Expert Opinion

- Transiation -

.4IPAi BM3[ BRAUNSCHWEIG

Ma:erafo: anstatnt t.: fi 3usto55e, fi.‘ cias 3ajwese“

Mass va_ jrfl 3ra9Qscjtz

Document No.: (3394/595/1 3)— CM of 02/01/2014

Client: Hilti Entwicklungsgesellschaft mbHHiltistr. 6

86916 Kaufering

Order date:

Order Ref.:

Order received:

01/07/2013

Mr Giessmann

01/07/2013

Subject: Hilti HIT-HY 200-R injection systems placed in reinforcedconcrete to be assessed for their reaction to fire for determination of the fire resistance time when exposed to astandard temperature-time curve (ETK) fire in accordancewith DIN EN 1363-1 : 1999-10

Basis for assessment: See section 1

This Expert Opinion consists of 12 pages, in rand 25 annexes.

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This Expert Opinion may not be circulated unless as a complete text without any alterations. Excerpts und abridged versions Of thia document are subject toapproval in wnting ot MPA Braunschweig. Translations of this document that are made without the approval of the Tesling House must bear the note translation of the German original not examined by the Materials Testing lnstitute in Braunschweig. The first sheet of this document und the Page carrying thesignatures bear the official atamp of MPA Braunschweig. Documents that do not carry a signature und the official starnp are invalid. The test matenal has hasbeen fully used.

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MPA BRAUNSCHWEIGPage2I ExpertOpinion No. (3394/595/13)—CM of 02/01)2014 1 TU BRAUNSCHWEIG

Contents

1 Background and commission 2

2 Description of the systems 3

3 Assessment regarding fire resistance Urne as a function of the maximum HiItiHIT-HY 200-R injection system loading in connection with reinforced-concretemembers 5

3.1 Assessment regarding fire resistance time as a function of maximum loading in afire (tensile bad) 5

3.1.1 Load bearing capacity for steel failure in a fire (tensile bad) 53.1.2 Load bearing capacity for puIl-out in a fire (tensile bad) 63.1.3 Load bearing capacity for concrete faibure / concrete cone failure in a fire (tensile

bad) 73.1.4 Load bearing capacity for splitting failure (tensile bad) 73.2 Assessment regarding lire resistance time as a function of maximum boading in a

fire (shear bad) 83.2.1 Load bearing capacity for steel failure in a fire (shear bad) 83.2.2 Load bearing capacity for concrete failure (shear bad) 8

4 Assessment regarding fire resistance time as a function of maximum boading in afire (bonded anchorwith reinforcing steel; post-installed connection) 10

5 Specialnotes 10

Listofannexes 12

1 Background and commission

With their better of 01/07/2013, Hibti Entwicklungsgesellschaft mbH commissioned the MPA Braunschweig to prepare an Expert Opinion for Hibti HIT-HY 200-R njection systems in connection withreinforced concrete members that are subjected to a fire from one side.

The Expert Opinion is based on the tests made for Hibti HIT-HY 200-R injection systems in connection with reinforced-concrete members, which were exposed to a standard temperature-time curvefire in accordance with DIN EN 1363-1 : 1999-1 0.

The fobbowing documents were used as a basis for the Expert Opinion:

[1] DIN EN 1363 -1: 1999-10; fire resistance tests — part 1: general requirements,

[21 European Technicab Report TR 020 : 2004-05, Evaluation of Anchorages in Concrete concerning Resistance to Eire,

[3] CENITS 1992-4-1: 2009-5, Design of fastenings for use in concrete - Part 1: General (prestandard),

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Page 3! ExpertOpinion No(3394/595/13)—CMof 02/01/2014 1 TU BRAUNSCHWEIG

[4] Betonkalender 2012: Infrastruktur, Befestigungstechnik, Eurocode 2,

[5] Test Report No. (3145/411/11), prepared by MPA Braunschweig,

[6] Test Report No. (PB 3.2/11-161-1), prepared by MFPA Leipzig,

[7] Test Report No. (EEM 11 26033756), prepared by CSTB,

[8] The clients technical data sheets for the Hilti HIT-HY 200-R injection systems,

[9] Simulation computations for the Hilti HIT-HY 200-R injection system (documentation filed in

the MPA Braunschweig archive),

[10] ETA-11/0493 of 20/06/2013, Hilti HIT-HY 200-R injection system, prepared by the Germanapproval authority, DIBt Berlin,

[11] ETA-12/0006 of 20/06/2013, Hilti HIT-HY 200-R injection system with HIT-Z (-R), prepared bythe German approval authority, DIBt Berlin.

The Hilti HIT-HY 200-R injection systems are designed on the basis of fire tests performed incracked and uncracked reinforced concrete, due consideration given to the simulation made torthe Hilti HIT-HY 200-R injection system, the investigations made tor the high-temperature behaviourof the Hilti HIT-HY 200-R mortar, and on the basis of current design rules and regulations. TheTechnical Rules and Regulations and the Technical Specifications, which provide details primarily tormechanical fastenings that are suited under cracked conditions in connection with reinforcedconcrete members in a fire, do not yet offer a complete design concept for chemical fastening Systems. At the moment, a building code attestation (e.g. ETA) that would provide details for the HiltiHIT-HY 200-R injection systems in the event of a fire is not available. The approvals that are listedabove only contain specifications tor normal service conditions at normal temperatures.

2 Description of the systems

The systems that are assessed for the purpose of this Expert Opinion consist of the Hilti HIT-HY200-R mortar and anchor rods or reinforcing steel that are required from case to case. The anchorrods are made from electrogalvanised steel / stainless steel. The reinforcing steel bars are madefrom mild steel (normally B500-B in accordance with DIN 488-1 : 2009-8). The principle of action ofthe products is based on the bond between the steel components (anchor rods or reinforcing steel),

the Hilti HIT-HY 200-R mortar and the reinforced-concrete base (strength classes C20/25 to050/55). For a more detailed description of the system, reference is made to the above approvals

([101 and [11]).

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Table 1: Hilti HIT-HY 200-R injection System fl connection with Hilti anchor rods (bonded anchor

action)

Hilti HIT-HY 200-R Anchor rod dimension

injection system (stress cross section A [mm])

Type ofanchorrod M8 M1O M12 M16 M20 M24 M27 M30

(36.60) (58.00) (84.30) (157.00) (245.00) (353.00) (45900) (561.00)

HIT-V (strength dass 5.8) M8 to M30

HIT-V (strength dass 8.8) M8 to M30

HIT-V-R (strength dass A4-70) M8 to M30

HIT-Z (strength dass 6.8) M8 to M20

HIT-Z-R (strength dass A4-70) M8 to M20

Table 2: Hilti HIT-HY 200-R injection System in connection with reinforcing steel (bonded anchor

action in accordance with TR 029)

Hilti HIT-HY 200-R Reinforcing steel dimension

injection system

Steel details 8 mm 10 mm 12 mm 16 mm i 20 mm 24 mm 30 mm

Reinforcing steel bars, mild steel 8 mm to 30 mm

(normally B500-B in accordance

with DIN 488-1 : 2009-8)

For further details of the systems, reference is made to the annexes, the Hilti installation instructions

tor the Hilti HIT-HY 200-R injection system, and the approvals !isted above.

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3 Assessment regarding fire resistance time as a function of the maximum HiltiHIT-HY 200-R injection System Ioading in connection with reinforced-concretemembers

The Hilti HIT-HY 200-R injection systems, consisting of the Hilti HIT-HY 200-R mortar and the steel

elements required from case to case (anchor rod, threaded bolt or reinforcing steel), can be as

sessed for their fire resistance time on the basis of the existing fire performance approvals in con

nection with reinforced concrete structures.

As long as no other requirements have been specified, the following ratings can be used with a

safetyfactor‘ym,t, = 1.0.

3.1 Assessment regarding fire resistance time as a function of maximum Ioading ina fire (tensile bad)

The above-mentioned systems were assessed for their fire resistance time as a function of maxi

mum loading in a fire (centric tensile bad) with respect to steel failure and bond failure (pulling out of

the anchor bar) on the basis of fire tests that had been performed based on Technical Report

TR 020 : 2004-05 in cracked and uncracked reinforced concrete. In addition, the maximum loading

was determined as a function of the corresponding fire resistance time, due consideration given to

simulation computations for the Hilti HIT-HY 200-R injection system and an analysis of the high

temperature behaviour of the Hilti HIT-HY 200-R mortar.

NRd,ucr,fi(t) = for uncracked reinforced concrete (annexes 5 to 13)

NRdCCf(t) = for cracked reinforced concrete (annexes 14 to 22)

NRdfl(t) = is the rated value determined for Hilti HIT-HY 200-R injection Systems ifl reinforcedconcrete (strength classes C20/25 to C50/55) as a function of the fire resistancetime. This value considers the steel failure values (section 3.1.1) and pull-out (section 3.1.2), and the safety factor Ymfi = 1 .0.

3.1.1 Load bearing capacity for steel failure in a fire (tensile bad)

For the purposes discussed here, the bad bearing capacity respecting steel failure describes the

characteristic resistance of the steel components (anchor bars, threaded bolts) of the Hilti HIT-HY

200-R injection system under tension in a standard temperature-time curve fire attacking one side of

the system in accordance with DIN EN 1363-1 : 1999-1 0. Steel failure becomes decisive as soon as

the bond strength of the Hilti HIT-HY 200-R injection systems exceeds the characteristic resistance

respecting steel failure. Load bearing capacities beyond the steel faibure of the Hilti HIT-HY 200-R

injection system cannot be specified.

MPA BRAUNSCHWEIGPage 61 EpertOpinion No. (3394/595/13)—CM ofO2JOl/2014 1 TU ORAU NSCHWEIG

The tensile stress of the steel components (anchor rods, threaded bolts) is calculated with a view to

the stress cross section A of the corresponding diameter.

NRk,Sf(t) = see also annexes 5 to 22 (highlighted in grey)

NRk,,5(t) = characteristic resistance for steel failure for Hilti HIT-HY 200-R injection systems inreinforced concrete (strength classes 020/25 to 050/55) as a function of fire resistance time. These values are high-lighted in grey in the tables).

3.1.2 Load bearing capacity for puII-out in a fire (tensile bad)

The bad bearing capacity respecting bond failure (anchor pull-out) describes the characteristic resis

tance of the Hilti HIT-HY 200-R injection system (anchor rod in connection with the mortar) and the

reinforced-concrete base (strength classes C20/25 to C50155) when exposed to tensile loads in a

standard temperature-time curve fire attacking one side of the system in accordance with

DIN EN 1363-1 : 1999-1 0. The bond strength is influenced by temperature. In the event of a fire,

there are temperature gradients abong the element anchoring depth. The bad bearing capacity of the

anchor is limited either by the bond, the concrete or steel failure. From a certain anchoring depth,

steel failure can become decisive. Higher bad bearing capacities cannot be specified.

Which of the failure modes (sections 3.12.1 to 3.1.2.2) will become decisive has to be determined

on the basis of the given installation conditions.

3.1.2.1 Load bearing capacity for bond failure (anchor pull-out) in the uncracked reinforced concrete (strength classes 020/25 to 050/55)

NRkpucrfi(t) = in accordance with annexes 5 to 13

NRkf(t) characteristic resistance for bond failure of the Hilti HIT-HY 200-R injection Systems in uncracked reinforced concrete (strength classes 020/25 to 050/55) as afunction of fire resistance time

3.1.2.2 Load bearing capacity for bond failure (anchor pull-out) in the cracked reinforced concrete (strength classes 020/25 to 050/55)

NRk,cr,fi(t) = in accordance with annexes 14 to 22

NRk,crti(t) =‘ characteristic resistance for bond failure of the Hilti HIT-HY 200-R injection systems in cracked reinforced concrete (strength classes 020/25 to C50/55) as a function of fire resistance time

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3.1.3 Load bearing capacity for concrete failure 1 concrete cone failure in a fire (tensile bad)

For the purposes discussed here, the bad bearing capacity respecting concrete failure describes the

characteristic resistance of the Hilti HIT-HY 200-R injection System fl connection with the reinforced

concrete base (strength ciasses 020/25 to 050/55) as a function of the position and installation of

the anchors under tension in a standard temperature-time curve fire attacking one side of the system

in accordance with DIN EN 1363-1 1999-10. Concrete failure becomes decisive, as soon as the

boad-bearing capacity of the base in connection with the fastening means is no bonger adequate.

The failure mode “concrete cone faibure“ can be assessed on the basis of CEN/TS 1992-4-

1: 2009-5, Annex D (Informative).

Length of fire exposure 90 minutes:

‚i0 — k ‚ nn iO < „.10IN Rk,c,fi(90) — ‘‘ef‘ JV X ‘ RK,c(90) “ RK,c

Length of fire exposure 90 120 minutes:

N°Rk.C,fl(12o) = 0.8 X hef/200 X N°RK.c(120) N0i<,c

hef = effective anchoring depth of the Hibti HIT-HY 200-R injection system in accordancewith the corresponding approvals ([10] and [11]). The expression used for the HiltiHIT-HY 200-R injection system in connection with HIT-Z (strength dass 6.8) andHIT-Z-R (strength dass A4-70) anchor rods is hnom (instead of hef).

N°Rk = initial value of the characteristic resistance of the Hilti HIT-HY 200-R injection System in accordance with the corresponding approvabs ([10] and [11]).

If fastenings are bocated near edges in a fire, the critical centre / edge distance has to be accounted

for with 5cr,N = 2Ccr,N = 4het for concrete faibure. Additional parameters (geometry, spalling, eccentricity,

position within the member and other influencing factors) may have to be separateby accounted for.

3.1.4 Load bearing capacity for splitting failure (tensile bad)

Verification of splitting failure (without fire exposure) is made on the basis of the buibding code ap

provals ([10] and [11]). Up-to-date technical standards do not require any verification under condi

tions of a fire, because it is assumed that the reinforcement will take the splitting forces.

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3.2 Assessment regarding fire resistance time as a function of maximum Ioading ina fire (shear bad)

The above-mentioned systems were assessed for their fire resistance time as a function of maxi

mum Ioading in a fire (shear bad). The assessment has been performed based on sector 3.1

Vpdf(t) NRd,f(t) (see also annexes 5 to 13 and annexes 14 to 22)

VRd,fI(t) = is the rated value determined tor Hilti HIT-HY 200-R injection systems in reinforcedconcrete (strength classes C20125 to 050/55) as a function of the fire resistancetime. This value considers the values in section 3.1.1 and the safety factorYmfi 1.0.

3.2.1 Load bearing capacity for steel failure in a fire (shear bad)

If the centre and edge distances are so large that steel failure can be the failure mode, the bad val

ues in secUon 3.1 can also be transferred to anchors that are subjected to lateral boads.

VRKS,fl(t)

VRk,fi(t) :i» characteristic resistance tor steel failure tor HiIti HIT-HY 200-R injection systems inreinforced concrete (strength classes 020/25 to 050/55) as a function of fire resistance time.

3.2.2 Load bearing capacity for concrete failure (shear bad)

For the purposes discussed here, the bad bearing capacity tor concrete failure describes the char

acteristic resistance of the Hilti HIT-HY 200-R injection system in connection with the reinforced con

crete (strength classes 020/25 to 050/55) as a function of the position and installation of the anchors

under tension in a standard temperature-time curve fire attacking one side of the system in accord

ancewith DIN EN 1363-1 :1999-10.

Concrete failure becomes decisive, as soon as the Ioad-bearing capacity of the base, in connection

with the fastening means, is no bonger adequate and/or the required fire resistance time of the rein

forced-concrete structure can no bonger be complied with.

3.2.2.1 Resistance tor concrete failure / concrete pry-out failure under shear boads

Rating tor the faibure mode concrete pry-out can be made on the basis of CEN/TS 1992-4-1 : 2009-5,

Annex D (Informative).

= k x NRk(9o)

V°Rk,P,fi(12O) k x NRk,C,8(120)

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k value = coefficient for the Hilti HIT-HY 200-R injection system in accordance with the corresponding approval ([10] and [11])

NRk,C,fI(go) = see section 3.1 .3

Additional parameters (geometry, spalling, eccentricity, position within the member and other influ

encing factors) may have to be separateiy accounted for.

3.2.2.2 Resistance tor concrete faiiure / concrete edge failure (shear bad)

Rating tor the failure mode “concrete edge failure“ can be made on the basis of CEN/TS 1992-4-

1: 2009-5, Arinex D (Informative).

—

V Rk,c,fi(90) — i.J. X V Rk,c

V°Rk,C,f(12o) = 0.20 X

V°Rk,C = initial value of the characteristic resistance of the Hilti HIT-HY 200-R injection system in cracked reinforced concrete in accordance with approvabs ([10] or [11]).V°Rk,C can be determined in accordance with TR029 or CENfTS 1992-4-1 2009-5.

Additional parameters (geometry, spalling, eccentricity, position within the member and other infbu

encing factors) may have to be separateby accounted for.

MPA BRAUNSCHWEIG 1I4\l‘1.Page 101 Expert Opinion No. (3394/595/13)—CM of 02/01/2014 1 TU BRAUNSCHWEIG

4 Assessment regarding fire resistance time as a function of maximum Ioading in afire (bonded anchor with reinforcing steel; post-installed connection)

In applications (post-installed rebar connection: e.g. waII/floor connection) in which the Hilti HIT-HY

200-R injection system is used together with reinforcing steel (bonded anchor action in accordance

with TR029), the steel members are not directly exposed to the fire. In this case, the failure respect

ing the Hilti HIT-HY 200-R injection system is a bond failure. The system that is described here does

not meet the requirements that a rebar application with the corresponding starter bars has to con

form with. The reinforcing steel can in this case not be connected with the existing reinforcement

(which is what EC2 requires), and so it can only be accounted for as a bonded anchor“. The con

nected reinforced-concrete member is not covered by of this Expert Opinion. Proof of the fire resis

tance dass of the connected reinforced-concrete member must be given in accordance with EC2,

due consideration being given to the necessary concrete cover in the event of a fire.

NRdf(t) = application as a bonded anchor in reinforced concrete in accordance with

annexes 23 to 25

NRdf(t) = rated value for Hilti HIT-HY 200-R injection systems in reinforced concrete(strength classes 020/25 to C50/55) as a function of the fire resistance time. Thisvalue considers the steel failure values (section 3.1.1) and pull-out (section 3.1.2),and the safety factor Ymfi = 1 .0.

5 Special notes

5.1 This Expert Opinion does not replace the required building code attestation (Building Code

Test Certificate, National Technical Approval, ETA).

5.2 The above assessment only applies to Hilti HIT-HY 200-R injection systems in connection with

reinforced-concrete members, due regard given to the conditions specifled in the client‘s tech

nical data sheets.

5.3 The assessment for the Hilti HIT-HY 200-R injection systems only applies in connection with

reinforced-concrete systems that are subjected to a fire from one side, and that can at least be

classified into the fire resistance dass that corresponds to that of the injection system.

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5.4 The rating of the HiIti HIT-HY 200-R injection systems relates to the fastening means in connection with reinforced-concrete members that are subjected to a standard temperature-timecurve fire in accordance with DIN EN 1363-1 1999-10 from one side. When more than oneside are exposed to a fire of max. 90 minutes, the rated values may be applied only, if the steelfailure becomes decisive, the fire resistance dass of the reinforced-concrete member is notadversely affected, and a distance of c 300 mm and c 2hef is maintained between the HiltiHIT-HY 200-R injection system and the edge.

5.5 The validity of this Expert Opinion will expire on 02/01/201 9.

This document is the translated version of Expert Opinion (3394/595/13) — CM dated 02/01/2014.The legally binding text is the aforementioned German Expert Opinion.

R Dr.-lng. Blmeeputy Head of Department

DipI.-lng. MaertinsEngineer/official in charge

2014

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List of annexes

Annex 1: Technical details for the Hilti HIT-HY 200-R injection system

Annex 2: Technical details for the Hilti HIT-HY 200-R injection System

Annex 3: Technical details for the Hilti HIT-HY 200-R injection system

Annex 4: Technical details for the Hilti HIT-HY 200-R injection System

Design tables: Hilti HIT-HY 200-R injection system in connection with Hilti anchor rods:

Annexes 5-7: uncracked concrete, HIT-V (5.8)

Annex 8-10: uncracked concrete, HIT-V (8.8) or HIT-Z (6.8)

Annex 11-13: uncracked concrete, Design HIT-V-R (strength dass A4-70) or H)T-Z-R (A4-70)

Annex 14-16-: cracked concrete, HIT-V anchor rods (5.8)

Annex 17-19: cracked concrete, HIT-V (8.8) or HIT-Z (6.8)

Annexes 20-22: cracked concrete, HIT-V-R (A4-70) or HIT-Z-R (A4-70)

Design tables: Hilti HIT-HY 200-R injection system in connection with reinforcing steel bar:

Annex 23-25: Reinforcing steel bars, mild steel (normally B500-B in accordance with DIN 488-

1: 2009-8)

MPA BRAUNSCHWEIGAnnex 1 ExpertOpinion No (3394/595/13)—CM of 02/01/2014

.MPAI 8Mb TU

-‚4

81012

16

20

101214161820222528303235

1012

16

2016

20

387551

2427

302430

28303235

38755228 2530 2532 3235 32

F]

-4.. .01...56... 10

11...20

21...3031...40

40 minl5min

9 min6min

14...2324.. .32

33.. .4142.. .5051...68

69.. .8687...104

20 h7h

3h2hih

ih

ih

40 minl5min

9 min6min

2hih

ih

ih

MPA BRAUNSCHWEIGAnnex 2 Experl Opinion No. (3394/595/13)—CM of 02/01/2014

HIT-V, -F, -R, HAS, -E

.MPAI BM TU BRAUNSCHWEIG

hei / hei std

Tf9Yr

d0 Id

d1[mm] HIT-V,-F,-R,HAS, -E M8 M1O M12 M16 M20 M24 M27 M30

d11 11 14 16 20* 24* 28* 32* 35*

df2 9 12 14 : 18 22 26 30 33

60...16060.. .20070.. .24080.. .32090...40096...480 200108...540 270120...600 300M30 35 1 270

*

4PA1 TU BRAUNSCHWEIG

d1[mm] HIT-Z, -Z-R M8 M10 M12 M16 M20

df1 j 11 14 16 20* 24*

df2 1 9 12 14 18 22

MPA BRAUNSCHWEIGAnnex 3 1 Expert Opinion No. (3394/595/13)—CM of 02/01)2014

HIT-Z, -Z-R

M20 1 22

60... 9660...12060...14496...192100...220 150

*

MPA BRAUNSCHWEIGAnnex 41 Expert Opinion NO. (3394/595/13)—CM of 02/01/2014

.MPAI BMb TU BRAUNSCHWEIG

Reinforcing steel bars, mild steel (normally B500-B in accordance with DIN 488-1 : 2009-8))

ødo[mm] het[mm]0 d [mm]

_____ _______

8101216202430

12141620253237

60...16060.. .20070.. .24080.. .32090.. .40096...480

120...600

MPA BRAUNSCHWEIG Il14Annex 5 ExpertOpinon No. (33941595/13)—CM of 02/01/2014 1 TU BRAUNSCHWEIG

HIT-V (strength dass 5.8) uncracked reinforced concrete

anchoring Anchor rod (ire resistance Urne [minutesj as a function of maximum Ioadingdepth dimension [kN] in a fire (centric tensHe bad)[mm]

30 60 90 120k kI 1)

e[ ncr‘ ‘‘Rd,fi(t)

60 0.69 0.23 0.15 0.11

65 0,94 0.29 0.18 0.13

70 1,20 0.37 0.22 0.16

80 1,20 0.60 0.33 0.23M8

100 1,20 0.90 0,60 0,40

110 1,20 0,90 0.60 0.40120 1,20 0.90 0.60 0,40

160 1.20 0,90 0.60 0.40

60 0.73 0.26 0,17 0,13

70 1.30 0.40 0.25 0.18

80 2,00 0.64 0.36 0.26

90 2,00 1.01 0.53 0.37Mb

100 200 1,50 0.78 0.53

125 2,00 1.50 1,00 0,80

150 2,00 1,50 1.00 0,80

200 2,00 1,50 1.00 0,80

60 0.78 0.28 0.19 0.15

70 1.34 0.44 0.27 0.21

80 2.25 0.67 0.39 0.29

85 2.87 0.84 0.47 0.35

90 3,00 1.04 0.57 0.41

95 M12 3,00 1.29 0.68 0.48

100 3,00 1.59 0.82 0.57

110 3,00 2,40 1.19 0.78

120 3,00 2,40 1,70 1.09

150 3,00 2,40 1,70 1,30240 3,00 2,40 1,70 1,30

1) see also seclor 3.1

MPA BRAUNSCHWEIGAnnex 61 Experl Opinion No. (3394/595/13)—CM of 02/01/2014

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anchoring Anchor rod (ire resistance time [minutes] as a function ot maximum oadingdepth dimension [kNj in a (ire (centric tensile load‘[mm]

30 60 90 120

h/hr,‘j.

80 2.32 0.74 0,44 0.3495 4.50 1.32 0,74 0.54

105 8.20 1.95 1.04 0.73

110 6.20 2.35 1.23 - 0.84

120 6,20 3.39 1.72 1,14

130 6.20 4.84 2.40 1.55

135 M16 6.20 5.00 2.84 1.80

145 6,20 5.00 3.80 2.44160 6,20 5.00 3.80 3.20180 6,20 5.00 3,80 3.20

200 6.20 5,00 3,80 3.20220 6,20 5,00 3,80 3.20

320 6,20 5,00 3.80 3,20

90 3.79 1.15 0.68 0.51100 5.62 1.65 0.93 0.68

120 9,70 3.35 1.75 119

130 9,70 4.68 2.38 1.58140 9,70 6.46 3.24 2.09

150 M20 9,70 7,80 4.37 2.77

160 9.70 7.80 5.87 3.66170 9,70 7,80 6.00 4.82

180 9,70 7,80 6.00 5.00200 9,70 7,80 6.00 5,00400 9,70 7,80 6.00 5,00

II see also sector 3.1

HIT-V (strength dass 5.8) uncracked reinforced concrete

MPA BRAUNSCHWEIG MAnnex 7 Expert Opinion No. (3394/595/13)—CM of 02/01/2014 1 J TU BRAUN SCHW E 0

HT-V (strength dass 5.8) uncracked reinforced concrete

anchoring Anchor rod [ire resistance time [minutes] as a function o[ maximum Ioadingdepth dimension [kN] in a [ire (centric tensile bad)[mm]

30 60 90 120

h)hr.o,T, — NRdf‘

110 9.81 2.89 1.45 1.02

120 13.67 3.73 1.95 1.33

145 14,00 8.05 4.02 2.59

155 14.00 10.71 5.32 3.37M24

170 14,00 11,30 7.98 4.97

180 14,00 11,30 8.60 6.40

190 14.00 11.30 8.60 7.20

480 14.00 11.30 8,60 7,20

120 12,97 3.53 1.89 1.31

135 18.30 5,56 2.86 1.92

160 18.30 11.25 5.62 3.58

175 18,30 14.70 8,29 5.19

190 M27 18,30 14.70 11.20 7.44

205 18,30 14,70 11.20 9.40

215 18.30 14,70 11,20 9.40

230 18,30 14,70 11,20 9,40

540 18,30 14,70 11,20 9,40

135 22.30 6,29 3.19 2.12

150 22.30 9.50 4.73 3,05

180 22.30 17.90 10.03 6.23

195 M30 22.30 17,90 13,60 8.80

210 22.30 17,90 13.60 11,50

250 22.30 17.90 13,60 11.50

600 22,30 17.90 13,60 11,501) see also seotor 3.1

MPA BRAUNSCHWEIGAnnex 8 1 Expert Opinion No. (3394/595/13)—CM ot 02)0112014

MPABM TU BRAUNSCHWEIG

60

70

80

90

1 00

125

1 50

200

0.73

1.30

2.22

3.40

3,40

0.26

0.40

0.64

1.01

1.57

2,40

2,40

2,40

0 17

0.25

0.36

0.53

0.78

1.40

1,40

1,40

0.13

0.18

0.26

0.37

0.53

0,90

0,90

0,90

anchoring fire resistance time [minutes] as a funCtion of maximum Ioadingdepth Anchor rod [kN] in a fire (centriC tensile bad)[mm] dimension

30 60 90 120

he/hyj0,- N90,

60 0.69 0.23 0.15 0.11

65 0.94 0.29 0.18 0.1370 1.25 0.37 0.22 0.16

80 2,10 0.60 0.33 0,23M8100 2,10 1,50 073 0.47110 2.10 1,50 0,90 0.50

120 2,10 1.50 0,90 0.50160 2.10 1,50 0.90 0.50

60 0.78 0.28 0.19 0.1570 1.34 0.44 0.27 0.21

80 2,25 0.67 0.39 0.2985 2.87 0.84 0.47 0,35

90 3.63 1.04 0.57 0,41

95 M12 4.57 1.29 0.68 0.48

100 4,90 1.59 0.82 0.57110 4,90 2.40 1.19 0.78

120 4,90 3.50 172 1.09150 4,90 3.50 2,00 1,30240 4,90 3,50 2,00 1,30

see also sector 3.1

Mb

3.40

3,40

3,40

HIT-Z (strength dass 6.8) HIT-V (strength dass 8.8) uncracked reinforced concrete

MPA BRAUNSCHWEIGAnnex 91 Expert Opinion No (33941595/13) — CM of 02/01/2014

‘ tU BRAUN SC HWE IG

HIT-Z (strength dass 6.8) HIT-V (strength dass 8.8) uncracked reinforced concrete

dfEL7!r

____________

anchoring fire resistance time [minutes] as a function of maximum oadingdepth Anchor rod [RN] in a fire (centric tensile bad)[mm] dimension

30 60 90 120t /k kI 1)

e‘ r;oic ‘‘1Rd.fi(t)

80 2.32 0.74 0.44 0.3495 450 1.32 0,74 0.54

105 6.76 1.95 1.04 0.73

110 824 2.35 1.23 0.84

120 10,50 3.39 1.72 1.14

130 10.50 4.84 2.40 1.55

135 M16 10.50 5.79 2.84 1,80

145 10,50 7.90 3.93 2.44

160 10,50 7,90 5,20 3.80

180 10,50 7.90 5,20 3.90

200 10,50 7,90 5.20 3.90

220 10.50 7,90 5.20 3,90

320 10,50 7,90 5,20 3.90

90 3,79 1,15 0.68 0.51

100 5.62 1.65 0,93 0.68

120 11.92 3.35 1.75 1.19

130 16,40 4.68 2.38 1.58

140 16,40 6.46 3.24 2.09

150 M20 1640 8.82 4.37 2.77

160 16,40 11.94 5.87 3.66

170 16.40 12,30 7.80 4,82

180 16,40 12,30 8.20 6,10

200 16,40 12.30 8.20 6.10

400 16.40 12,30 8.20 6.101. see also sector 3.1

MPA BRAUNSCHWEIG 4l14Annex 10 1 Expert Opinion No. (3394/595/13)—CM of 02101/2014 1 TU BRAUNSCHWEIG

HIT-V (strength cass 8.8) uncracked reinforced concrete

0

anchoring fire resistance time [minutes] as a function of maximum loadingdepth Anchor rod [kN] in a (ire (centric tensile bad)[mm] dimension

30 60 11)90 120

e1 rm NRdIict)

110 9,81 2.69 1.45 1.02

120 13.67 3,73 1.95 1.33

145 23.60 8.05 4 02 2.59

155 23,60 10.71 5.32 3.37

170 23,60 16.16 7.98 4.97M24

180 23,60 17,70 10.34 6.40

190 23.60 17,70 11,80 8.20

205 23,60 17,70 11,80 8,80

215 23.60 17,70 11,80 8,80

480 23,60 17,70 11,80 8,80

120 12.97 3.53 1.89 1 .31

135 20.55 5.56 2.86 1.92

160 30,90 11.25 5.62 3.58

175 30,90 16,67 8.29 5.19

190 M27 30,90 23,10 12.01 7.44

205 30.90 23,10 15,30 10.56

215 30,90 23,10 15,30 11,50

230 30.90 23,10 15,30 11.50

540 30,90 23,10 15,30 11.50

135 24.07 6.29 3.19 2.12

150 36.43 9.50 4.73 3.05

180 37,60 20.37 10.03 6.23

195 M30 37,60 28,10 14.26 8.80

210 37.60 28,10 18.70 12.26

250 37,60 28.10 18,70 14.00

600 37,60 28,10 18,70 14,00

11see also sector 3.1

MPA BRAUNSCHWEIGAnnex 11 1 Expert Opinion No. (3394/595/13) — CM of 02/01/2014

.4IPA

I BM. TU BRAUNSCHWEIG

60

70

80

90

100

125

150

200

0.73

1.30

2.22

3.66

0.26

0.40

0.64

1.01

1.57

4,10

4,10

4.10

0.17

0.25

0.36

0.53

0.78

2.02

2.60

2.60

0.13

0.18

0.26

0,37

0.53

1.23

1,90

1,90

anChoring fire resistance time [minutes] as a function of maximum Ioadingdepth Anchor rod [kN] in a (ire (centric tensile oad)[mm] dimension

30 60 90 120

h?“hr.oir. - NRdf‘

60 0.69 0.23 0.15 0.11

65 0,94 0.29 0.18 0.13

70 1.25 0.37 0.22 016

80 2.19 0.60 0.33 0.23MB

100 3,20 1,51 0.73 047

110 3.20 2.34 1 .08 0.67

120 3,20 2,40 1.60 0.95

160 3,20 2,40 1.60 1,10

60 0.78 0.28 0.19 0.15

70 1.34 0.44 0.27 0.21

80 2,25 0.67 0.39 0.29

85 2.87 0.84 0.47 0.35

90 3.63 1.04 0.57 0.41

95 M12 4.57 1.29 0.68 0.48

100 5.72 1.59 0.82 0.57

110 8.80 2,40 1,19 0.78

120 8.80 3.55 1.72 1.09

150 8.80 6,40 4,10 2.87

240 8.80 6,40 4,10 2.90II see also sector 3.1

M105.60

5,60

5,60

5.60

HIT-Z-R (strength Ciass A4-70) HIT-V-R (strength dass A4-70) uncracked reinforced concret

MPA BRAUNSCHWEIG IL14Annex 121 Expert0pinionNo.(33941595)13)—CM0IO2IO1)2tJ14 1 TU BRAUNSCHWEIG

HIT-Z-R (strength dass A4-70) HT-V-R (strength dass A4-70) uncracked reinforced concret

anchoring f Ire resistance urne [minutes] as a function of maximum loadingdepth Anchor rod [kN] in a fire (centric tensile bad)[mml dimension

30 60 90 120

h/hrjrr — Nnd

80 2.32 0.74 0.44 0.34

95 4.50 1.32 0.74 0.54

105 6.76 1.95 1.04 0,73

110 8.24 2.35 1.23 0.84

120 12.12 3.39 1.72 1.14

130 17.60 4,84 2.40 1.55

135 M16 20,10 5.79 2.84 1,80

145 20,10 8.09 3,93 2,44

160 20.10 13.15 6.25 3.80

180 20,10 14,60 9.10 6,30

200 20.10 14,60 9,10 6,30

220 20.10 14.60 9.10 6,30

320 20,10 1460 9.10 6.30

90 3.79 1,15 0,68 0.51100 5.62 1,65 0.93 0,68

120 11.92 3.35 1.75 1.19

130 16.82 4.68 2.38 1,58

140 23.48 6.46 3.24 2,09

150 M20 31,40 8.82 4.37 2.77

160 31,40 11.94 5.87 3,66170 31.40 16.01 7.80 4.82

180 31,40 21.35 10.27 629

200 31.40 22,80 14,20 9,90

400 31,40 22.80 14,20 9,901) see also sector 3.1

MPA BRAUNSCHWEIGAnnex 131 ExpertOpinion No.(3394/595f13)—CM ofO2/O1/2014 1 TU BRAUNSCHWEIG

HIT-Z-R (strength dass A4-70) HIT-V-R (strength dass A4-70) uncracked reinforced concrete

anchoring fire resistance time [minutes] as a function of maximum Ioadingdepth Anchor rod [kNj in a fire (centric tensile bad)[mm] dimension

30 60 190 120

h hp0.,- NRd 1(1

110 9.81 2.69 1.45 1.02

120 13.67 3.73 1.95 1.33

145 23,60 8.05 4.02 2.59

155 23.60 10.71 5.32 3.37

170 23.60 16.16 7.98 4.97M 24

180 23,60 17,70 10.34 6.40

190 23,60 17,70 11,80 8.20

205 23,60 17.70 11.80 8,80

215 23.60 17,70 11,80 8.80

480 23.60 17,70 11.80 8,80

120 12.97 3.53 1.89 1.31

135 20.55 5.56 2.86 1.92

160 30.90 11.25 5.62 3.58

175 30.90 16.67 8.29 5.19

190 M27 30,90 23.10 12.01 7.44

205 30,90 23,10 15,30 10.56

215 30.90 23,10 15,30 11,50

230 30,90 23,10 15,30 11,50

540 30.90 23.10 15.30 11,50

135 24.07 6.29 3.19 2.12

150 36.43 9.50 4.73 3.05

180 37,60 20.37 10.03 6.23

195 M30 37,60 28.10 14,26 8.80

210 37,60 28,10 18,70 12.26

250 37,60 28.10 18,70 14,00

600 37,60 28,10 18,70 14.001) see also sector 3.1

MPA BRAUNSCHWEIG • Il141.Annex 141 Expert Opinion No. (3394/595/13)—CM of 02/01/2014 1 TU BRAUNSCHWEIG

HJT-V (strength dass 5.8) cracked reinforced concrete

h, h.

anchoring fire resistance tirne [minutes] as a function of maximum Ioadingdepth Anchor rod [kNj in a fire (centric tensile bad)[mmj dimension

60 90 120

he!hnorn Nf1(1)11

60 0.52 0.17 0.11 0.08

65 0.70 0.22 0.13 0.10

70 0.94 0,28 0.16 0.12

80 120 0.45 0.24 0.17M8

100 1.20 0.90 0.55 0.35

110 1,20 0,90 0.60 0.40

120 120 0.90 0.60 0,40

160 1.20 0.90 0.60 0,40

60 0.55 0.19 0.13 0.10

70 0.97 0.30 0.18 0.14

80 1.67 0.48 0.27 0.20

90 2,00 0.75 0.40 0.28Mb

100 2.00 1.18 0.59 0,39

125 2.00 1,50 1,00 0.80

150 2,00 1.50 1,00 0,80

200 2,00 1,50 1,00 080

60 0.58 0,21 0,14 0.11

70 1.01 0.33 0.20 0.16

80 1.69 0.50 0.30 0.22

85 2,15 0.63 0.36 0.26

90 2.72 . 0.78 0.43 0.31

95 M12 3,00 0.96 0.51 0.36

100 3.00 1.19 0.62 0.42

110 3.00 1.80 0.89 0.59

120 3.00 2,4.0 1.29 0.82

150 3.00 2,4.0 1,70 1.30

240 3.00 2,40 1.70 1,30

see also sector 3.1

MPA BRAUNSCHWEIGAnnex 151 Expert Opinion NO. (3394/595/13)—CM ofO2/0112014 1 TU BRAUNSCHWEIG

HIT-V (strength dass 5.8) cracked reinforced concrete

i4zZi--4

anchoring fire resistance Urne [minutesl as a funcilon of maximum oadingdepth Anchor rod [kNl in a [ire (centric tensile bad)[mm] dimension

30 601,:

90 120

ei‘ rom — Rd

80 1.74 0.55 0.33 0,25

95 3.37 0.99 0.55 0.40

105 5.07 1.46 0.78 0.54

110 6.18 1.76 0.92 0.63

120 6,20 2.55 1.29 0.86

130 6.20 3.63 1.80 1.16

135 M16 6.20 4,34 2.13 135

145 6,20 5,00 2.95 1.83

160 6.20 5.00 3,80 2,85

180 6,20 5.00 3.80 3.20

200 6.20 5.00 3,80 3,20220 6.20 5.00 3,80 3,20

320 6.20 5,00 3,80 3,20

90 2.84 0.87 0.51 0.38

100 4,22 1.24 0.70 0.51

120 8.94 2.51 1.31 0.89

130 9.70 3.51 1.79 1,18

140 9.70 4.85 2.43 1.57

150 M20 9,70 6.61 3.28 2.08

160 9.70 7,80 4.40 2.75

170 9,70 7,80 5.85 3.61

180 9,70 7.80 6.00 4.72

200 9,70 7,80 6.00 5.00

400 9.70 7.80 6,00 5,00

see also sector 3,1

MPA BRAUNSCHWEIGAnnex 161 Epert Opiniori No. (3394/595/13)—CM of 02/01/2014 1 TU BRAUNSCHWEIG

HIT-V (strength dass 5.8) cracked reinforced concrete

h,. h,.

)d.

_________

Id

anchoring (ire resistance time [minutes] as a tunction of maximum oadingdepth Anchor rod [kN] in a lire (centric tensile bad)[mm] dimension

30 60 90 120h •‘h M 1)

e“ i‘.)r‘ — ‘Rd

110 7.36 2.02 1.09 0.77

120 10.25 2.80 1.46 1.00

145 14.00 6.04 3,02 1.94

155 14,00 8.04 3.99 2.53

170 14,00 11,30 5.98 3.73M24

180 14,00 11,30 7.76 4.80

190 14,00 11,30 8.60 6.15

205 14,00 11,30 8.60 7.20

215 14.00 11.30 8.60 7.20

480 14,00 11.30 8,60 7,20

120 9.73 2.65 1.41 0.98

135 15.41 4.17 2.15 1.44

160 1830 8.44 4.22 2.69

175 18,30 12.51 6.21 3.89

190 M27 18.30 14,70 9.00 5.58

205 18,30 14,70 11,20 7.92

215 18.30 14,70 11.20 9.40

230 18,30 14.70 11,20 9,40

540 1830 14,70 11,20 9,40

135 18.06 4,72 2.39 1,59

150 22,30 7.13 3.55 2.28

180 22,30 15.27 7,53 4.68

195 30 22,30 17.90 10.70 6.60

210 22.30 17.90 13,60 9.20

250 22.30 17,90 13,60 11,50

600 22.30 17,90 13.60 11,50

see also sectcr 3.1

MPA BRAUNSCHWEIGAr,nex 171 Expert Opinion No. (3394159511 3)—CM of 021D11201 4

• 4FPA1 TU BRAUNSCHWEIG

60

70

80

90

100

125

150

200

0.55

0.97

1.67

2.75

3,40

3.40

3.40

3.40

0,19

0.30

0.48

0.75

1.18

2,40

2,40

2,40

0,13

0.18

0,27

0.40

0.59

1,40

1 ‚40

1,40

0.10

0.14

0.20

0.28

0.39

0.90

0,90

0,90

anchoring (ire resistanCe hme [minutes] as a function cl maximum oadingdepth Anchor rod [kN] in a lire (centric tensile bad)[mm] dimension

‚ 30 60 90 120

h!hrorn - Nfldfi:..

60 0.52 0.17 0.11 0.0865 0.70 0.22 0.13 0.10

70 0.94 0.28 0,16 0.1280 1.64 0.45 0.24 0.17tA8

100 2,10 1,14 0.55 0.35110 2.10 1,50 0.81 0.49120 2,10 1,50 0.90 0.50

160 2,10 1,50 0.90 0,50

60 0.58 0.21 0.14 0.11

70 1.01 0.33 0.20 0.16

80 1.69 0.50 0.30 0.2285 2.15 0.63 0.36 0.2690 2.72 0.78 0.43 0.31

95 M12 3.43 0.96 0.51 0.36

100 4.29 1.19 0.62 0.42110 4.90 1.80 0.89 0.59

120 4,90 2.66 1 .29 0,82

150 4,90 3,50 2,00 1,30240 4.90 3.50 2,00 1,30

t‘see also sector 3.1

Mb

HIT-Z (strength dass 6.8) HIT-V (strength dass 8.8) cracked reinforced concreter Id

__________

.‘PIPAMPA BRAUNSCHWEIGAnnex 181 ExpertOpinion No. (3394/595/13)—CM ofO2/O1/2014 TU BRAUNSCHWEIG

HIT-Z (strength dass 6.8) HIT-V (strength dass 8.8) cracked reinforced concrete

tLZILtr td

anchoring (ire resislance tirne [minutesl as a (unction of maximum oadingdepth Anchor rod [kN] in a (ire (centric tensile bad)rmml dimension

30 60 90 120

- Nnd(1

80 1,74 0,55 0.33 0,25

95 3.37 0.99 0.55 0,40105 5.07 1.46 0.78 0,54

110 6,18 1.76 0.92 0.63

120 9.09 2.55 1.29 0,86

130 10.50 3.63 1.80 1.16

135 M16 10.50 4.34 2.13 1.35

145 10,50 6.07 2.95 1.83

160 10,50 7,90 4.69 285

180 10,50 7,90 5,20 3.90

200 10,50 7.90 5.20 3,90

220 10,50 7,90 5,20 3.90

320 10.50 790 5.20 3.90

90 2.84 0,87 0.51 0.38

100 4.22 1.24 0.70 0.51

120 8.94 2.51 1 .31 0.89

130 12,61 3.51 1,79 1,18

140 16,40 4.85 2.43 1.57

150 M20 16,40 6.61 3.28 2.08

160 16.40 8.95 4.40 2.75

170 16,40 12.01 5.85 3.61

180 16.40 12,30 7.70 4.72

200 16.40 12,30 8.20 6.10

400 16.40 12.30 8,20 6,101) see also sector 3.1

MPA BRAUNSCHWEIGAnnex 191 ExpertOpinion No. (3394/595/13)—CM ofO2!0112014 1 Tu ORAUNSCHWEIG

HIT-V (strength dass 8.8) cracked reinforced concrete

h. h.

anchoring f Ire resistance time [minutes] as a function of maximum oadingdepth Anchor rod [kN] in a ire (centric tensile bad)[mm] dimension

30 60 90 120

heiIhror. -

110 7.36 2.02 1.09 0.77

120 10.25 2.80 1.46 1.00

145 22.25 6.04 3.02 1.94

155 23.60 8.04 3.99 2.53

170 23.60 12.12 5.98 3.73M24

180 23.60 15.79 7.76 4.80

190 23.60 17.70 9.99 6.15

205 23,60 17,70 11,80 8,80

215 23.60 17,70 11,80 8.80

480 23.60 17,70 11,80 8,80

120 12.97 3,53 1.89 1.31

135 20,55 5.56 2.86 1.92

160 30.90 11.25 5.62 3.58

175 30,90 16.67 8.29 5.19

190 M27 30,90 23,10 12,01 7.44

205 30,90 23,10 15.30 10.56

215 30,90 23.10 15.30 11,50

230 30,90 23,10 15,30 11,50

540 30,90 23,10 15,30 11,50

135 18.06 4.72 2.39 1.59

150 27.32 7.13 3.55 2.28

180 37.60 15.27 7.53 4.68

195 M30 37,60 21.77 10.70 6.60

210 37.60 28.10 14.96 9.20

250 37,60 28,10 18,70 14.00

600 37.60 28,10 18,70 14,00

“see also sector 3.1

MPA BRAUNSCHWEIGAnnex 20 Expert Opinion No. (3394/595/13) — CM of 02/01/2014

.MPAiBM TU BRAUNSCHWEIG

60

70

80

90

100

125

150

200

0.55

0.97

1.67

2.75

4.44

0,19

0.30

0.48

0.75

1.18

0.13

0.18

0.27

0.40

0.59

1 .52

2.60

2,60

0.10

0.14

0.20

0.28

0.39

0.92

1,90

1,90

anchoring f Ire resistance time [minutes) as a function of maximum loadingdepth Anchor rod [kN] in a fire (centric tensile bad)[mm] dimension

30 60 90 120

hilh0.. - Nd

60 0.52 0.17 0.11 0.08

65 0.70 0.22 0.13 0,10

70 0.94 0.28 0.16 0.12

80 1.64 0.45 0.24 0.17M8

100 3.20 1.14 0.55 0.35

110 3.20 1.75 0.81 0.50

120 3,20 2,40 1.20 0.71

160 3,20 2.40 1.60 1.10

60 0.58 0.21 0.14 0.11

70 1.01 0.33 0.20 0.16

80 1.69 0.50 0.30 0.22

85 2.15 0.63 0.36 0,26

90 2.72 0.78 0,43 0.31

95 M12 3.43 096 0.51 0.36

100 4.29 1,19 0.62 0.42

110 6.67 1.80 0.89 0.59

120 8,80 2.66 1.29 0.82

150 8.80 6,40 3.63 2.15

240 8,80 6.40 4,10 2,90

see also seCtor 3.1

Mb

5,60

5,60

5,60

3.27

4,10

4,10

HIT-Z-R (strength cass A4-70) HIT-V-R (strength dass A4-70) cracked reinforced concrete

MPA BRAUNSCHWEIGAnnex 211 ExpertOpinion No. (3394/595/13)—CM of 02/01/2014 1 Tu BRAUNSCHWEIG

HIT-Z-R (strength dass A4-70) HIT-V-R (strength dass A4-70) cracked reinforced concrete

anchoring fire resistance Urne [minutes] as a function of maximum oadingdepth Anchor rod [kNl in a fire (centric tensile bad)[mm] dimension

30 60 90 120

hR!hr,J. - NRcjj.1‘

80 1.74 0.55 0.33 0.25

95 3.37 0.99 0.55 0,40

105 5.07 1,46 0.78 0.54

110 6.18 1,76 0.92 0.63

120 9.09 2.55 1.29 0,86

130 13,20 3.63 1.80 1.16

135 M16 16.04 4.34 213 1.35

145 20.10 6.07 2.95 1.83

160 20.10 9.86 4.69 2.85

180 20,10 14,60 8.43 5.01

200 20,10 14.60 9,10 6.30

220 20.10 14,60 9,10 6,30

320 20,10 14,60 9.10 6.30

90 2.84 0.87 0.51 0.38

100 4,22 1.24 0.70 0.51

120 8.94 2.51 1.31 0.89

130 12,61 3.51 1.79 1,18

140 17.61 4,85 2.43 1.57

150 M20 24.21 6.61 3.28 2,08

160 31,40 8.95 4.40 2.75

170 31,40 12,01 5.85 3.61

180 31.40 16.01 7.70 4,72

200 31,40 22,80 13.15 7.90

400 31.40 22.80 14.20 9,90

see also sector 3.1

MPA BRAUNSCHWEIGAnnex 22 Expert Opinion No.(33941595/13)— CM ofO2/O1/2014 1 TU BRAUNSCHWEIG

HIT-Z-R (strength dass A4-70) HIT-V-R (strength dass A4-70) cracked reinforced concrete

do2±4.j

________

anchoring [Ire resistance urne [minutesj as a function of maximum Ioadingdepth Anciior rod [kN] in a [Ire (centric tensile bad)[mm] dimension

30 60 90 120

he/hwj1,i— NRdf1(t‘.

110 7.36 2.02 1,09 0,77

120 10.25 2.80 1.46 1.00

145 22.25 6.04 3,02 1.94

155 29.68 8.04 3.99 2.53

170 44.38 12.12 5.98 3.73M24

180 45.20 15.79 7,76 4.80

190 45,20 20.48 9.99 6.15

205 45.20 29.88 1 4,45 8.83

215 45.20 3280 18.34 11,12

480 45.20 32,80 20.50 14,30

120 12.97 3.53 1.89 1.31

135 20.55 5.56 2.86 1.92

160 30,90 11.25 5.62 3.58

175 30,90 16.67 8.29 5.19

190 M27 30,90 23,10 12.01 7.44

205 30.90 23,10 15,30 10.56

215 30,90 23,10 15.30 11.50

230 30.90 23,10 15.30 11,50

540 30,90 23,10 15,30 11,50

135 18.06 4,72 2.39 1.59

150 27.32 7.13 3 55 2.28

180 58.28 15.27 7.53 4.68

195 M30 71,90 21.77 10.70 6.60

210 71,90 30.66 14.96 9.20

250 71,90 52,20 32,50 21.08

600 71.90 52,20 32.50 22,70‘ see also sector 3.1

MPA BRAUNSCHWEIGAnnex 23 Expert Opinion No. (3394)595/13) — CM of 02/01)2014

• .41J‘A1 TU BRAUNSCHWEIG

Reinforcing steel bars, mild steel (normally B500-B in accordance with DIN 488-1 2009-8)(acc. Sector 4)

60

70

80

90

100

125

150

200

0.55

0.97

1,67

2,00

0,19

0.30

0.48

0.75

1,18

1.50

1,50

1,50

0.13

0.18

0,27

0.40

0.59

1 .00

1,00

1.00

0.10

0.14

0.20

0.28

0.39

anChoring Reinforcing flre resistanCe Urne [minutesl as a tunction of maximum Ioadingdepth steel [kN] in a fire (Centric tensile bad)[mm] dimension

[mm]

30 1 60 90 120

het D NRdfI‘

60 0.52 0.17 0.11 0.08

65 0.70 0.22 0.13 0.10

70 0.94 0.28 0.16 0.1280 1,20 0.45 0.24 0.17

8100 1,20 0,90 0.55 0.35

110 1,20 0.90 0,60 0,40

120 1.20 0,90 0.60 0,40

160 1,20 0,90 0.60 0,40

60 0.58 0.21 0.14 0.11

70 1,01 0.33 0.20 0.16

80 1.69 0.50 0.30 022

85 2.15 0.63 0.36 0.2690 2.72 0.78 0.43 0.31

95 12 3.00 0.96 0.51 0.36

100 3,00 1.19 0.62 0.42

110 3.00 1.80 0.89 0.59

120 3.00 2,40 1.29 0.82

150 3.00 2,40 1,70 1,30

240 3.00 2.40 1,70 1.30

“ see also sector 3.1

102,00

2.00

2.00

2.00

0,80

0.80

0,80

MPA BRAUNSCHWEIGAnnex 24 1 Epert Opinion No. (339z11595/1 3)—CM of 02/01/2014

• MPA

iBM Tu BRAUNSCHWEIG

anchoring Reinforcing fire resisance Urne [minutes] as a function of maximum loadingdepth steel [kN] in a fire (centric lensile bad)[mm] dimension

[mm]

30 60 90 120

he D NRdI

80 1.74 0.55 0.33 0.25

95 3.37 0.99 0.55 0.40

105 5,07 1.46 0.78 0.54

110 6.18 1.76 0,92 0.63

120 6,20 2.55 1.29 0,86

130 6.20 3,63 1.80 116

135 16 6,20 4.34 2.13 1.35

145 6.20 5,00 2.95 1,83

160 6.20 5,00 3,80 2.85

180 6,20 5.00 3.80 3.20

200 6,20 5,00 3,80 3.20

220 6,20 5,00 3,80 3,20

320 6,20 5,00 3.80 3,20

90 2.84 0.87 0.51 0.38

100 4.22 1,24 0.70 0.51

120 8,94 2.51 1 .31 0.89

130 9.70 3.51 1.79 1.18

140 9,70 4.85 2.43 1.57

150 20 9,70 6.61 3.28 2.08

160 9,70 7.80 4,40 2.75

170 9.70 7,80 5,85 3.61

180 9,70 7.80 6.00 4.72

200 9,70 7,80 6.00 5.00

400 9.70 7,80 6.00 5,00„ see also sector 3.1

Reinforcing steel bars, mild steel (normally B500-B in accordance with DIN 488-1 : 2009-8) (ace. Sector 4)

MPA BRAUNSCHWEIGAnnex 25! Expert Opinion No. (3394/595/1 3)—CM of 0210112014

• MPAI 8Mb TU BRAUNSCHWEIG

h___r:

bz:L::r_Id,

Veranker- Durch-Maximale Zugbelastung [kNJ

ungstiefe messer .

in Abhangigkeit von der Feuerwiderstandsdauer [Minuten][mm] [mm]

30 60 90 120

he‘ D N‘

110 7.36 2.02 1.09 0,77

120 10,25 280 1,46 1,00

145 14,00 6.04 3,02 1.94

155 14,00 8,04 3.99 2,53

170 14.00 11,30 5,98 3,7324

180 14,00 11,30 7,76 4,80

190 14,00 11,30 8,60 6.15

205 14,00 11.30 8,60 7.20

215 14,00 11,30 8,60 7,20

480 14,00 11,30 8,60 7,20

120 9,73 2,65 1,41 0.98

135 15.41 4,17 2,15 1.44

‘160 18,30 8.44 4.22 2.69

175 18.30 12.51 6.21 3,89

190 27 18,30 14,70 900 5.58

205 18,30 14,70 11,20 7.92

215 18,30 14,70 11,20 9,40

230 18,30 14,70 11,20 940

540 18,30 14,70 11,20 9,40

135 18,06 472 2.39 1,59

150 22,30 7.13 3.55 2.28

180 22,30 15.27 7.53 4.68

195 30 22,30 17,90 10,70 6.60

210 22.30 17,90 13,60 9.20

250 22,30 17,90 13,60 11,50

600 22,30 17,90 13,60 11,501 Siehe auch Abschnitt 3.1

ReinforCing steel bars, mild steel (normally B500-B in accordance with DIN 488-1 : 2009-8) (acc. Sector 4)