HALFEN UNivErsAL CoNNECtioN Z HSC-B 01/15-eThe connection bars for the HSC-B Stud connection, type B (HSC-B) are screwed to one bar-end, or both bar-ends in the manufacturing plant

Z_HSC-B 11/15HALFEN UNivErsAL CoNNECtioN

Beton

Z HSC-B 01/15-eHALFEN UNivErsAL CoNNECtioN

Beton

This translation of the original German version of the National Technical Approval no. Z-21.8-1974 is

not authorized by the Deutsches Institut für Bautechnik. Technical assessment institute for construction products and methods: Deutsches Institut für Bautechnik (DIBt) (National and Federal State approved statutory public body) Member of the EOTA, UEAtc and WFTAO Kolonnenstrasse 30 B, D-10829 Berlin, Germany Tel.: +49 30 78730-0 | Fax: +49 30 78730-320 Email: [email protected] | www.dibt.de

NATIONAL

TECHNICAL

APPROVAL

Date: 06th January 2015

Reference number: 24-1.21.8-67/14

Approval number: Z-21.8-1974

Period of validity: from: 31st January 2015

until: 31st January 2020

Applicant: HALFEN GmbH

Liebigstrasse 14, 40764 Langenfeld

Object of approval: HALFEN Stud connector, type B (HSC-B)

The aforementioned construction product is herewith granted a national technical approval. This national technical approval comprises 7 pages and three Annexes with 11 pages. The aforementioned construction product was initially granted a national technical approval, (no. Z-15.6-284) on the 28th January 2010. Note: This translation of the original German version of the National Technical Approval no. Z-21.8-1974 is not authorized by the Deutsches Institut für Bautechnik.

National technical approval

no. Z-21.8-1974 page 2 of 7 | 6

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This translation of the original German version of the National Technical Approval (no. Z-21.8-1974) is not authorized by the Deutsches Institut für Bautechnik.

I. GENERAL PROVISIONS

1 This national technical approval verifies the usability and/or applicability of the aforementioned construction product in accordance with the Landesbauordnungen (‘Regional Building Codes of the German Federal States).

2 In so far that the national technical approval regulations require specialist knowledge and experience for persons entrusted with the manufacture of construction products and construction methods according to §17 chapter 5 of the model building code, it shall be noted that similar qualifications of other European Union member states which presume comparable knowledge and experience also suffice. This also applies, if necessary, to equivalent qualification in the context of the (EEA) European Economic Area treaty or other bilateral agreements.

3 The national technical approval does not replace any permits, approvals and certificates required by law for the execution of building projects.

4 The granting of this national technical approval does not affect the legal rights of any third party; in particular those pertaining to privacy laws.

5 The manufacturer and distributor of the aforementioned construction product must make copies of the national technical approval available to the purchaser i.e. the end-user irrespective of further regulations as stated in the “Specific Provisions”, and must give notice that the national technical approval for the product must be available at the point of application. Copies of the national technical approval must be made available to the respective authorities on request.

6 Reproduction of this national technical approval must be in full. Reproduction in excerpts requires the consent of the Deutsches Institut für Bautechnik. Text and drawings used in advertising material must not contradict the national technical approval. Translations of the national technical approval must include a disclaimer as follows "This translation of the original German version is not authorized by the Deutsches Institut für Bautechnik’” (Vom Deutschen Institut für Bautechnik nicht geprüfte Übersetzung der deutschen Originalfassung).

7 This national technical approval can be revoked at any time. The provisions of this national technical approval may be subsequently amended or modified, subject to technical progress.


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II. SPECIAL PROVISIONS

1 Construction product and intended use

The object of this national technical approval is the HALFEN Stud connector, type B (HSC-B) with reinforcing steel B500B, nominal diameter ds = 12, 14, 16, 20 or 25mm, single or double-sided bolt-on connection sockets according to national technical approval (no. Z-1.5-189) and the following additional conditions. Alternatively stainless reinforcing steel B500 NR, material classification no. 1.4571 or 1.4362 with a nominal diameter ds=12 mm or 14 mm may be used for the HSC-B.

HALFEN Stud connectors, type B (HSC-B) are used to connect steel corbels or steel beams to reinforced concrete elements, whereby single- and double-side connection layouts are permitted.

Application examples are provided in Appendix 1. In single-side connections layouts with socket bar anchorage using anchor heads according to the national technical approval (no. Z-21.8-1973) or anchorage with bent rebar shape is possible.

HALFEN Stud connectors, type B (HSC-B) may only be used in normal strength concrete. The concrete strength must be at least C20/25 but not more than C70/85.

HALFEN Stud connectors, type B (HSC-B) may be subjected to static, quasi-static and fatigue loads.

2 Provisions for the construction product

2.1.1 Material characteristics

The raw material used for socket bars must have the characteristics of ribbed reinforcing steel B500B according to DIN 488-1 or B500 NR (Material no. 1.4571 or 1.4362) according to the national technical approval.

The anchor heads must be as specified in national technical approval (no. Z-21.8-1973).

The connection sockets must be as specified in accordance with national technical approval (no. Z-1.5-189) and the data in the respective documents deposited with the DIBt and the approved inspection body. The materials used for connecting parts are listed in Appendix 2.

2.2 Manufacturing, packaging, shipment, storage and identification

2.2.1 Manufacturing

The connection bars for the HSC-B Stud connection, type B (HSC-B) are screwed to one bar-end, or both bar-ends in the manufacturing plant. Bolts according to annex 2, table 1, depending on the nominal diameter of the HSC-B are used on the connection side of the steel construction.

Only HSC connectors and sockets in accordance with the national technical approval as stated in section 2.1.1 of this document, and marked with the manufacturer`s identification code are allowed to be used.

2.2.2 Packaging, transport and storage

The sockets, threads of the bars and anchors must be packed, transported and stored in a manner to ensure they are protected against corrosion, mechanical damage and contamination prior to their intended use on the construction site.


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2.2.3 Marking

The shipping documents for the HALFEN Stud connectors type B (HSC-B) must be marked by the manufacturer with the conformity mark (Ü-mark) in accordance with the conformity mark regulations of the Federal states and include the nominal-diameter of the HSC-B. The marking may only be used if the conditions in accordance with section 2.3 are met.

2.3 Verification of conformity

2.3.1 General information

To confirm conformity of the construction product with the provisions of this national technical approval, a certificate of conformity must be issued for each manufacturing plant based on the factory production control and on a regular third-party control including an initial test of the construction product in accordance with the following provisions.

The manufacturer of the construction product must contract an approved certification body to issue a certificate of conformity and an approved inspection body to carry out third-party control including all relevant product testing.

The manufacturer is required to mark the construction product with a conformity mark (Ü-mark) including a declaration of the intended use if a certificate of conformity has been awarded.

The certification body must submit a copy of the certificate of conformity to the Deutsches Institut für Bautechnik for their records.

In addition, a copy of the initial test report must be submitted to the Deutsches Institut für Bautechnik.

2.3.2 Factory production controls

Each manufacturing plant must devise and implement a factory production control. Factory production control comprises the continuous internal control of the production exercised by the manufacturer in order to ensure that the construction products manufactured by him are in conformity with the provisions of this national technical approval. The factory production control shall include at minimum the following measures:

− Specification and testing of raw materials and components:

The manufacturer of HALFEN Stud connectors, type B (HSC-B) must ensure compliance with the required properties for reinforcement steel B500B in accordance with DIN 488-1 or B500 NR in accordance with the national technical approval, for the anchor heads in accordance with national technical approval (no. Z-21.8-1973) and for the sockets in accordance with the national technical approval (no. Z-1.5-189) and are marked with the manufacture-identification number and the Ü-mark.

− Factory production controls in accordance with national technical approval (no. Z-1.5-189), section 2.3.2.must be in place for the sockets.

The dimensions specified in the data sheet for ‘HALFEN Stud connectors, type B (HSC-B)’ must be checked; the specified tolerances therein are mandatory.

The results of the factory production control are to be documented and evaluated. The documentation must include at least the following:

− Identification of the construction product,

− Type of control or test,

− Production date and construction product test,

− Results of controls and tests and compared with the requirements,

− Signature of the person responsible for factory production control.


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The documents must be kept for at least five years and be submitted to the inspection body responsible for the third-party control. On request, these records must be made available to the Deutsches Institut für Bautechnik and to the responsible building authority (obersten Bauaufsichtsbehörde).

In case of unsatisfactory test results the manufacturer must take immediate action to resolve the deficiency. Construction products which do not comply with the requirements must be handled in a manner to ensure they cannot be mistaken for products complying with the requirements. After a problem has been resolved, the respective test must be repeated immediately, as far as this is technically feasible and necessary to verify that the deficiency has been eliminated.

2.3.3 Third-party control

In each manufacturing plant, factory production control must be reviewed at regular intervals, at least twice a year, by a third-party. Third-party control must include an initial test of the construction product. The respective approved inspection body is responsible for sampling and testing of the construction product.

The third-party control must include random sample testing. The appointed approved inspection authority is responsible for sampling and testing. The results of tensile tests must be evaluated and compared to the requirements of the quality control plan during the inspection of the factory’s production - control. In case of doubt the institute for third-party quality control will perform its own tests.

The results of the certification and third-party control must be kept for at least five years. On request, they must be made available by the appointed certification or inspection body to the Deutsches Institut für Bautechnik and to the responsible building authority (obersten Bauaufsichtsbehörde).

3 Provisions for dimensioning and design

DIN EN 1992-1-1 with DIN EN 1992-1-1/NA and DIN EN 1993-1-8 with DIN EN 1993-1-8/NA, as well as annex 2 and 3 apply during planning, detailing the structural design and calculating internal forces.

The verification of fatigue loading must be according to DIN EN 1992-1-1 and DIN EN 1992-1-1/NA section 6.8. As reference value for fatigue strength, the nominal diameter range of 12 to 20 mm a stress variation range ∆σRsk = 80 N/mm² for N=2·106 load cycles is to be assumed and for nominal diameter 25 mm a stress variation range ∆σRsk = 70 N/mm² for N=2·106 load cycles (see DIN EN 1992-1-1, figure 6.30). The tension stress exponents of the Wöhler line are to be assumed as k1 = 3.5 to 2·106 load cycles, k1 = 3 from 2·106 to 107 load cycles as well as k2 = 5.

4 Provisions for the execution

The minimum spacings as in annex 2 tab. 1 apply when installing the HALFEN Stud connectors, type B (HSC-B). Always ensure the minimum values are observed.


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Following standards and references are referred to in this national technical approval.


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− The data sheet is deposited at the Deutsches Institut für Bautechnik and the inspection body responsible for third-party control.

Andreas Kummerow

Head of division

National technical approval Deutsches Institut für Bautechnik

No. Z-21.8-1974 dated 06th

January 2015

Translation of the German original version of the National Technical Approval No. Z-21.8-1974 not authorized

by the Deutsches Institut für Bautechnik

Halfen Stud Connector Type B (HSC-B)

Appendix 1


Halfen Stud Connector Type B (HSC-B) for connection of steel corbels

Single-side connection arrangement HSC-B with anchor head bent HSC-B

Double-side connection arrangement HSC-B with double-sided bolt-on sockets

Halfen Stud Connector Type B (HSC-B) for connection of arbitrary steel elements (e.g. beams or cantilevers)

Single-side connection arrangement

HSC-B with anchor head bent HSC-B

Double-side connection arrangement HSC-B with double-sided bolt-on sockets

Application examples


No. Z-21.8-1974 dated 06th

January 2015

Translation of the German original version of the National Technical Approval No. Z-21.8-1974 not authorized

by the Deutsches Institut für Bautechnik


Appendix 2


The longitudinal reinforcement Asl,edge or Asl,between should be anchored above and below the end plate of the assembled steel element acc. to DIN EN 1992-1-1.

aij, edge

Asl, edge

Asl,between

bcol bcol

≥ aij,min

Structural boundary conditions Assembled steel element in accordance with DIN EN 1993-1-8 (e.g.: corbels, beams etc.):

Reinforced concrete elements in accordance with DIN EN 1992-1-1(e.g.: columns, walls, beams):

Table 1: Minimum distances, minimum longitudinal reinforcement and maximum hole diameter

1) Socket according to national technical approval no. Z-1.5-189, Material: 11SMn30+C (1.0715) according to DIN EN 10277-3 as well as X6CrNiMoTi17-12-2 (1.4571) or X2CrNiMo17-12-2 (1.4404) with Rp,0.2 ≥ 440 N/mm² and Rm ≥ 500 N/mm² according to national technical approval no. Z-30.3-6

2) Bolts according to DIN EN ISO 4014, DIN EN ISO 4016, DIN EN ISO 4017, DIN EN ISO 4018 respectively DIN EN 1993-1-8;hexagon socket bolts according to DIN EN ISO 4762, DIN 7984 or DIN 69121, bolts and threaded rods made of stainless steel according to national technical approval No Z-30.3-6

HSC-B Anchor socket1)

Bolt2)

Edge, hole distances Hole- Ø Longitudinal rebar

ds Spanner size SW

Socket length LM

max. screw-in depht

aij,edge aij,min u max dL Ø Asl,edge Ø Asl,between

[mm] [mm] [mm] [mm] [-] [mm] [mm] [mm] [mm] [mm] [mm] 12 19 36 16,5 M12 ≥ 40 30 ≥ 21 13,0 ≥ 12 ≥ 10 14 22 42 19,5 M14 ≥ 46 35 ≥ 21 15,0 ≥ 12 ≥ 10 16 24 48 22,5 M16 ≥ 50 38 ≥ 21 17,0 ≥ 12 ≥ 10 20 30 60 28,5 M20 ≥ 63 48 ≥ 27 21,0 ≥ 12 ≥ 12 25 41 75 36 M27 ≥ 86 66 ≥ 36 28,5 ≥ 20 ≥ 20

Screwed end-plate connection with two or more rows of bolts

dL

dL u

≥ aij,min ≥ aij,min ≥ aij,min

bc

Structural boundary conditions

1. Row Tension flange

2. Row Compression flange


No. Z-21.8-1974 dated 06th

January 2015

This translation of the original German version of the National Technical Approval no. Z-21.8-1974 is not authorized by the Deutsches Institut für Bautechnik


Appendix 3

Design and structural analysis in accordance with DIN EN 1992-1-1 and DIN EN 1993-1-8

1. Geometry und description

a) Connection of a corbel

b) Connection of an arbitrary steel element

Figure 1: Geometry of the connection arrangement, loads and static model

Design and structural analysis Page 1/9

LM

LM


No. Z-21.8-1974 dated 06th

January 2015



Appendix 3

2. Actions in section 1-1

Connection of a corbel: Design value of the vertical load:

EdEd FV = (1)

If friction force of bearing resulting from restraint deformations cannot be excluded, a horizontal load:

EdEd F2,0H ⋅≥ (2)

should be considered.

Connection of an arbitrary steel element (e.g. Beam or cantilever beam):

The design values of internal forces according to Fig. 1b) should be determined in the joint between the reinforced concrete element and the end plate (section 1-1).

3. Determination of tension force ZEd

Connection of a corbel:

0

0hEd

0

cEdEd z

zaH

z

aVZ

+

⋅+⋅= (3a)

with: VEd = Design value of vertical load HEd = Design value of horizontal load ac = Distance between vertical load to column edge ah = Distance between horizontal load to centroid of tensile reinforcement z0 = 0.9·d (lever arm of internal forces) d = Distance between centroid of tensile reinforcement to bottom edge of corbel face

plate

Connection of an arbitrary steel element (e.g. Beam or cantilever beam connection):

0Ed

0

EdEd z

d0,1h0,5N

z

MZ

⋅−⋅

⋅+= (3b)

with: MEd = Design value of bending moment NEd = Design value of axial load z0 = 0.9·d (lever arm of internal forces) d = Distance between centroid of tensile reinforcement to bottom edge of end plate h = Height of end plate



No. Z-21.8-1974 dated 06th

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Appendix 3

4. Determination of compression force DEd and friction force Vfr,Ed Connection of a corbel:

DEd = 0

cEd z

aV ⋅ (4a)

Connection of an arbitrary steel element (e.g.: Beam or cantilever beam):

DEd = 0

Ed0

Ed

z

h5,0dN

z

M ⋅−

− (4b)

Friction force Vfr,Ed for design verification of screws, sockets, local concrete blow-out failure:

infEdinf,Ed,fr DV µ⋅= (4c)

with: DEd = Compression force acc. to equation (4a) or (4b) µinf = Friction coefficient according to Table 2

Friction force Vfr,Ed for design verification of concrete blow-out failure

supEdsup,Ed,fr DV µ⋅= (4d)

with: DEd = Compression force acc. to equation (4a) or (4b) µsup = Friction coefficient according to Table 2

If friction is taken into account in design and design verification, it should be made sure through suitable means on site, that friction between the corbel face plate or the end plate of the connected steel element and positioning plate (steel / steel) can be transferred. By using the positioning plate the HSC-B are exactly placed during concreting. When a positioning plate is not existent or removed after concreting, the friction coefficients should be used for the case of concrete / steel.

Table 2: Friction coefficients for the verifications of elements in ULS

Friction coefficients Steel / Steel Concrete / Steel

µinf µsup µinf µsup Friction force applicable 0.1

0.2 0.2

0.45 Friction force not applicable 0 0

5. Design of Steel corbel or Steel beam and of the positioning plate

The design of the steel corbel or the steel element must be in accordance with DIN EN 1993-1-1, considering limit values for edge and axial hole spacings and hole-diameters, according to Appendix 2, table 1. Durable corrosion protection is achieved with hot dip galvanization in accordance with DIN EN ISO 1461. The positioning plate is not taken into account for structural design. Short term corrosion protection against rust damage is with zinc galvanization or sendzimir galvanization with a minimum coat thickness of ≥ 12 µm. For other applications, a durable corrosion protection is achieved with hot dip galvanization in accordance with DIN EN ISO 1461. If venting is required for concreting, an opening with a diameter d ≥ 4 mm should be provided in the centre of the plate.



No. Z-21.8-1974 dated 06th

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Appendix 3

6. Design of bolts

Bolts design is done in accordance with DIN EN 1993-1-1 for a N-V-Interaction. The minimum screw-in depth of the bolt into the socket is 1,0·d. Actions:

ZuggurtEdEd,ij nZN = (5)

with: Nij,Ed = Tension force per bolt ZEd = Tension force according to the equation (3a) or (3b) nZuggurt = Number of bolts in the tension flange

( ) nVVV inf,Ed,frEdEd,ij −= (6)

with: Vij,Ed = Shear load per bolt VEd = Design value of vertical load or shear force Vfr,Ed,inf = Friction force according to the equation (4c)

n = Total number of bolts

Resistance of a bolt under shear and/or tensile stress:

Sp2M

ub2Rd,ij A

fkN ⋅

γ

⋅= (7)

with: Nij,Rd = Tensile load resistance per bolt k2 = 0.9 fub = Ultimate tensile strength of the bolt ASp = Cross-section area of the bolt γM2 = 1.25 (Partial safety factor for the bolt)

Sp2M

ubvRd,ij A

fV ⋅

γ

⋅α= (8)

with: Vij,Rd = Transverse load resistance per bolt αv = 0.60 for bolts of property class 4.6, 5.6, 8.8

αv = 0,50 for bolts of property class 4.8, 5.8, 6.8, and 10.9 αv = 0.44 for bolts of property class 12.9

Verification:

0,1V

V

N

N2

Rd,ij

Ed,ij

2

Rd,ij

Ed,ij≤

+

(9)

By pretensioning the bolts, the maximum allowable prestressing forces for HSC-B must be taken into account: 31.1 kN for M12, 42.7 kN for M14, 58.6 kN for M16, 91.6 kN for M20 and 173.3 kN for M27. The maximum torque moments have to be determined according to the on-site structural conditions (friction coefficients).



No. Z-21.8-1974 dated 06th

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Appendix 3

7. Structural design of sockets

The structural design of the sockets is done in accordance with DIN EN 1993-1-1 with verification method of Elastic-Plastic (E-P).

Actions:

ZuggurtEdEd,ij nZN = (10)

with: Nij,Ed = Tensile force per bolt ZEd = Tensile force according to the equation (3a) or (3b) nZuggurt = Number of bolts in the tension flange

( ) nVVV inf,Ed,frEdEd,ij −= (11)

with: Vij,Ed = Shear force per bolt VEd = Design value of vertical load or shear force Vfr,Ed,inf = Friction force according to the equation (4c)

n = Total number of bolts

Resistance of a socket under shear and/or tensile stress:

The design values of the resistance Nij,Rd and Vij,Rd are shown in diagram 1; depending on the nominal diameter Øds of the HSC-B.

Verification: The design values of the actions Nij,Ed and Vij,Ed may not exceed the resistance curves of Diagram 1.

8. Verification of the local concrete failure

Action:

The existing shear force per socket Vij,Ed is calculated according to the equation (11).

Design value of local resistance:

( )5,0

2.0,pck2W

CRd,loc,c,ij RfS

44,1V ⋅⋅⋅

γ

= (12)

with: Vij,c,loc,Rd = Local shear resistance per socket SW = Spanner size of the socket see Appendix 2, table 1 fck = Characteristic cylinder strength of concrete under compression

(For concrete strength classes > C50/60, calculate with fck = 50 N/mm²) Rp,0.2 = 440 N/mm² (Characteristic yield strength of socket)

γC = 1.5 (Partial safety factor for concrete acc. to DIN EN 1992-1-1)

Verification:

0,1V

V

Rd,loc,c,ij

Ed,ij≤

(13)



No. Z-21.8-1974 dated 06th

January 2015



Appendix 3

Diagram 1: Design values of the load resistances Nij,Rd and/or Vij,Rd per socket, depending on the nominal diameter Øds of the HSC-B



No. Z-21.8-1974 dated 06th

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Appendix 3

9. Verification of the concrete edge failure

Action:

( )

2

VVV sup,Ed,frEd

Ed,concrete

+

= (14)

with: Vconcrete,Ed = Design value of shear force of the concrete edge below the end plate VEd = Design value of vertical load or shear force Vfr,Ed,sup = Friction force according to the equation (4d)

Design value of resistance in the case of concrete edge failure:

( )

25,0ckMc

cRd,concrete fLb15V ⋅⋅⋅

γ

α

⋅= (15)

with: Vconcrete,Rd = Resistance in case of concrete edge failure [N] bc = Width of the end plate or corbel face plate [mm] LM = Length of the sockets see Appendix 2, table 1 [mm] fck = Characteristic cylinder strength of concrete under compression [N/mm²] (For concrete strength classes > C50/60, calculate with fck = 50 N/mm²) γC = 1.5 (Partial safety factor for concrete acc. to DIN EN 1992-1-1) α = 0.85 (Reduction factor for consideration of sustained loading)

Verification:

0,1V

V

Rd,concrete

Ed,concrete≤

(16)

The resistance can be fully activated without any further suitable means, when the distance between the bottom of the end plate and/ or corbel face plate (compression zone) to the edge of the structural element in the direction of the shear load is at least 15 LM. Where the bottom edge of the structural element is unsupported, the full resistance can be activated, if the following conditions are fulfilled:

(a) the minimum edge distance of the outermost socket-row (compression zone) is limited to 20 cm,

(b) the complete shear load is taken up by a close to the edge hanger reinforcement loop (c) the shear load resistance is verified in accordance with DIN SPEC 1021-4-2 (CEN/TS 1992-4-

2(D)), section 6.3, equations (33) and (34) with dnom (effective external diameter) = Sw (spanner size of sockets acc. Appendix 2, table 1) and lf (effective anchor length) = LM (socket length acc. Appendix 2, table 1).

10. Design of splitting reinforcement

Splitting forces Zs1,Ed and Zs1,Ed,Zuggurt or Zs2,Ed,Druckgurt (acc. figure 2) below the socket-rows shall be taken up by splitting reinforcement (stirrups) acc. to DIN EN 1992-1-1 and/ or following DAStb-Issue 240. Geometry, designations und design rules The primary splitting reinforcement Asw,1 according to equation (18) has to be positioned beneath the sockets. The secondary splitting reinforcement Asw,2,Zuggurt and/ or Asw,2,Druckgurt acc. to equation (22) or (23) has to be positioned in compliance with the minimum spacings (Figure 2) and minimum stirrup diameter (table 3) in the area ds2 according to equation (21).



No. Z-21.8-1974 dated 06th

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Appendix 3

Table 3: Minimum diameter for stirrups

HSC-B Øs

Minimum diameter for stirrups of splitting reinforcement

[mm] [mm] 12 6 14 6 16 6

20 8

25 12

Figure 2: Splitting forces and splitting reinforcement Primary splitting reinforcement directly beneath the sockets

−⋅⋅=

max,ij

WEd,ijEd,1s a

S1V25,0Z (17)

with: Zs1,Ed = Design value of primary splitting force Vij,Ed = VEd / n

VEd = Design value of the vertical load or shear force n = Total number of bolts SW = Spanner size of the socket see Appendix 2, table 1 aij,max = Maximum spacing between two sockets in one row

aij

bcol bcol

Zs1,Ed

Zs1,Ed

Zs2,Ed,Zuggurt

Zs2,Ed,Druckgurt

VEd

Structural minimum distances [cm]

ds2

ds2


2. row compression zone

1. row Tension zone


No. Z-21.8-1974 dated 06th

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Appendix 3

yd

Ed,1s1,sw f

ZA = (18)

with: Asw,1 = Primary splitting reinforcement per socket-row

fyd = fyk / γs (Design value of tensile yield strength of B500A) fyk = 500 N/mm² (Characteristic value of tensile yield strength of B500A)

γS = 1,15 (Partial safety factor in accordance with DIN EN 1992-1-1)

Secondary splitting reinforcement in area ds2 below the tension and compression flange

−⋅⋅=

∑col

ijEdZuggurt,Ed,2s b

a1

2V

25,0Z (19)

−⋅⋅=

∑col

ijEd,concreteDruckgurt,Ed,2s b

a1V25,0Z (20)

with: Zs2,Ed,Zuggurt = Design value of secondary splitting force below tension flange Zs2,Ed,Druckgurt = Design value of secondary splitting force below compression flange VEd = Design value of the vertical load or shear force

Vconcrete,Ed = Design value of shear force of the concrete edge acc. to equation (14)

bcol = Width of column with ∑⋅≤ ijcol a3b

aij = Distance between two sockets in one row, see figure 2

ds2 = 2/3·bc (21) with: ds2 = Area below the sockets with secondary splitting reinforcement bc = Width of the corbel end plate or corbel face plate

yd

Zuggurt,Ed,2sZuggurt,2,sw f

ZA =

(22)

yd

Druckgurt,Ed,2sDruckgurt,2,sw f

ZA = (23)

with: Asw,2, Zuggurt = Secondary splitting reinforcement below tension flange Asw,2, Druckgurt = Secondary splitting reinforcement below compression flange

fyd = fyk / γs (Design value of tensile yield strength for reinforcement B500A) fyk = 500 N/mm² (Characteristic tensile yield strength for reinforcement B500A)

γS = 1,15 (Partial safety factor for reinforcement acc. to DIN EN 1992-1-1)

11. Verification of anchorage of tension reinforcement

For a single-side connection arrangement in a corbel or for a connected steel element, the anchorage of tension reinforcement has to be proved in according to DIN EN 1992-1-1 and DAfStb-Issue 525 and for anchor heads according to the national technical approval no. Z-21.8-1973 (HALFEN Stud Connector HSC) respectively.


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noteS ReGARDInG tHIS CAtALoGUetechnical and design changes reserved. The information in this publication is based on state-of-the-art technology at the time of publication. We reserve the right to make technical and design changes at any time. HALFEN GmbH shall not accept liability for the accuracy of the information in this publication or for any printing errors.

The Quality Management System of Halfen GmbH is certified for the locations in Germany, France, the Netherlands, Austria, Poland, Switzerland and the Czech Republic according to DIn en ISo 9001:2008, Certificate No. QS-281 HH.

Furthermore HALFen is represented with sales offices and distributors worldwide. Please contact us: www.halfen.com

Austria HALFEN Gesellschaft m.b.H.Leonard-Bernstein-Str. 101220 Wien

Phone: +43 - 1 - 259 6770 E-Mail: [email protected]: www.halfen.at

Fax: +43 - 1 - 259 - 6770 99

Belgium / Luxembourg HALFEN N.V.Borkelstraat 1312900 Schoten

Phone: +32 - 3 - 658 07 20E-Mail: [email protected]: www.halfen.be

Fax: +32 - 3 - 658 15 33

China HALFEN Construction Accessories Distribution Co.Ltd.Room 601 Tower D, Vantone CentreNo. A6 Chao Yang Men Wai StreetChaoyang District Beijing · P.R. China 100020

Phone: +86 - 10 5907 3200E-Mail: [email protected]: www.halfen.cn

Fax: +86 - 10 5907 3218

Czech Republic HALFEN s.r.o.Business Center ŠafránkovaŠafránkova 1238/1155 00 Praha 5

Phone: +420 - 311 - 690 060E-Mail: [email protected]: www.halfen-deha.cz

Fax: +420 - 235 - 314 308

France HALFEN S.A.S.18, rue Goubet75019 Paris

Phone: +33 - 1 - 445231 00E-Mail: [email protected]: www.halfen.fr

Fax: +33 - 1 - 445231 52

Germany HALFEN Vertriebsgesellschaft mbHLiebigstr. 14 40764 Langenfeld

Phone: +49 - 2173 - 970 - 0E-Mail: [email protected]: www.halfen.de

Fax: +49 - 2173 - 970 225

Italy HALFEN S.r.l. Soc. UnipersonaleVia F.lli Bronzetti N° 2824124 Bergamo

Phone: +39 - 035 - 0760711E-Mail: [email protected]: www.halfen.it

Fax: +39 - 035 - 0760799

netherlands HALFEN b.v.Oostermaat 37623 CS Borne

Phone: +31 - 74-267 14 49E-Mail: [email protected]: www.halfen.nl

Fax: +31 - 74-267 26 59

norway HALFEN ASPostboks 20804095 Stavanger

Phone: +47 - 51 82 34 00 E-Mail: [email protected]: www.halfen.no

Fax: +47 - 51 82 34 01

Poland HALFEN Sp. z o.o.Ul. Obornicka 28760-691 Poznan

Phone: +48 - 61 - 622 14 14E-Mail: [email protected]: www.halfen.pl

Fax: +48 - 61 - 622 14 15

Sweden Halfen ABVädursgatan 5412 50 Göteborg

Phone: +46 - 31 - 98 58 00E-Mail: [email protected]: www.halfen.se

Fax: +46 - 31 - 98 58 01

Switzerland HALFEN Swiss AGHertistrasse 25 8304 Wallisellen

Phone: +41 - 44 - 849 78 78E-Mail: [email protected] Internet: www.halfen.ch

Fax: +41 - 44 - 849 78 79

United Kingdom /Ireland

HALFEN Ltd.A1/A2 Portland CloseHoughton Regis LU5 5AW

Phone: +44 - 1582 - 47 03 00E-Mail: [email protected]: www.halfen.co.uk

Fax: +44 - 1582 - 47 03 04

United States of America HALFEN USA Inc.8521 FM 1976 P.O. Box 547Converse, TX 78109

Phone: +1 800.423.91 40E-Mail: [email protected]: www.halfenusa.com

Fax: +1 877.683.4910

For countries not listed HALFen International

HALFEN International GmbHLiebigstr. 14 40764 Langenfeld / Germany

Phone: +49 - 2173 - 970 - 0 E-Mail: [email protected]: www.halfen.com

Fax: +49 - 2173 - 970 - 849

ContACt HALFen WoRLDWIDeHALFen is represented by subsidiaries in the following 14 countries, please contact us:

Documents

HALFEN UNivErsAL CoNNECtioN Z HSC-B 01/15-eThe connection bars for the HSC-B Stud connection, type B (HSC-B) are screwed to one bar-end, or both bar-ends in the manufacturing plant