The following information must be provided for designing HIT balcony connections:
- Geometry of the connection area (slabs, beams etc.), if possible section drawing of connection
- Concrete strength of exterior and interior slab
- Concrete cover for the slabs or classification of exposure conditions for the exterior and interior
- Exterior loading conditions
- Is an increased fire protection required? Which fire rating?
- Are prefabricated slabs planned either/or for the exterior and interior?

Rigid polystyrene insulation has been used successfully in the building and construction industry since 1954. Long-term analysis confirms, that the physical and structural physical properties of polystyrene do not change during the life-cycle of buildings, which today is generally estimated at approx. 50 years, minimum.
Rotting of polystyrene, even under extreme environmental influences such as acid rain can not be detected. Thus enduring functionality is provided for the full life-cycle of structures.
Source: http://www.rigips.de/daemmstoffe_eps_forschung_1.asp

The standard and stainless steel rebars are flash-butt welded, thus creating significant welding seams.
This welding procedure is applicable for diameters 6-28 mm and authorized in accordance with DIN 488 and DIN 4099 and is regarded as the safest welding procedure.
Flash-butt welding creates particularly homogeneous connections.
All welding is examined by HALFEN quality management in accordance with a strict testing procedure. Verification of suitability according to the German standard DIN 4099 is given for this welding procedure.
Additionally the applied welding machine complies with the German standard DIN 44752.

The compressed tubes are connected to the standard rebars with a radial press. This connection is permanently checked by quality control in accordance with the official building approval Z-15.7-238. Maximum bearing capacity is defined by the allowable steel tension of the reinforcement bar. The stainless steel tube is not authoritative for the load distribution. If a tension failure induced break of the connection occurs, failure may always be detected within the standard rebar, not the stainless steel tube. This was proven and confirmed in extensive testing.

Exterior structural members (e.g. balconies) are exposed to temperature differences, inducing movements (expansion and compression) of the balcony slabs parallel to the insulating joint.
According to the official building approval, temperature induced strains within the HIT balcony connections are to be limited through the application of vertical expansion joints.

No!
According to the General Certificate of Approval Z 15.7-238 application of HIT-Iso Elements is currently limited to static loading, only.

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Yes!
Please note, that the noise reduction significantly depends on the pressure distributed to the elastomer bearings. The elastomer bearings applied in our ISI product range are non-reinforced bi-trapezoidal bearings with a permissible compressive stress of σm = 10 N/mm² or 7 N/mm². The noise insulating effect decreases with increasing pressure force and thus increasing static utilization. Therefore it is recommended to limit the compressive stresses to 0,3 - 0,7 N/mm². This ensures a full sound insulation.

Further information regarding the sound insulating properties of the bi-trapezoidal bearings may be taken from our technical catalogue.

Yes!
HTF elements are on stock in two different standard lengths, 100 cm and 120 cm.
For smaller widths the elements can be trimmed easily at the provided perforations.
For stairs wider than 120 cm, the HTF elements can be extended by additionally applying HTF-LS or HTF-DS elements (depending on whether an additional bearing capacity is required or not).

HBS-05 is available in stainless steel depending on the type of connection (standard connection or connection for steel work construction). Availability can be taken from the following matrix.

Yes!
The maximum length for the thread is 200 mm.
Please note, that in the case of a longer thread the last pitches of the thread are not conical. As an alternative we can offer the anchor bolts HAB S from the column shoe connection instead of HBS-05. This alternative product offers a longer thread in standard configuration.

No! (for standard connection)

Full load capacity is provided when fully screwed. A simple visual check is sufficient.

Exception:
The position sockets have to be mounted with defined tightening torques.

The connections are not designed – unlike standard reinforcement - for shear bearing.
Shear bearing has to be provided by additional measures such as:
- Arrangement of keyed joints (see also HBS-05-Box or HBS-05-trapezoidal box )
- Arrangement of reverse reinforcement with direct contact to the sockets
- Arrangement of a face plate for a steel work construction as a structural element
- Arrangement of a block shear connector or similar for shear bearing
- Arrangement of wooden panels for a keyed joint

No!
Due to differing diameters and slopes of the threads, a combination of different systems is not possible.
Therefore combination of different systems does not comply with the approval or type tests of Halfen.

Yes, for diameter 12 – 20 mm.
These bars provide standard metrical threats.
Therefore it is possible to combine them with standard metrical bolts or nuts.
Please note, that in these cases both thread length and thread reach have to be considered.

No, for diameter 25, 28 and 32.
These units have a special thread which cannot be combined with standard metrical bolts or nuts.

Due to the manufacturing process of extending or connecting reinforcement bars through flash-butt welding, welding seams may be detected on some rebars. This is a very secure procedure.
Flash butt welding may be characterized by a very homogeneous connection of both ends of the bars.
Provided load bearing is analogous to a continuous bar.
For dynamic load the fatigue range is limited to
Δσ_Rsk=85 N/mm².

All welding is examined by HALFEN quality management in accordance with a strict testing procedure.
Verification of suitability according to the German standard DIN 4099 is given for this welding procedure.
Additionally the applied welding machine complies with the German standard DIN 44752.

No!
Both steel plates and bolts have to be designed and provided by the customer.

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No!
The HDB anchors are shaped symmetrically. Therefore the mounting position (from top or bottom) has no influence on the bearing function (bearing capacity).
For reasons of practicality, we recommend the following:
- System elements (2- and 3-anchor elements) should be used and installed from the top for slab thicknesses of up to approx. 35 cm. This procedure particularly fast and simple. To guarantee the right mounting position of the anchors, HDB terminal strips should be used.
- For slab thicknesses above 35 cm and large reinforcement ratios/quantities, complete elements which are installed to the bottom formwork before application of the bottom reinforcement and spacers.

No!
In accordance with the approval Z-15.1-213, section 2.2.1 as well as Z-15.1-249, 264 and 270, all studs applied to a rail have to be of the same diameter.

In accordance with DIN 1045-1, figure 44 load increase factors may applied for following conditions:
- the building is braced horizontally by additional walls or a buildings core
- the effective span length ratio of neighbouring slabs is 0,8 < l_eff1/l_eff2<1,25

The equations for the determination of the load increase factors ß and ßred given in table 1 of the approval Z-15.1-213 and 264 may be applied for all corner and edge columns in buildings which are braced horizontally. The required bending moment corresponds to the fixing moment of the structural slab to the column. This bending moment may be determined through modern FEM analysis with respect to the column stiffness.

No!
The punching analysis according to DIN 1045-1 and according to the approvals Z-15.1-213 and 264 considers the transition from punching to the shear bearing capacity. It ensures that the concrete beyond the punching reinforced area provides sufficient load bearing without additional shear reinforcement.

Yes!
According to DIN 4148 section 8.4 „Besondere Regelungen für Pilz- und Flachdecken“ double-headed anchors are permitted as punching reinforcement.

In accordance with DIN 4148, section 8.4 all slab connections have to be accomplished by applying a constructive shear reinforcement to avoid a brittle shear force failure. This also applies to all punching areas of flat slabs. Furthermore special assessment rules apply to punching reinforcement of buildings characterized through the ductility classes 2 and 3 as well as buildings which are not designed in accordance with section 8.2 (6):
- The maximum axial anchor distance is limited to 0.75 x slab thickness.
- The minimum length of the punching reinforced area is 3.5 x slab thickness starting from the supporting column edge.
- The design is conducted as an unusual load case with reduced partial security factors.
- For a conservative approach, the value v_Rd,max is calculated according to DIN 1045-1. (Pre-factor 1.5 instead of 1.9 in accordance with approval)
The HDB calculation programme takes these special assessment rules into account, if the "constructive punching reinforcement in accordance with DIN 4149" is activated. In this case no additional earthquake analysis is required for the punching area.

Horizontal pipes in the punching area of slabs are not considered in DIN 1045-1. According to DIN 1045-1 and book 525 (DAfStb), horizontal pipes should be avoided in punching areas. The Swiss code SIA 26, section 4.3.6.2.9 however contains an approach for consideration of such pipes.

The maximum anchor heights available are: please click here.

Please, for a detail on the minimal anchor heights make contact to the International CompetenceCenter Technology, +49 (0) 2173 970 9031.

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The following information is required:
- geometry of the connected elements (column dimensions, dimensions of the foundation etc.)
- concrete strength of column and foundation
- design loads for the connection (column to column, column to foundation)

According to the expert report assigned by HALFEN, concrete columns which are connected through the HCC column shoes provide fire protection of 90 minutes (F90) and 120 minutes (F120) - according DIN 4102-2 - without additional measures.
The expert report is based on a column design according to DIN 4102-4 and on the fact that the HCC column shoes are installed in accordance with the type approval no. 03.30.

The HAB-S anchor bolt is also available in stainless steel. It is also possible to produce an anchor bolt consisting of two different parts, a stainless rebar (BSt 500 NR) which is welded to a normal rebar (BSt 500 S). This solution is also possible for the HAB-H anchor bolt.
Galvanized anchor bolts are available, too.

The HAB-H anchor bolt has been developed especially for the anchoring in thin foundations and base plates. The headed stud reduces the anchoring length significantly.
Concrete break-out has to be considered in the design of this connection type.
The HAB-S anchor bolt transfers the forces through overlapping length with the on-site reinforcement into the supporting member. The overlapping length respectively anchoring length may be determined according to DIN 1045-1, Eurocode 2 or any other national building code. Therefore it is also possible to reduce the required length by using hooks or other bending shapes. Factory-provided bending shapes can be provided on request.

Yes, because it prevents the distortion (due to an offset moment) of the applied HCC column shoe.
In small columns the centering rebars of opposing HCC column shoes may collide.
In these cases the centering rebars can be removed and the distortion must be prevented by other means. Several possible solutions are offered on request.

Vertical stirrups are arranged for long corbels. Long corbels are corbels that fulfil a ratio of: please click here.

For ratios falls below 0,5, horizontal stirrups are required to transfer the tensile loads.

To ensure that the heads do not collide, a minimum spacing between adjacent studded heads of 20 mm has to be ensured. For HSC bars with a diameter of 25 mm, the minimum spacing between adjacent heads is defined as 25 mm.

The keyed joint has to be conducted in accordance with figure 35 specified in DIN 1045-1. Wooden profiles may be applied for installation.

This stirrup is always required. According to the approval a minimum of one stirrup has to enclose the anchor heads to provide sufficient splitting tensile strength.

Horizontal stirrups become necessary when the vertical load exceeds 30% of the pressure strut’s resistance force.

Vertical stirrups (in addition to the mandatory stirrup around the studded heads) become necessary when the vertical load exceeds the concrete bearing capacity V_Rd,ct.

The following data is required:
• Geomety of connected structures
• Concrete quality
• Concrete cover
• Loading (reaction forces in the joint area)
• Geometry of joint (length, width)
• Is a certain fire rating required fort he joint?
• Specification of potentially required transverse movability/relocation

An official building approval is available for the HSD-CRET heavy-duty shear dowels and may be downloaded from the internet. Single shear dowels are not subjected to official building approvals.

For obtaining a 90 minute fire rating (F90), Halfen offers fire protection pads fort he complete product range. These pads are available in thicknesses of 20 and 30mm and may be combined according to the requested joint width.