BRAUNSCHWEIG - Hilti...MPA BRAUNSCHWEIG Page 61 EpertOpinion No. (3394/595/13)—CM ofO2JOl/2014 1...
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Expert Opinion
- Transiation -
.4IPAi BM3[ BRAUNSCHWEIG
Ma:erafo: anstatnt t.: fi 3usto55e, fi.‘ cias 3ajwese“
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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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[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.
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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.
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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)