Technical Dossier HSK-Pipe Connectors - Hbv-systeme.de

Glued-in HSK ® -Pipe Connectors 

HSK ® -Pipe Connectors 

Type G 

Type L 

Technical Dossier HSK ® -Pipe Connectors 2010-12 

Technical Dossier 

The content of this document may only be published or distributed to external parties only with the approval of TiComTec GmbH. TiCom- 

Tec GmbH withdraw from any responsibilities of damages or subsequent damages resulting from the use of the information contained within 

this document. 

TiComTec GmbH, Goethestr. 60, D-63808 Haibach, Fon: +49(0)6021/44642-67, Fax: +49(0)6021/44642-68 

www.ticomtec.de 

©2010 Page 1 of 22

Table of Content 


1. Basic Principles and Requirements ............................................................................................................... 3 

1.1 General Basic Principles ...................................................................................................................... 3 

1.2 Requirements for the HSK ® -Pipe Connectors...................................................................................... 3 

1.3 Minimum Glued-in Length .................................................................................................................. 3 

1.4 Dimensions of the HSK ® -Pipe Connectors .......................................................................................... 4 

1.5 Requirements of the Notch .................................................................................................................. 5 

1.6 Provisions for Implementation............................................................................................................. 5 

2. Outline and Design for Connectors ............................................................................................................... 6 

2.1 Design Concept.................................................................................................................................... 6 

2.1.1 General ............................................................................................................................................ 6 

2.1.2 Design Process ................................................................................................................................ 6 

2.1.3 Design Process in Accordance with EC 5 ....................................................................................... 6 

2.1.4 Design Values of the Impact ........................................................................................................... 6 

2.2 Materials Requirements ....................................................................................................................... 7 

2.2.1 Adhesive.......................................................................................................................................... 7 

2.2.2 Wood............................................................................................................................................... 7 

2.2.3 HSK ® -Pipe Connector ..................................................................................................................... 7 

2.3 Load Duration and Use Classes ........................................................................................................... 8 

2.3.1 Duration of Load Impact ................................................................................................................. 8 

2.3.2 Use Class......................................................................................................................................... 8 

2.3.3 Modification Coefficients kmod........................................................................................................ 8 

2.4 Tension in the Direction of the Rod Axis ............................................................................................ 9 

2.4.1 Structural Safety Evaluation............................................................................................................ 9 

2.4.2 Minimum Distance During Tension or Compressive Loading........................................................ 9 

2.4.3 Calculated Values for the Yield Strength and the Tensile Strength of Threaded Rods................. 10 

2.4.4 Tensile Force Limit of Connecting Rods (Threaded Bolts) .......................................................... 10 

2.4.5 Analysis of the HSK ® -Pipe Connector Type G ............................................................................. 11 

2.4.6 Analysis of the HSK ® -Pipe Connector Type L.............................................................................. 12 

2.4.7 Analysis of Strength in Net Cross Section .................................................................................... 13 

2.4.8 Analysis of Lateral Tension in the Base Material ......................................................................... 13 

2.5 Tension Perpendicular to the Rod Axis.............................................................................................. 14 

2.5.1 General .......................................................................................................................................... 14 

2.5.2 Analysis in Tension Perpendicular to Rod Axis............................................................................ 14 

2.6 Temperature Effect on Structural Safety............................................................................................ 16 

2.6.1 General .......................................................................................................................................... 16 

2.6.2 Requirements for the Adhesive Joint ............................................................................................ 16 

2.6.3 Design for Fire Emergencies......................................................................................................... 16 

2.7 Connection Distortion........................................................................................................................ 17 

2.7.1 Tension in the Direction of the Rod Axis...................................................................................... 17 

3. Installation Instruction for Bonding Steel Parts........................................................................................... 18 

3.1 General............................................................................................................................................... 18 

3.2 Drilling and Positioning of the HSK ® -Pipe Connector ...................................................................... 18 

3.3 Proceeding ......................................................................................................................................... 18 

4. Examples of Application ............................................................................................................................. 19 

5. Important Information on Liability.............................................................................................................. 20 

6. Attachments................................................................................................................................................. 21 

6.1 Literature............................................................................................................................................ 21 

6.2 Articles, Presentations, Reports ......................................................................................................... 21 

6.3 Standard, Technical Approvals/Accreditations, Recommendations .................................................. 22 



©2010 Seite 2 von 22

1. Basic Principles and Requirements 

1.1 General Basic Principles 


The implementation of glued-in HSK ® -Pipe Connector in load bearing wooden construction elements 

requires staffs that are in charge of the equipment to be especially trained and skilled in this specific 

equipment. In this document, implemented tasks are based on the basic principles in accordance with 

DIN 1052:2008-12 and our own trials from the processes of obtaining the general technical accreditation. 

Furthermore, national standards and regulation must be considered in the design and implementation. 

1.2 Requirements for the HSK ® -Pipe Connectors 

The design details are relevant for connectors in wooden construction elements with glued-in steel 

rods. The top surface of the steel rods can either be galvanised or non-galvanised. The steel rods grade 

must be in accordance with the design specifications provided. 

1.3 Minimum Glued-in Length 

The glued-in length must be at least in accordance with the length of the profiled main body. 



©2010 Page 3 of 22

1.4 Dimensions of the HSK ® -Pipe Connectors 


HSK ® -Pipe Connector Type G HSK ® -Pipe Connector Type L 




1.5 Requirements of the Notch 


The groove width adds to 5.0mm. The wood preparation should be completed just before the bonding 

to ensure a good adhesion between the wood and the adhesive. The notch is to be cleaned before the 

bonding for example with compressed air. 

1.6 Provisions for Implementation 

The installation instructions from the adhesive supplier must be followed for the bonding steel elements. 

If there is a connection with multiple connectors, jointed HSK ® -Pipe Connectors, which is subjected 

to tension on the rod axis and is connected with other components, the nuts must be tightened so 

that the tensile forces between each of the HSK ® -Pipe Connectors are evenly distributed. 



©2010 Page 5 of 22

2. Outline and Design for Connectors 

2.1 Design Concept 

2.1.1 General 


The concept and design for “glued-in steel parts in load bearing timber construction elements” require 

special expertise of the assigned engineer. 

2.1.2 Design Process 

The information for the design of the connections requires advance semi-probabilistic design method. 

Therefore the limit state between the load bearing and the usability can be distinguished and for an 

authoritative limit state of the load bearing capacity it is multiplied with appropriate safety factors. 

2.1.3 Design Process in Accordance with EC 5 

Various European Structural Codes take into account a semi-probabilistic design process in accordance 

to the basic principle of the EUROCODE (EC5, EC1). The DIN 1052:2008-12 is the German 

standard for timber structural constructions and is based from the EC5. In this section, performed 

specifications are based on specifications provided in DIN 1052:2008-12. Design method, which is 

based on the concept of allowable stress may not use the information provided in this document! 

2.1.4 Design Values of the Impact 

The design values for the tension “Ed” in accordance to DIN 1055-100, “Action on Structures, Part 

100 Basic Principles of Structural Design” provides: 

Basic Combination: 

Exceptional Situation: 

Earth Quake: 




2.2 Materials Requirements 

2.2.1 Adhesive 

2.2.2 Wood 


2-Components Polyurethane Adhesive (PURBOND® CR421) 

2-Components Epoxy Resin Adhesive (WEVO EP32S) 

Wood Species: Spruce and fir, laminated veneer wood. 

Bonding using other species of wood can only be done after consultation 

with the adhesive manufacturer. 

Strength Class: Recommended minimum requirements: 

Whole timber C24 or laminated timber GL24H 

Moisture Content of the Wood 

for Bonding: Normal case: U: ≤ 15%; 

When the expected equilibrium moisture content is u < 12 %, the 

moisture content should correspond to approximately the equilibrium 

moisture content when the wood is in use (~ +2, -3%) 

Wood Temperature for Bonding: t≥ 18° 

Other Basic Materials: The bonding of other basic materials is only recommended after consultation 

with TiComTec GmbH. 

2.2.3 HSK ® -Pipe Connector 

Strength Class: S235 und S355, 

Diameter: Outer diameter 50 mm 

Surface: Plain or Galvanised 

The surface is to be cleaned before the bonding 

Steel Temperature for Bonding: t≥ 18° 



©2010 Page 7 of 22

2.3 Load Duration and Use Classes 

2.3.1 Duration of Load Impact 


The analysis of the limit state of the load bearing capacity and the usability is distinguished each time 

after timed stress, “Load Duration Class”. 

2.3.2 Use Class 

The classification of a construction element in the use classes comprises of the difference in the climatic 

impacts. Glued-in steel rods suitable for structural elements are of use classes 1 and 2 (DIN 

1052:2008-12). It is recommended to reduce the moisture variations in the wood with glued-in HSK ® - 

Pipe Connector to a minimum. Cracks must be considered. For the application area, special requirements 

of the adhesive are to be especially considered. 

2.3.3 Modification Coefficients kmod 

Calculated values of the modification coefficients kmod for glued-in HSK ® -Pipe Connector in whole 

and laminated timber. 

Load Duration Classes 

Magnitude of the Accumulated 

Duration of the 

Characteristic Load Effect 

Use Class (NKL) 

1 2 3 

Constant Longer than 10 years 0.60 0.60 - 

Long 6 months up to 10 year 0.70 0.70 - 

Medium 1 week up to 6 months 0.80 0.80 - 

Short Shorter than 1 week 0.90 0.90 - 

Very Short Shorter than 1 minute 1.10 1.10 - 

Moisture Equilibrium from the Wood Material 10 +- 5% 15 +- 5% 18 +- 6% 

For the adhesive PURBOND CR542 the following are to be observed: 

- The modification factor kmod for load duration class “constant” is to be reduced in accordance 

to DIN 1052:2008-12 by around 15 %. 

- The bonding of steel bars in larch wood is not permitted. 

- The bonding of steel bars is only permitted in use class 1. 

- The temperature of the construction elements may not exceed 50 o C. 




2.4 Tension in the Direction of the Rod Axis 

2.4.1 Structural Safety Evaluation 

Failure of the Steel Rod: Fax,d ≤ Rax,S,d 

Failure in the Adhesive Joint in the Wood: Fax,d ≤ Rax,K,d 


To ensure a ductile failure of the connection, the connections must be designed so that the yield 

strength of the steel rod is reached before the failure of the adhesive joint: 

Rax,S,d < Rax,K,d 

2.4.2 Minimum Distance During Tension or Compressive Loading 

Perpendicular to the grain glued-in HSK ® -Pipe Connector 

Parallel to the grain glued-in HSK ® -Pipe Connector 

Individual and group arrangements 

Dimensions in cm 



©2010 Page 9 of 22


2.4.3 Calculated Values for the Yield Strength and the Tensile Strength of Threaded 

Rods 

Yield Strength of Threaded Rod: Rax,S,d= Aef,S x fy,b,k /1.1/ γM 

Tensile Strength of Screw Connections: Rax,S,d= Aef,S x fu,b,k /1.25/ γM 

For the design of the steel rods, the smaller of the two values must be taken. 

2.4.4 Tensile Force Limit of Connecting Rods (Threaded Bolts) 

Recommended calculated values for the kN of each threaded rods with metric threads 

Steel Rod Diameter Classification of Strengths 

Rated-Ø As 4.6 4.8 5.6 5.8 8.8 

mm mm² kN kN kN kN kN 

M6 20.1 3.99 5.32 4.98 6.64 10.63 

M8 36.6 7.26 9.68 9.07 12.10 19.36 

M10 58.0 11.50 15.34 14.38 19.17 30.68 

M12 84.3 16.72 22.29 20.90 27.87 44.59 

M14 116.7 23.15 30.86 28.93 38.58 61.73 

M16 157.0 31.14 41.52 38.93 51.90 83.04 

M20 245.0 48.60 64.79 60.74 80.99 129.59 

M24 353.0 70.02 93.36 87.52 116.69 186.71 

M27 459.0 91.04 121.39 113.80 151.74 242.78 

M30 561.0 111.27 148.36 139.09 185.45 296.73 

1).Rod strength class 4.6, 5.6 and BSt 500S, St500/580 shows distinct ductile behaviour 

2). Cross section tension of threaded rods with metric threads 



©2010 Seite 10 von 22

2.4.5 Analysis of the HSK ® -Pipe Connector Type G 

The analysis is based on the buckling load tests at the MPA Wiesbaden. 

Load Bearing Capacity of the Steel Pipe Body: 

Steel Grade: S235 


Tensile Strength Ru,k = 100.80 kN Ru,d = 91.64 kN 

Yield Strength Ry,k = 67.20 kN Ry,d = 61.09 kN 

Tensile Strength of the Wood: (Gross Cross Section) 

Smallest Cross Section: 80/80 mm 

Wood Quality: C24 

Use Class = 1; Load Duration Class= medium; kmod= 0.8 

Tensile Strength: ft,0,k= 14.0 N/mm² 

Load Bearing Capacity: Rt,0,k= 89.60 kN Rt,0,d= 55.14 kN 

Analysis of the Adhesive joint: 

Groove Diameter: da= 50 mm di= 45 mm 

Glued-in Length: lad= 100 mm 

Adhesive Surface: Aad= 29845 mm² 

Char. Adhesive Joint: fK1,k= 4.0 N/mm² 

Pull-out Resistance: RK1,k= 119.38 kN RK1,d= 73.46 kN 

Recommendation: For the use class 2, multiply the load bearing capacity of the adhesive joint 

with a factor of 0.85. 

Example: 

Buckling Load test at the MPA Wiesbaden with a 4-parts HSK ® -Pipe Connector 

group Type G. 

Kraft [kN] 

500 

450 

400 

350 

300 

250 

200 

150 

100 

50 

Kraft-Verschiebungs-Diagramm 

Load-Shift-Diagram 

8.8 – Wood failure above 

5.6 – Screw failure above 

4.6 – Screw failure below 

0 

0,0 0,5 1,0 1,5 2,0 2,5 3,0 3,5 4,0 

Verschiebung [mm] 

Schrauben 4.6 unten Schrauben 5.6 oben Schrauben 8.8 unten 



©2010 Page 11 of 22

2.4.6 Analysis of the HSK ® -Pipe Connector Type L 

Load Bearing Capacity of the Steel Body: 

Steel Grade: S355 

Tensile Strength Ru,k = 76.50 kN Ru,d = 69.55 kN 

Yield Strength Ry,k = 54.00 kN Ry,d = 49.00 kN 

Load Bearing Capacity of the Wood: (Gross Cross Section) 

Smaller Cross Section: 80/80 mm 

Wood Quality: C24 

Use Class= 1: Load Duration Class= medium; kmod= 0.8 

Tensile Strength: ft,0,k= 14.0 N/mm² 

Load Bearing Capacity Rt,0,k= 89.60 kN Rt,0,d= 55.14 kN 

Analysis of the Adhesive Joint: 

Groove Diameter: da= 50 mm di= 45 mm 

Glued-in Length: lad= 100 mm 

Adhesive Surface: Aad= 29845 mm² 

Char. Adhesive Joint Strength: fK1,k= 4.0 N/mm² 


Pull-out Resistance: RK1,k= 119.38 kN RK1,d= 73.47 kN 

Analysis of the Adhesive Anchors: 

Char. Adhesive Dowel Strength in nh= 6 Anchor Rows: fKDü,k= 1.30 kN 

Number of Adhesive Dowel: neff = 6 x 2 x 4 = 48 Adhesive Dowel 

RKDü,k= 48 x 1,30 kN = 62.40 kN 

RKDü,d= 62.4 kN x 0,615 = 38,40 kN 

Recommendation: 

For the use class 2 multiply the load bearing capacity of the adhesive joint with a factor of 0.85. 

Numerous tests at the MPA Wiesbaden have confirmed the strength values for the adhesive dowels. 



©2010 Seite 12 von 22

2.4.7 Analysis of Strength in Net Cross Section 


Recommendation: 

As the smallest wooden cross section it is recommended for a square cross section with b x h = 80 x 

80 mm 2 , accordingly to 6400 mm 2 , or a round cross section with a diameter from d = 80mm, accordingly 

5026 mm 2 . The failure surface of a HSK ® -Pipe Connector is 371mm 2 . The largest cross section 

weakening is thus: 

Square Cross Section ηQ= 371/6400 = 0.06 

Round Cross Section ηR= 371/5026 = 0.07 

To be on the safe side and to account for the influence of the cross section weakening, the load bearing 

capacity of the rated wood can be multiplied with a factor 

ηN= 0.90 

2.4.8 Analysis of Lateral Tension in the Base Material 

In tensile load perpendicular to the wood grain, an analysis of the base material is to be conducted if 

the glued-in length is less than 0.7 of the component height. 



©2010 Page 13 of 22

2.5 Tension Perpendicular to the Rod Axis 

2.5.1 General 


Glued-in HSK ® -Pipe Connector with an applied load perpendicular to the rod axis can be measured as 

for conventional dowel pin, especially of Type A1/B1 (Apple Dowel). The following factors have an 

influence on the load bearing capacity perpendicular to the rod axis: 

- Diameter of the HSK ® -Pipe Connector 

- Thickness and Steel Grade of the Connector Parts 

- Angle of the Load Tension/Wood Grain 

- Compliance with the Minimum Distance 

- Wood Qualities (C 24, GL24 ...) 

- Bulk Density 

- Use Class of the Construction Components (Use Class 1) 

- Load Duration Class of the Tension (Load Duration Class = Medium) 

The design is carried out according to all applicable national standards or appropriate application 

document. 

2.5.2 Analysis in Tension Perpendicular to Rod Axis 

Failure in the Steel Components: FV,d ≤ RV,S,d 

Failure in the Wood: FV,d ≤ RV,d 

The Shearing Limit Va,R,d of a Threaded Bolt M16 is: 

Strength Class Shearing Limit Va,R,d [kN] 

4.6 43.9 

5.6 54.8 

8.8 87.7 

Dowel Type A1/B1 (Apple-Dowel) is so rigid that the available power is almost completely transferred 

from the dowel. This theory can also be applied to the HSK ® -Pipe Connector. The characteristic 

load bearing capacity of a HSK ® -Pipe Connector with dHSK= 50 mm in the grain direction can be 

calculated with the following equation: 

Rj,0,k= 0.035 x dHSK 1,5 



©2010 Seite 14 von 22


Minimum values of the characteristic load bearing capacity of wood perpendicular to the rod axis under 

consideration of the following terms: 

Load-Grain Angle α 

HSK ® -Pipe Connector Ø50 mm 

Char. Load Resistance in Tension Perpendicular to Grain (kN) 

° Ø 50 

0 12.37 

15 12.08 

30 11.33 

45 10.47 

60 9.71 

75 9.23 

90 9.07 

For simultaneous load from shear and pull the combined analysis is conducted in accordance to the 

following equation: 

(FV,d / RV,d) 2 + (Fax,d / Rax,d) 2 ≤ 1 



©2010 Page 15 of 22

2.6 Temperature Effect on Structural Safety 

2.6.1 General 


The design of load bearing structures for fire emergencies is to take into account the countries or project 

specific requirements. 

2.6.2 Requirements for the Adhesive Joint 

Connections that are used for load bearing structure of existential important must be calculated in accordance 

to the requirements for fire emergencies. The necessary strength of the adhesive joint in 

glued-in steel rods is analysed with: 

PURBOND ® CR421 up to 50°C 

and 

WEVO EP32S up to 60 °C. 

Preliminary tests at the MPA Wiesbaden have shown that the temperature level can also be carried by 

glued-in HSK ® -Pipe Connector. 

2.6.3 Design for Fire Emergencies 

The ISO-Standard Temperature Curve (ISO-Standard 834) shows a temperature difference of ∆T 

822°C after 30 minutes of fire exposure in fire room. 

For a period after 60 minutes, the temperature difference from ∆T 925°C is shown. 

If there is a request for the structure or the connection to have a fire resistance class F30B (R30) or 

F60B (R60), then necessary measures must be taken to ensure that the adhesive-specific temperature 

in the adhesive joints and in the steel rods is not exceeded. 

Furthermore it should be noted that the heat of the steel parts lying on the surface can be transferred to 

the steel parts lying on the inside. 

Up to an adhesive joint temperature of 45 o C a higher plastic shift occurred. 



©2010 Seite 16 von 22

2.7 Connection Distortion 

2.7.1 Tension in the Direction of the Rod Axis 


During an initial load effect until the complete power transfer effect, a plastic shift (slip) occurred. The 

information below is based on tests at the CTBA in Bordeaux with steel rods of Ø 16mm. 

Slip per Steel Rod: w≤ 215 kN/mm 

Shifting Module (Medium Values): Kser= 215 kN/mm 

Shifting Module (5%-Percentile Values): Kser,5%= 179 kN/mm 



©2010 Page 17 of 22

3. Installation Instruction for Bonding Steel Parts 

3.1 General 


The provisions provided by the adhesive manufacturers are to be followed in each case. Requirements 

during adhesion process to achieve maximum strength: 

Room Temperature: ≥ 20°C 

Material Temperature (Wood and Steel): ≥ 18°C 

Wood Moistness: ≤ 15% 

Connections which can cause structural failure of the load bearing construction elements are to be 

prepared with special care. The basic parameters must be comprehensively documented with an installation 

protocol. Additionally, it is recommended after agreement with the responsible engineer, to 

prepare a corresponding reference block or test specimen and to test the failure load until a fracture is 

determine. 

3.2 Drilling and Positioning of the HSK ® -Pipe Connector 

The drill-hole in the base material is to be created with special equipment. In positioning the HSK ® - 

Pipe Connector, it is to ensure that the rod is fully covered with adhesive in the base material. 

3.3 Proceeding 

1. Verify the wood humidity, room and surrounding temperature 

2. Compare the steel rod quality with the design specifications 

3. Make the holes for the steel rod and ventilation openings 

4. Clean the holes with compressed air and degrease the steel parts 

5. Bring and position the HSK ® -Pipe Connector 

6. Prepare the adhesive cartouche and the dispensing equipments 

7. Inject the adhesive 

8. Write installation report/protocol 

9. Wait for hardening 

10. Muster evenly the tightening torque of the parent compounds 



©2010 Seite 18 von 22

4. Examples of Application 


Joints for timber frame construction 

Built-in reinforcement 

Fastening points in plywood board for 

dynamic tests. 

Tension points for adhesive joints 



©2010 Page 19 of 22

5. Important Information on Liability 


This publication has been made with great care and accuracy. All information contained in here, information 

and references are based on basic principles, formulas and safety provisions pursuant to the 

technical instructions, operation and installation processes and further documentations of the TiCom- 

Tec GmbH, which are correct at the time of production. All information and values contained here are 

of average values after laboratory tests and other control terms and conditions. 

The user is automatically accountable for the appropriateness of the data under consideration of the 

terms and conditions of the application and inspection of relevant products. 

The user has to test, if the mentioned requirements and criteria are effective and conform to the building 

site. TiComTec GmbH can provide general instructions and advice for the selection of the right 

products for a special application and can therefore produce the conforming instructions for application 

but the customer/user is solely accountable. 

All products are in strict conformity with all actual instructions, which are to be released with application 

and written consent of TiComTec GmbH. The shipment of products and the consultation are to be 

carried out in general by the terms and conditions of TiComTec GmbH. TiComTec GmbH strives to 

independently further develop its productivity. Therefore we hold the rights to instructions; specifications 

etc. and have the right to make changes without notification. 

TiComTec GmbH takes no responsibility for indirect or direct defect or consequential damage, casualties 

or costs in relation to the application or because of the impracticality of application for anyone 

intended purpose. By implication, authorised representations for the application or the applicability for 

a specific purpose shall be explicitly excluded. 



©2010 Seite 20 von 22

6. Attachments 

6.1 Literature 


[1] François Colling: Holzbau - Grundlagen und Bemessungshilfen. 2.Auflage, 

Vieweg+Teubner, 2008, ISBN 978-3-8348-0259-0 

[2] François Colling: Holzbau – Beispiele. 2.Auflage, 


[3] Fördergesellschaft Holzbau und Ausbau GmbH: DIN 1052 Praxishandbuch Holzbau 2. überarbeitete 

Auflage, Beuth Verlag GmbH , 2010, ISBN 978-3-410-17176-8 

[4] Schneider K.-J.: Bautabellen für Ingenieure. 18.Auflage, 

Werner Verlag, 2008, ISBN 978-3-8041-5236-6 

[5] Helmuth Neuhaus: Ingenieurholzbau. 2.Auflage, 


6.2 Articles, Presentations, Reports 

[6] Bahmer, R.; Bathon, L. (2003): „Mut zu Neuem – 10 m frei spannende Holz-Beton-Verbund- 

Flachdecke“, Bauen mit Holz, Bruderverlag, Karlsruhe, 3/2003, Seite 21 – 25 

[7] Pörtner, Dr.-Ing. Carsten (2006): Untersuchungen zum Verbund zwischen eingeklebten stiftförmigen 

faserverstärkten Kunststoffen und Holz, Schriftenreihe Bauwerkserhaltung und 

Holzbau, UNI Kassel, ISBN-13: 978-3-89958-191-1 

[8] Bathon, L.; Bletz, O.; Schmidt, J. (2006): „Untersuchungsbericht Nr. 113-06 zur Tragfähigkeit 

von PUR-Klebstoffen unter Temperatureinfluss“, Fachhochschule Wiesbaden, Holzbaulabor 

[9] Bathon, L.; Bletz, O. (2008): „In Holz eingeklebte Verbindungsmittel aus Metall“, die neue 

quadriga 2/2008, Seite 13 - 18 

[10] Gehri, E.: (2009) Eingeklebte Anker – Anforderungen und Umsetzungen 

IHF 2009, Garmisch-Partenkirschen, Band 1 

[11] Bathon, L.; Bletz-Mühldorfer, O.; Schmidt, J.; Weber, M.; Weil, M. (2010) „Zur Temperaturbeständigkeit 

und Ermüdungsfestigkeit von in Holz eingeklebten Gewindestangen und Lochblechen“, 

die neue quadriga 2/2010, Seite 45 - 49 

[12] Bahmer, R.: (2010): Geklebte Stahl/Holz/Verbindungen – starre Verbindung mit geringer 

Querschnittsschwächung, Tagungsband 1. Internationale Holzbrückentage IHB 2010, Bad 

Wörishofen 



©2010 Page 21 of 22


6.3 Standard, Technical Approvals/Accreditations, Recommendations 

[12] Standard DIN 1052:2008-12: Concept, Calculation and Design for Timber Constructions – 

general design rules and design rules for building construction. 

Berlin: Beuth Verlag GmbH 

[13] General Building Authority Accreditation: Z-9.1-557. Wood-Concrete-Composite Systems 

with glued-in HBV-Shear Connectors. Valid until 04.07.2015 

TiComTec GmbH, D-63808 Haibach 

[14] General Building Authority Accreditation: Z-9.1-705. 

2K-EP Adhesive WEVO-Special Resin EP32S with WEVO-Accelerator B 22 TS 

For bonding steel rods into wooden materials valid until 31.01.2014 

WEVO-CHEMIE GmbH, D-73760 Ostfoldern-Kemnat 

[15] General Building Authority Accreditation: Z-9.1-707. 

2K-PUR-Adhesive PURBOND ® CR421 for bonding steel rods into wooden materials valid 

until 31.05.2015 

PURBOND AG, CH-6203 Sempach-Station 



©2010 Seite 22 von 22

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