CA2047581A1 - Weld-on dowel for a steel/concrete composite construction - Google Patents
Weld-on dowel for a steel/concrete composite constructionInfo
- Publication number
- CA2047581A1 CA2047581A1 CA002047581A CA2047581A CA2047581A1 CA 2047581 A1 CA2047581 A1 CA 2047581A1 CA 002047581 A CA002047581 A CA 002047581A CA 2047581 A CA2047581 A CA 2047581A CA 2047581 A1 CA2047581 A1 CA 2047581A1
- Authority
- CA
- Canada
- Prior art keywords
- shank
- dowel
- dowel according
- diameter
- weld
- 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.)
- Abandoned
Links
Landscapes
- Joining Of Building Structures In Genera (AREA)
Abstract
ABSTRACT
Metal weld-on dowel for steel/concrete composite constructions, which has at one end, a weld-on end and at the other end a head for anchoring in the concrete. For improving the load-carrying behaviour in the case of shear loading, at the weld-on end the shank has a portion with an increased cross-section compared with the shank.
Metal weld-on dowel for steel/concrete composite constructions, which has at one end, a weld-on end and at the other end a head for anchoring in the concrete. For improving the load-carrying behaviour in the case of shear loading, at the weld-on end the shank has a portion with an increased cross-section compared with the shank.
Description
WELD ON DOWEL F~:)R< A SIE~L/CONCREl'E CCMPOSIIl~ CONSrRUCrION
The invention relates to a metal wel~-on dcwel for a steel/concre-te composite construction with a shank or shaft, which has at one end a wel~-on end for welding onto a steel component, whilst at the other end there is generally a head for anchoring in the concrete.
The building industry o~fers numerous different uses for the aforementioned dcwels, particular reference being made to the use m steel/concrete composite constructions. For this pu~pose dcwels are weJded by means of a known stud welding process to a steel component to be connected to the concrete. Such a steel component can e.g. be a composite beam (for bridge or building constructionj, a metal liner for reinforced or prestressed concrete hollow bcdies or buildings (DE-A-3 322 998, DE-A-30 09 826) or an anchor plate for anchoring loads in a concrete structure. Generally the concrete is connected directly to the steel component, the latter option-ally simultaneously forming the foLmwork or part thereof.
The load-carrying behaviour of the dcwel is of great constructional signi-ficance for such steel/concrete ccmposite components. A distinction must be made between tensile loads, i.e. in the direction of the dowel longi-tudinal axis, and shear 102ds, i.e. in the directlon of the steeltconcrete interface. Great significance is attached to the 102d-carrying behaviour of the dowel with respect to the shear 102d, which e.g. occurs as a system-atic load due to shear stresses between the steel and co~crete or can be intrcduced in the form of a lo3~ to be anchored. Shear loading can also occur e.g. as a result of thermal expansions, settlement phenomena, etc.
An important aspect of the dowel load-carrying behaviour in the case ofshear-off loading is the failure type. The failure of a dowel connection of the aforementioned type can either occur in the form of a steel failure (the dowel shears or tears off) or in the form of a concrete failure (breaking out frcm a generally funnel-shaped ccncrete part). It is more favourable for the load-carrying behaviour of the connection if a concrete failure can be avoided, such as is also the case with most existing steel/
concrete composite ccnstructions by using sufficientl~ long do~els.
The load-carrying behaviour with respect to shear load mg is essentially 3 8 ~
determined by two parameters, namely the failure or breaking load, i.e.
the maximum shear force which can ~e absorbed by the dowel cGnnection, and the failure or break displacement, i.e. the maximum dispLacement between the steel component and the concrete. The load-carrying behaviour can be clearly shcwn by plotting the shear force over the displacement as a so-calle load-strain line~ The area under this line is referred to as the working capacity or energy of the d~del and it is desirable for the latter to have a high value.
The problem of the invention is to provide a dcwel of the aforementioned type with an improved load-carrying behaviGur in the case of shear lo~ding.
The problem is solved in that at the weld-on end the shank has a portion having a larger cross-section than the shank.
The invention takes account of the fact that with a ccnventional d~del in the case of high 103ding wide areas of the dowel shank participate in reducing the shear loading in the concrete, load removal mainly taking place as a result of pressures between the dowel shank and the concrete.
As a result of the inventively reinforced portion in the vicinity of the wel~-on end these pressures are highly concentrated in the vicinity of said portion. Therefore the concrete displace,ment acccmpanying ~he dowel displacement is reinforced, which leads to greater dcwel displacements and to a more proncunced activation of further lozd removal mechanisms, such as e g. axial tensions in the deformed or strained bolt. Tests have surprisingly revealed that dowels having the inventively reinforced portion not only have a much more favcurable load-carrying behaviour than conven-tional dowels with a constant diameter over the entire length, which corr-esponds to the shank diameter of the inventive dowel, but that also, if the diameter of the conventional dowel correspcnds to that of the inven-tively reinforced portion, the load-carrying behavicur of the dowel with the constant diameter is in~erior than that of dowels with the reinforced portion. Thus, it is unimportant for the concept of the invention whether an inventive design of the dowel is obtained by reducing the shank cross-section or by reinforcement in the vicinity of the weld-on end. What is important is the marked increase in the failure displacement and the 7 ii ~ ~
resulting increase in the working capacity. It is also i~portant that a marked increase is obtained with respect to tne failure load if the choice is made of a dowel reinforced at the weld-on end, whilst onl~ minor losses in cormection with the failure load occur if ~le inventive dowel is looked upon as a dowel with a reduced shank diameter.
Particularly easy manufacturing is obtained if the shank and the portion are constructed rotationally symmetrically to a common axis. In addition, such a dcwel has a symmetrical load-carrying behaviour.
For specific load combinations it can also be advantageous to give the shank and/or portion a prismatic construction~
According to a simple, preferred construction the shank and/or the portion in each case are shaped like a straight circular cylinder. Hcwever, to further optimize the load-carrying behaviour, -the portion can be made can-vex in the axial direction.
Due to the fact that the portian passes into the shank with a constant taper, a more uniform overall stressing of the dowel is achieved, particu-larly in the vicinity of the transition from the increased cross-section portion to the nonnal cross-secti~n shank and a notch effect, which is undesired in conjunction with dynamic stresses is a~oided.
To ensure an adequate anchoring in the concrete, in the conventional manner the dowel can have a head. Then, according to an embcdiment, the head diameter is at least as large as the portion diameter.
In a preferred construction, the length to diameter ratio of the portion is between 1:2 and 4:2 and is preferably 1:2 and 3:2. Thus, the dowel can be welded by means of known stud wel~ing processes and a particularly favourable strain behaviour is ensure~.
In a further preferred manner, the ratio of the length to the diameter of the shank without a head and without a portion is approxlmately 3:1 or greater, which ensures an adequate dowel anchoring in the cancrete and -- 4 ~
tearing of the d~Yel from the concrete due -to the s~ear stressing is avoi~
To optimize the working capacity of a dowel, the diame-ter ratio of -the portion to that of the shaft is between 7:6 and 10:6 and is preferably approximately 9:6 and/or the length ratio of the portion to that of the shank without head and without portion is at least 1:3 and the upper limit can be 1:8. Preferably this ra-tio i5 between 1:4 and 1:7.
It can also be provided to further improve the strain behaviour that the portion has a stepped cross-sectional increase.
The invention is described in greater detail herei~after relative to anembcdiment and with reference to the attached drawings, wherein show:
Fig. 1 A view of an inventive wel~-on dawel.
Fig. 2 A section II-II according to fig. 1.
Fig. 3 A dowel with an outwardly bulging portion.
Fig. 4 A dowel with an mwardly bulging portion.
Fig. 5 A dowel with two stepped portions.
Fig. 6 A dowel in a mcdified canstruction.
F_g. 7 A diagram with load-strain lines of two conventional and one inventive dowel.
Fig. 1 sh,ws a weld-on dcwel with a shank 1 and a portion 2, which in each case are shaped like a straight circular cylinder. In the represented embcdiment the portion 2 passes unifonmly via a transition portion 4 into the shank 1. With the free end of the portion 2, the wel~-on end 3, the dowel is welded by means of a stud welding apparatus onto a not sho~n steel conponent.
At the end opposite to the weld~on end, in the represented embcdiment the dowel has a head 5, which is used for transferring stresses directed para-llel to the longitudinal axis of the dowel between the latter and the con crete and therefore improves the anchoring of the dowel in the concrete~
The invention relates to a metal wel~-on dcwel for a steel/concre-te composite construction with a shank or shaft, which has at one end a wel~-on end for welding onto a steel component, whilst at the other end there is generally a head for anchoring in the concrete.
The building industry o~fers numerous different uses for the aforementioned dcwels, particular reference being made to the use m steel/concrete composite constructions. For this pu~pose dcwels are weJded by means of a known stud welding process to a steel component to be connected to the concrete. Such a steel component can e.g. be a composite beam (for bridge or building constructionj, a metal liner for reinforced or prestressed concrete hollow bcdies or buildings (DE-A-3 322 998, DE-A-30 09 826) or an anchor plate for anchoring loads in a concrete structure. Generally the concrete is connected directly to the steel component, the latter option-ally simultaneously forming the foLmwork or part thereof.
The load-carrying behaviour of the dcwel is of great constructional signi-ficance for such steel/concrete ccmposite components. A distinction must be made between tensile loads, i.e. in the direction of the dowel longi-tudinal axis, and shear 102ds, i.e. in the directlon of the steeltconcrete interface. Great significance is attached to the 102d-carrying behaviour of the dowel with respect to the shear 102d, which e.g. occurs as a system-atic load due to shear stresses between the steel and co~crete or can be intrcduced in the form of a lo3~ to be anchored. Shear loading can also occur e.g. as a result of thermal expansions, settlement phenomena, etc.
An important aspect of the dowel load-carrying behaviour in the case ofshear-off loading is the failure type. The failure of a dowel connection of the aforementioned type can either occur in the form of a steel failure (the dowel shears or tears off) or in the form of a concrete failure (breaking out frcm a generally funnel-shaped ccncrete part). It is more favourable for the load-carrying behaviour of the connection if a concrete failure can be avoided, such as is also the case with most existing steel/
concrete composite ccnstructions by using sufficientl~ long do~els.
The load-carrying behaviour with respect to shear load mg is essentially 3 8 ~
determined by two parameters, namely the failure or breaking load, i.e.
the maximum shear force which can ~e absorbed by the dowel cGnnection, and the failure or break displacement, i.e. the maximum dispLacement between the steel component and the concrete. The load-carrying behaviour can be clearly shcwn by plotting the shear force over the displacement as a so-calle load-strain line~ The area under this line is referred to as the working capacity or energy of the d~del and it is desirable for the latter to have a high value.
The problem of the invention is to provide a dcwel of the aforementioned type with an improved load-carrying behaviGur in the case of shear lo~ding.
The problem is solved in that at the weld-on end the shank has a portion having a larger cross-section than the shank.
The invention takes account of the fact that with a ccnventional d~del in the case of high 103ding wide areas of the dowel shank participate in reducing the shear loading in the concrete, load removal mainly taking place as a result of pressures between the dowel shank and the concrete.
As a result of the inventively reinforced portion in the vicinity of the wel~-on end these pressures are highly concentrated in the vicinity of said portion. Therefore the concrete displace,ment acccmpanying ~he dowel displacement is reinforced, which leads to greater dcwel displacements and to a more proncunced activation of further lozd removal mechanisms, such as e g. axial tensions in the deformed or strained bolt. Tests have surprisingly revealed that dowels having the inventively reinforced portion not only have a much more favcurable load-carrying behaviour than conven-tional dowels with a constant diameter over the entire length, which corr-esponds to the shank diameter of the inventive dowel, but that also, if the diameter of the conventional dowel correspcnds to that of the inven-tively reinforced portion, the load-carrying behavicur of the dowel with the constant diameter is in~erior than that of dowels with the reinforced portion. Thus, it is unimportant for the concept of the invention whether an inventive design of the dowel is obtained by reducing the shank cross-section or by reinforcement in the vicinity of the weld-on end. What is important is the marked increase in the failure displacement and the 7 ii ~ ~
resulting increase in the working capacity. It is also i~portant that a marked increase is obtained with respect to tne failure load if the choice is made of a dowel reinforced at the weld-on end, whilst onl~ minor losses in cormection with the failure load occur if ~le inventive dowel is looked upon as a dowel with a reduced shank diameter.
Particularly easy manufacturing is obtained if the shank and the portion are constructed rotationally symmetrically to a common axis. In addition, such a dcwel has a symmetrical load-carrying behaviour.
For specific load combinations it can also be advantageous to give the shank and/or portion a prismatic construction~
According to a simple, preferred construction the shank and/or the portion in each case are shaped like a straight circular cylinder. Hcwever, to further optimize the load-carrying behaviour, -the portion can be made can-vex in the axial direction.
Due to the fact that the portian passes into the shank with a constant taper, a more uniform overall stressing of the dowel is achieved, particu-larly in the vicinity of the transition from the increased cross-section portion to the nonnal cross-secti~n shank and a notch effect, which is undesired in conjunction with dynamic stresses is a~oided.
To ensure an adequate anchoring in the concrete, in the conventional manner the dowel can have a head. Then, according to an embcdiment, the head diameter is at least as large as the portion diameter.
In a preferred construction, the length to diameter ratio of the portion is between 1:2 and 4:2 and is preferably 1:2 and 3:2. Thus, the dowel can be welded by means of known stud wel~ing processes and a particularly favourable strain behaviour is ensure~.
In a further preferred manner, the ratio of the length to the diameter of the shank without a head and without a portion is approxlmately 3:1 or greater, which ensures an adequate dowel anchoring in the cancrete and -- 4 ~
tearing of the d~Yel from the concrete due -to the s~ear stressing is avoi~
To optimize the working capacity of a dowel, the diame-ter ratio of -the portion to that of the shaft is between 7:6 and 10:6 and is preferably approximately 9:6 and/or the length ratio of the portion to that of the shank without head and without portion is at least 1:3 and the upper limit can be 1:8. Preferably this ra-tio i5 between 1:4 and 1:7.
It can also be provided to further improve the strain behaviour that the portion has a stepped cross-sectional increase.
The invention is described in greater detail herei~after relative to anembcdiment and with reference to the attached drawings, wherein show:
Fig. 1 A view of an inventive wel~-on dawel.
Fig. 2 A section II-II according to fig. 1.
Fig. 3 A dowel with an outwardly bulging portion.
Fig. 4 A dowel with an mwardly bulging portion.
Fig. 5 A dowel with two stepped portions.
Fig. 6 A dowel in a mcdified canstruction.
F_g. 7 A diagram with load-strain lines of two conventional and one inventive dowel.
Fig. 1 sh,ws a weld-on dcwel with a shank 1 and a portion 2, which in each case are shaped like a straight circular cylinder. In the represented embcdiment the portion 2 passes unifonmly via a transition portion 4 into the shank 1. With the free end of the portion 2, the wel~-on end 3, the dowel is welded by means of a stud welding apparatus onto a not sho~n steel conponent.
At the end opposite to the weld~on end, in the represented embcdiment the dowel has a head 5, which is used for transferring stresses directed para-llel to the longitudinal axis of the dowel between the latter and the con crete and therefore improves the anchoring of the dowel in the concrete~
2~7~1 Fig. 2 shows a section II-II of the dowel acco~ding to fig. 1. It is clearly possible to see the cir~ular cross-section of the portion 2, the head 5 and in brolcen line form the shan]c 1. In this qmbcdiment the dia-meter of the portion 2 is increased by appro~imately 40~ compared with the dianeter of the shanlc 1. To ensure a gocd anchoring of the dowel in the concrete, the di3neter of the head 5 is much larger than the portion 2.
As the porti~l 2, the shanlc 1 and the head 5 are located rotationally symnetrically on one axis, the dowel can easily be manufact~lred.
In the assembled condition the entire dowel is inserted in th~ concrete.
In the case of a shear load, i.e. a load at right angles to the longitud-inal axis of the dowel in the vicinity of the weld-~n end 3, high pressures occur between the dowel and the concrete. With small she OE loads, the pressures are concentrated in the vicinity of the weld-on endO As the shear loading increases the size of the area of the dcwel which in this fonn is us~d for load removal purposes is increasedO In the case of dowels having a constant diameter over the entire length, this area can expand to almost the entire dcwel length, as a function of the concrete compo-sition. This more particularly applies in the case of dowels with large diameters having a high flexural stiffness. If the diameter of the con-ventional dowel is reduced to appm Kimately 2/3 of the original diameter over a length of approxi~ately 80% from the head 5, then the i~ventive dowel according to fig. 1 is obtained. In the case of high shear loads the pressures are concentrated in the vicinity of the portion 2 with this dowel. Ccmpared with a conventional dcwel with a dizmeter corresponding to that of the portion 2, the transferable shear 1O2ds are somewhat lower.
However, they are clearly above the shear loads which can be transferred by a conventional dowel with a diameter corresponding to that of the shank 1. Due to the concentration of the pressures in the vicinity of the portion 2, the concrete is more highly stressed there than in the case of conventional dowels. This leads to greater concrete deformations and to an mcrease in the locally definod areas of the concrete displacement. In turn, this allows greater dowel displacements, i.e. greater displaoements of the dowel base, which in this case corresponds to the portion 2, at right angles to the longit~dinal axis of the shank 1. Axial tenslons in 2~7~?)~
the dowel also increase with r~sing displ~cements. With their c ponent parallel to the shear load, t~ese aLso make a significant contribution to the failure load of the dowel. They also lead -to deformations of the shank 1, which also increase the displacements of the portion 2. This m~kes it clear that with a very great increase in tne failure displacement, there is only a minor loss in the dowel failure load or even a marked increase in the latter, as a function of which of the aforementioned con-sideration methods is chosen. This wi]l be made clear hereinafter by means of the graph of fig 7.
Figs. 3, 4 and 5 show different embodiments of the portion 2. In conjun-ction with different concrete types, these constructions can lead to a much better load-carrying behaviour in the case of shear loading.
In the graph according to fig. 7 are plotted the load-strain lines of three dowels. Two of these lines, namely lines A and B, shcw the load-strain behaviour of conventional dowels. 3Oth dcwels have the same length and a constant cr~ss-section over the entire length. The length corresponds to the total length of the dowel according to fig. 1. The dianeter corres-ponds to the diameter of the shank 1 according to fig. 1 for curve A and the diameter of portion 2 according to fig. 1 for curve B. In the graph the shear force F is plotted in ~N over the shear displacement s in mm. s represents the relative displacement of the steel component and therefore also the dcwel base with respect to the concrete part. AS is clear, for curve A and the associated dowel the failure load is approximately 80 kN
and the failure dispLacement approximately 7.S ~m, whereas for curve B and the associated dowel the fa;lure load is approximately 155 kN and the failure displacement approximately 9.0 mm. Curve C results from a test carried out on a dowel according to fig. 1, whose shank diameter cver approximately 80% of the dcwel length corresponded to that of the dcwel according to curve A and whose diameter in the reinforced portion corres-ponded to that of the dowel according to curve B. It can ~e seen that the failure lo~d with approximately 140 kN is somewhat lower than for curve B, but with approxImately 29 mm there was a marked increase in the fa;lure displacement. These values show that for the construc~ional conditions according to ~his ex~le the working capacity or energy of the dcwel was ~ ~ 7 ~ ~
increased by a factor of 5.5 or 3.0 compared with the dawels of curves A
and B by providing a reinforced cross-section portion. These values can be influenced by mcdifying the constructional details.
Naturally the load-carry m g behaviour and bearing capacity of an inventive dcwel in the case of tensile loading largely correspond to those of a con-ventional dowel with a con~tant diameter corresponding to the diameter of the shank 1. However, often the shear loads are decisive for the dawel design, so that such an increased failure displace,nent, the ~arkedly increased working capacity and the high failure loads in the shear direc tion are much more decisive. Particular significance is attached to the high failure d~splacenents, e.g. when using the limit design method in composite construction. Another advantage of the reduced dowel diameter in the shank region in accordance with fig. 1 is the fact that there is more space for pcsitioning reinEorcing rods in the concrete. This is e.g.
significant when using anchor plates, in whose vicinity it is often necessary to have a reinforced accumulation.
As the porti~l 2, the shanlc 1 and the head 5 are located rotationally symnetrically on one axis, the dowel can easily be manufact~lred.
In the assembled condition the entire dowel is inserted in th~ concrete.
In the case of a shear load, i.e. a load at right angles to the longitud-inal axis of the dowel in the vicinity of the weld-~n end 3, high pressures occur between the dowel and the concrete. With small she OE loads, the pressures are concentrated in the vicinity of the weld-on endO As the shear loading increases the size of the area of the dcwel which in this fonn is us~d for load removal purposes is increasedO In the case of dowels having a constant diameter over the entire length, this area can expand to almost the entire dcwel length, as a function of the concrete compo-sition. This more particularly applies in the case of dowels with large diameters having a high flexural stiffness. If the diameter of the con-ventional dowel is reduced to appm Kimately 2/3 of the original diameter over a length of approxi~ately 80% from the head 5, then the i~ventive dowel according to fig. 1 is obtained. In the case of high shear loads the pressures are concentrated in the vicinity of the portion 2 with this dowel. Ccmpared with a conventional dcwel with a dizmeter corresponding to that of the portion 2, the transferable shear 1O2ds are somewhat lower.
However, they are clearly above the shear loads which can be transferred by a conventional dowel with a diameter corresponding to that of the shank 1. Due to the concentration of the pressures in the vicinity of the portion 2, the concrete is more highly stressed there than in the case of conventional dowels. This leads to greater concrete deformations and to an mcrease in the locally definod areas of the concrete displacement. In turn, this allows greater dowel displacements, i.e. greater displaoements of the dowel base, which in this case corresponds to the portion 2, at right angles to the longit~dinal axis of the shank 1. Axial tenslons in 2~7~?)~
the dowel also increase with r~sing displ~cements. With their c ponent parallel to the shear load, t~ese aLso make a significant contribution to the failure load of the dowel. They also lead -to deformations of the shank 1, which also increase the displacements of the portion 2. This m~kes it clear that with a very great increase in tne failure displacement, there is only a minor loss in the dowel failure load or even a marked increase in the latter, as a function of which of the aforementioned con-sideration methods is chosen. This wi]l be made clear hereinafter by means of the graph of fig 7.
Figs. 3, 4 and 5 show different embodiments of the portion 2. In conjun-ction with different concrete types, these constructions can lead to a much better load-carrying behaviour in the case of shear loading.
In the graph according to fig. 7 are plotted the load-strain lines of three dowels. Two of these lines, namely lines A and B, shcw the load-strain behaviour of conventional dowels. 3Oth dcwels have the same length and a constant cr~ss-section over the entire length. The length corresponds to the total length of the dowel according to fig. 1. The dianeter corres-ponds to the diameter of the shank 1 according to fig. 1 for curve A and the diameter of portion 2 according to fig. 1 for curve B. In the graph the shear force F is plotted in ~N over the shear displacement s in mm. s represents the relative displacement of the steel component and therefore also the dcwel base with respect to the concrete part. AS is clear, for curve A and the associated dowel the failure load is approximately 80 kN
and the failure dispLacement approximately 7.S ~m, whereas for curve B and the associated dowel the fa;lure load is approximately 155 kN and the failure displacement approximately 9.0 mm. Curve C results from a test carried out on a dowel according to fig. 1, whose shank diameter cver approximately 80% of the dcwel length corresponded to that of the dcwel according to curve A and whose diameter in the reinforced portion corres-ponded to that of the dowel according to curve B. It can ~e seen that the failure lo~d with approximately 140 kN is somewhat lower than for curve B, but with approxImately 29 mm there was a marked increase in the fa;lure displacement. These values show that for the construc~ional conditions according to ~his ex~le the working capacity or energy of the dcwel was ~ ~ 7 ~ ~
increased by a factor of 5.5 or 3.0 compared with the dawels of curves A
and B by providing a reinforced cross-section portion. These values can be influenced by mcdifying the constructional details.
Naturally the load-carry m g behaviour and bearing capacity of an inventive dcwel in the case of tensile loading largely correspond to those of a con-ventional dowel with a con~tant diameter corresponding to the diameter of the shank 1. However, often the shear loads are decisive for the dawel design, so that such an increased failure displace,nent, the ~arkedly increased working capacity and the high failure loads in the shear direc tion are much more decisive. Particular significance is attached to the high failure d~splacenents, e.g. when using the limit design method in composite construction. Another advantage of the reduced dowel diameter in the shank region in accordance with fig. 1 is the fact that there is more space for pcsitioning reinEorcing rods in the concrete. This is e.g.
significant when using anchor plates, in whose vicinity it is often necessary to have a reinforced accumulation.
Claims (17)
1. Weld-on dowel made from metal for a steel/concrete composite construc-tion with a shank, which has a weld-on end for welding onto a steel component, characterized in that the shank (1) at the weld-on end (3) has a portion (2) with an increased cross-section compared with the shank.
2. Dowel according to claim 1, characterized in that the shank (1) and the portion (2) are constructed in rotationally symmetrical manner to a common axis.
3. Dowel according to claim 1, characterized in that the shank (1) and the portion (2) are shaped like a prism.
4. Dowel according to claim 1, characterized in that the shank (1) is rotationally symmetrical and the portion (2) prismatic or the shank (1) is prismatic and the portion (2) rotationally symmetrical.
5. Dowel according to claims 1, 2 or 4, characterized in that the shank (1) and/or the portion (2) are in each case shaped like a straight cir-cular cylinder.
6. Dowel according to any one of the preceding claims, characterized in that the portion (2) is convex in the axial direction.
7. Dowel according to any one of the preceding claims, characterized in that the portion (2) passes with a constant taper (4) into the shank (1).
8. Dowel according to any one of the preceding claims, characterized in that the diameter of the head (5) is at least as large as the diameter of the portion (2).
9. Dowel according to any one of the preceding claims, characterized in that the length to diameter ratio of the portion (2) is between 1:2 and 4:2.
10. Dowel according to claim 9, characterized in that the length to dia-meter ratio of the portion (2) is between 1:2 and 3:2.
11. Dowel according to any one of the preceding claims, characterized in that the length to diameter ratio of the shank (1) (without head(5)and without portion (2)) is approximately 3:1 or greater.
12. Dowel according to any one of the preceding claims, characterized in that the ratio of the diameter of the portion (2) to that of the shank (1) is between approximately 7:6 and 10:6.
13. Dowel according to claim 12, characterized in that the ratio of the diameter of the portion (2) to that of the shank (1) is approximately 9:6.
14. Dowel according to any one of the preceding claims, characterized in that the ratio of the length of the portion (2) to that of the shank (1) (without head (5) and without portion (2)) is at least 1:3.
15. Dowel according to claim 14, characterized in that the ratio of the length of the portion (2) to that of the shank (1) (without the head (5) and without the portion (2)) is between 1:3 and 1:8.
16. Dowel according to claim 15, characterized in that the ratio of the length of the portion (2) to that of the shank (1) (without the head (5) and without the portion (2)) is between 1 4 and 1:7.
17. Dowel according to any one of the preceding claims, characterized in that the portion has a stepped cross-sectional enlargement.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| DE4023692A DE4023692A1 (en) | 1990-07-26 | 1990-07-26 | Metal welding plug for steel to concrete union - has one end to be welded and other end with head for anchoring in concrete |
| DEP4023692.7 | 1990-07-26 |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CA2047581A1 true CA2047581A1 (en) | 1992-01-27 |
Family
ID=6411019
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CA002047581A Abandoned CA2047581A1 (en) | 1990-07-26 | 1991-07-23 | Weld-on dowel for a steel/concrete composite construction |
Country Status (2)
| Country | Link |
|---|---|
| AT (1) | ATE102278T1 (en) |
| CA (1) | CA2047581A1 (en) |
-
1991
- 1991-07-06 AT AT91111260T patent/ATE102278T1/en active
- 1991-07-23 CA CA002047581A patent/CA2047581A1/en not_active Abandoned
Also Published As
| Publication number | Publication date |
|---|---|
| ATE102278T1 (en) | 1994-03-15 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Ricles et al. | Seismic performance of steel-encased composite columns | |
| CN1095018C (en) | Steel pipe high strength concrete column reinforcing joint, and method for mfg. same | |
| CN208137145U (en) | The buckling-restrained unilateral connecting node of formula beam column built from concrete | |
| CN108487461A (en) | Precast prestressed concrete frame bean column node with additional bar and sleeve | |
| US5426903A (en) | Weld-on dowl for a steel/concrete composite construction | |
| CN102086677A (en) | Prefabricated reinforced concrete beam and connection joint of reinforced concrete column and beam | |
| US4831800A (en) | Beam with an external reinforcement system | |
| US5965277A (en) | Concrete reinforcing fiber | |
| CA2047581A1 (en) | Weld-on dowel for a steel/concrete composite construction | |
| Teng et al. | Shear strength of reinforced and prestressed concrete deep beams. Part II: The supporting evidence. | |
| CN115772848A (en) | Single-layer reinforcement hollow prefabricated pier with built-in metal corrugated pipe | |
| US4105739A (en) | Constructional elements of concrete | |
| CN212248224U (en) | Prefabricated hollow anti-floating pile is with integration bolt formula anti-floating connection structure | |
| CN213951909U (en) | Tubular connecting piece suitable for steel-concrete composite structure | |
| CN110409279A (en) | Strong bridge structure and construction method | |
| Theodorakopoulos et al. | Punching Shear Behaviour of Lightweight Concrete Slabs With Steel Fibres | |
| CN110184917A (en) | A kind of board plug type CFST Arch Bridge hoist cable and its anchor and construction method of installation | |
| CN217079387U (en) | Flexible rib prefabricated assembling connecting structure | |
| CN220888285U (en) | Prefabricated hollow slab beam | |
| CN217579809U (en) | Continuous beam assembled bracket | |
| CN214939237U (en) | Joint structure of NC-UHPC (numerical control-ultra high-performance polycarbonate) hybrid rigid frame bridge and hybrid rigid frame bridge | |
| SU732472A1 (en) | Prefabricated column | |
| SU1539276A1 (en) | Assembly joint of crossbar with column of ferroconcrete skeleton of building | |
| RU2052601C1 (en) | Reinforced concrete floor slab | |
| SU1219761A1 (en) | Lining of conrete structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| FZDE | Dead |