged and steel twisted wires (3) are longitudinally fastened between the two side molds, the steel twisted wire is tensioned to tensioning state, the concrete for enclosing the H-shaped lower flange is poured and tamped between the two side molds, the steel-concrete lower flange (4) is formed after demolding, and the steel twisted wire at tensioning state is loosened after the concrete reached to predetermined strength and is cut off at predetermined position. The invention is suitable for beams of buildings.
Description
Technical field
The present invention relates to beam of building and preparation method thereof, particularly steel-concrete compound beam and preparation method thereof.
Background technology
The beam of large span, heavy load flooring adopts prestressed reinforced concrete beam or steel-concrete compound beam usually.To the prestressed reinforced concrete beam, as adopt posttension technology then the concrete beam must adopt cast-in-place mode to construct, its cost is higher, complex process; As adopting the pre-tensioning system produce in factory,, lifting transportation difficulty big because of weight, node connection is complicated, anti-seismic performance is relatively poor; And ordinary steel-concrete compound beam is for satisfying intensity and amount of deflection requirement, and the steel using amount of H steel is big, cost is high.The compound beam that publication number CN 101080534A announces, it adopts post stretching technology, bushing burying in the concrete, also need specially designed presstressed reinforcing steel anchoring assembly, concrete waters to smash to adopt and hangs molded work, constructing, complicated work efficiency is low, overall cost is also higher, and above-mentioned in addition Liangqi height is big, and can not the building floor height be strengthened drawing-in wire in the beam.
Summary of the invention
The present invention will deal with problems: known post stretching reinforced concrete beam construction technology complexity, cost height; Pre-tensioning system reinforced concrete beam weight is big, difficult, complicated, the poor seismic behavior of node connection of lifting transportation; Ordinary steel-concrete compound beam steel using amount is big, cost is high; And known combination beam manufacturing process is complicated, overall cost is higher, can't drawing-in wire in the beam; Pretensioned prestressing composite girder of the present invention and preparation method are provided for this reason, and the present invention is rational in infrastructure, manufacturing process is simple, cost is low, can also reduce the building floor height, can be widely used in large span factory building, warehouse, market, office buildings and the Urban Bridge.
For addressing the above problem, the technical solution used in the present invention comprises the preparation method of Pretensioned prestressing composite girder and this compound beam.
Pretensioned prestressing composite girder of the present invention, i-shaped roof beam for H shape steel and concrete composition, its special character is that the compartment of terrain offers trapezoidal hole on the web of H shape steel, the web both ends offer bolt hole, be welded with WELDING STUDS on the top flange of H shape steel and the bottom flange, the periphery, bottom flange of H shape steel is surrounded by concrete and forms steel-concrete bottom flange, is embedded with prestress wire with pre-tensioning system in steel-concrete bottom wing.
Described steel-concrete bottom flange is cross section rectangle or polygonal steel-concrete bottom flange.
Some trapezoidal hole sizes that the present invention is in the web middle part are relatively big, and some trapezoidal hole sizes on these trapezoidal hole both sides are relatively little.
Its both ends of described steel strand are exposed to two ends, described concrete bottom flange.
Described WELDING STUDS can be angle steel, channel-section steel or peg.
Pretensioned prestressing composite girder preparation method of the present invention, its special character is: get steel plate and cut into two notched plates along the dentate line symmetry, respectively as the trapezoidal orifice plate of H shape steel web, this trapezoidal orifice plate and steel plate welding constitute web, this web and top flange and bottom flange grid of steel bars are welded and are with the H shape steel of trapezoidal hole, described H shape steel down is positioned over basal plane with its bottom flange, two side directions respectively are provided with side form in H shape steel bottom flange, this side form places described basal plane, its inboard of described side form is from H shape steel bottom flange one distance, between described two side forms, place stirrup and longitudinally place steel strand, described steel strand bundle is connected in stirrup, the described steel strand of stretch-draw also make steel strand be in tensioning state, described basal plane with described both sides intermode is a bed die, water at described both sides intermode and to smash the concrete that surrounds H shape steel bottom flange, the fixed back demoulding of concrete forms steel-concrete bottom flange, treats that described concrete reaches to loosen behind the predetermined strength describedly to be in the steel strand of tensioning state and to cut off in the precalculated position.
Some trapezoidal hole sizes that trapezoidal hole on the described H shape steel web is in the web middle part are relatively big, and some trapezoidal hole sizes on these trapezoidal hole both sides are relatively little.
Offer bolt hole at the web both ends.
Should weld WELDING STUDS on the top flange of H steel and bottom flange, the WELDING STUDS on the bottom flange can be welded in the both sides, bottom flange.
Described steel-concrete bottom flange is cross section rectangle or polygonal steel-concrete bottom flange.
Described WELDING STUDS can be angle steel, channel-section steel or peg.
The length of described steel-concrete bottom flange is suitable for H steel length for a short time.
Compound beam of the present invention can adopt many beams simultaneously on long-line pedestal stretch-draw make, treat that steel-concrete bottom flange concrete reaches predetermined strength, steel strand loosened and cut off steel strand in the precalculated position.
The WELDING STUDS part double as H steel placement positioning part of bottom flange of the present invention.
The major part of stirrup described in the present invention is through in the trapezoidal hole of web, and the web of no trapezoidal hole is opened the hole in its underpart, and stirrup can pass this web through hole.
The present invention is owing to combining prestressing technique, so have following characteristics with steel-concrete compound beam technology:
1, depth of beam is little, and floor height reduces
Produce the pre-arch camber of beam because prestressing force is put, can partly eliminate the amount of deflection of the beam that floor causes from heavy load, the comparable plain bars concrete of deck-molding beam reduces more than 40%, the web perforate, then most of pipeline can be through in the beam, builds floor height thereby effectively reduce.
2, cost is low
Replace plain bars or steel plate with high strength steel strand; Web can change the lossless hole of cutting by the beam shearing; Stressed with the recurvation that pretensioned prestressing produces apart from reducing the compound beam steel plate top flange construction stage, make the beam each several part can give full play to intensity, thereby reduce the steel using amount of compound beam greatly.Adopt Continuous beam design in addition, the rigidity that can improve beam further reduces steel using amount.Can save cost more than 30% with comparing with the ordinary steel-concrete compound beam of rigidity, close during middle span (8-10m) with the reinforced concrete beam cost, be lower than reinforced concrete beam during large span.
3, easy construction
Because beam is from heavy and light less demanding, applied widely to hanging device.Node connection is identical with steel work, and is easy for installation.Be used for the bridge of span, need not special-purpose haulage vehicle and hanging device, greatly accelerating construction progress greater than 18m.
4, vibration comfort is better
Compare with common girder steel, deadweight strengthens rigidity to be increased, and natural frequency strengthens, and satisfies the requirement of vibrations comfortableness easily.
5, fire prevention, antiseptic property are better
Owing to bottom flange major part on the H steel in the member is wrapped up by concrete, only need to carry out fire retardant anticorrosion and handle web, processing area is little, and the fire retardant anticorrosion performance is better than common girder steel.
6, anti-seismic performance is good
Prestress combined beam cooperates its frame joint ductility good with concrete steel concrete post, large span compound beam deck-molding is less, and the bending moment that floor causes from heavy load is not born in the end, and quantity of reinforcement is little up and down in the end, easily satisfies the seismic design principle of " strong column and weak beam " of large-span frame structure.
The present invention can be widely used in large span factory building, warehouse, market, office buildings and the Urban Bridge.
Description of drawings
Fig. 1 is a combined beam structure schematic diagram of the present invention;
Fig. 2 is the steel-concrete bottom flange formwork schematic cross-section in the compound beam of the present invention;
Fig. 3 is a compound beam cross-sectional structure schematic diagram of the present invention;
Fig. 4 is the trapezoidal orifice plate cutting schematic diagram among the present invention;
Fig. 5 is that schematic diagram is made in many simultaneous tensions of compound beam of the present invention.
The specific embodiment
One, Pretensioned prestressing composite girder
Pretensioned prestressing composite girder, be the i-shaped roof beam of H shape steel 1 with the concrete composition, the compartment of terrain offers trapezoidal hole 14 on the web 11 of H shape steel, the some trapezoidal hole sizes that are in the web middle part are relatively big, some trapezoidal hole sizes on these trapezoidal hole both sides are relatively little, the web both ends offer bolt hole 13, be welded with WELDING STUDS on the top flange of H shape steel and the bottom flange, WELDING STUDS is an angle steel, channel-section steel or peg, 15 peripheries, bottom flange of H shape steel are surrounded by concrete and form steel-concrete bottom flange 4, steel-concrete bottom flange is cross section rectangle or polygonal steel-concrete bottom flange, be embedded with prestress wire 3 with pre-tensioning system in steel-concrete bottom wing, its both ends of steel strand are exposed to two ends, described concrete bottom flange
Two, Pretensioned prestressing composite girder preparation method
Pretensioned prestressing composite girder preparation method: get steel plate and cut into two notched plates 16 along dentate line 17 symmetries, 18, respectively as the trapezoidal orifice plate 112 of H shape steel web 11, this trapezoidal orifice plate and steel plate 111 welding constitute web 11, this web and top flange 12 and bottom flange 15 grid of steel bars are welded and are with the H shape steel 1 of trapezoidal hole 14, offer bolt hole 13 at the web both ends, weldering knot WELDING STUDS 2 on the top flange of H steel, weldering knot WELDING STUDS 5 on the bottom flange, WELDING STUDS 5 welderings on the bottom flange are tied in the both sides, bottom flange, and the WELDING STUDS on the bottom flange is extended a distance to the bottom flange external direction, described H shape steel down is positioned over basal plane 8 with its bottom flange 15, two side directions respectively are provided with side form 6 in H shape steel bottom flange, this side form places described basal plane, its inboard of described side form is from H shape steel bottom flange one distance, between described two side forms, place stirrup 7 and longitudinally place steel strand 3, described steel strand bundle is connected in stirrup, the described steel strand of stretch-draw also make steel strand be in tensioning state, described basal plane with described both sides intermode is a bed die, water at described both sides intermode and to smash the concrete that comprises H shape steel bottom flange 15, the fixed back demoulding of concrete forms steel-concrete bottom flange 4, steel-concrete bottom flange is cross section rectangle or polygonal steel-concrete bottom flange, the length of steel-concrete bottom flange is treated to loosen the described steel strand that are in tensioning state after described concrete reaches predetermined strength less than H steel length.
Compound beam of the present invention can be made in many simultaneous tensions, as shown in Figure 4, three of described H steel, longitudinal separation one distance are positioned over pedestal 10 downwards with its bottom flange 15, the pedestal two ends are provided with power transmission pier bracket 9 and are used for stretch-draw, the described steel strand of anchoring, make compound beam a1 of the present invention, a2, a3, steel in the compound beam-concrete bottom flange concrete is fixed reach predetermined strength after, loosen steel strand, and the cut-out steel strand, the steel strand of a length section are exposed at the compound beam two ends.
Claims (12)
1. Pretensioned prestressing composite girder, i-shaped roof beam for H shape steel and concrete composition, the web (11) that it is characterized in that H shape steel upward offers trapezoidal hole (14) in the compartment of terrain, be welded with WELDING STUDS (2,5) on the top flange of H shape steel and the bottom flange, the periphery, bottom flange (15) of H shape steel is surrounded by concrete and forms steel-concrete bottom flange (4), is embedded with prestress wire (3) with pre-tensioning system in steel-concrete bottom wing.
2. Pretensioned prestressing composite girder as claimed in claim 1 is characterized in that described steel-concrete bottom flange is cross section rectangle or polygonal steel-concrete bottom flange.
3. Pretensioned prestressing composite girder as claimed in claim 1, the some trapezoidal hole sizes that it is characterized in that being in the web middle part are relatively big, and some trapezoidal hole sizes on these trapezoidal hole both sides are relatively little, and the web both ends offer bolt hole (13).
4. Pretensioned prestressing composite girder as claimed in claim 1 is characterized in that its both ends of described steel strand are exposed to two ends, described concrete bottom flange.
5. Pretensioned prestressing composite girder according to claim 1 is characterized in that described WELDING STUDS is angle steel, channel-section steel or peg.
6. Pretensioned prestressing composite girder preparation method, it is characterized in that: get steel plate and cut into two notched plates (16 along dentate line (17) symmetry, 18), respectively as the trapezoidal orifice plate (112) of H shape steel web (11), this trapezoidal orifice plate and steel plate (111) welding constitute web (11), this web and top flange (12) and bottom flange (15) grid of steel bars are welded and are with the H shape steel (1) of trapezoidal hole (14), described H shape steel down is positioned over basal plane (8) with its bottom flange (15), two side directions respectively are provided with side form (6) in H shape steel bottom flange, this side form places described basal plane, its inboard of described side form is from H shape steel bottom flange one distance, between described two side forms, place stirrup (7) and longitudinally place steel strand (3), described steel strand bundle is connected in stirrup, the described steel strand of stretch-draw also make steel strand be in tensioning state, described basal plane with described both sides intermode is a bed die, water the concrete of smashing encirclement H shape steel bottom flange (15) at described both sides intermode, the demoulding of the fixed back of concrete forms steel-concrete bottom flange (4), treats that described concrete reaches to loosen behind the predetermined strength describedly to be in the steel strand of tensioning state and to cut off in the precalculated position.
7. Pretensioned prestressing composite girder preparation method as claimed in claim 6, it is relatively big to it is characterized in that trapezoidal hole on the described H shape steel web is in some trapezoidal hole sizes at web middle part, and some trapezoidal hole sizes on these trapezoidal hole both sides are relatively little.
8. as claim 6 or 7 described Pretensioned prestressing composite girder preparation methods, it is characterized in that offering bolt hole (13) at the web both ends.
9. as claim 6 or 7 described Pretensioned prestressing composite girder preparation methods, it is characterized in that on the top flange of H shape steel, welding WELDING STUDS (2), on the bottom flange of H shape steel, weld WELDING STUDS (5).
10. Pretensioned prestressing composite girder preparation method as claimed in claim 9 is characterized in that the WELDING STUDS (5) on the H shape steel bottom flange is welded in the both sides, bottom flange.
11. Pretensioned prestressing composite girder preparation method as claimed in claim 6 is characterized in that described steel-concrete bottom flange is cross section rectangle or polygonal steel-concrete bottom flange.
12. Pretensioned prestressing composite girder preparation method as claimed in claim 6, the length that it is characterized in that described steel-concrete bottom flange is less than H shape steel length.
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CN102418387B (en) * | 2010-09-28 | 2014-05-07 | 杨峰 | Post-tensioning external prestressed steel beam and pre-tensioning prestressed superposed beam combined building structure system and construction technology thereof |
CN102418386B (en) * | 2010-09-28 | 2014-03-12 | 杨峰 | Reinforced concrete prefabricated integrally-cast building structure system and construction method thereof |
CN102418381B (en) * | 2010-09-28 | 2014-09-17 | 杨峰 | Building structure system combined with steel beam and pre-tensioned prestressing superposed beam and construction method for building structure system |
CN102418385B (en) * | 2010-09-28 | 2014-08-13 | 杨峰 | Novel reinforced concrete prefabricated whole-poured building structure system and construction method thereof |
CN101972922B (en) * | 2010-11-24 | 2011-10-26 | 安徽富煌钢构股份有限公司 | Method for processing H-shaped crankle beam |
CN105822012B (en) * | 2016-04-01 | 2018-06-22 | 山东万斯达建筑科技股份有限公司 | Bend groove type steel plate type overlapping board member |
CN105756278B (en) * | 2016-04-01 | 2018-04-06 | 张波 | Groove type sheet pack panel members |
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CN109695203A (en) * | 2019-02-26 | 2019-04-30 | 江苏中路交通科学技术有限公司 | A kind of room temperature health fashioned iron deck installation structure and its construction method |
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