Matthys, Stijn

Palmieri, Aniello

English

Ghent University Academic Bibliography

     Near Surface Mounted Reinforcement A. Palmieri, UGent                      Department of Structural EngineeringMagnel Laboratory for Concrete Research                               1RC beams strengthened with NSM reinforcement: Ambient and Fire behaviourMagnel Laboratory for Concrete Research – Department of Structural EngineeringA. Palmieri, S. MatthysKVIV-studiedag “Nieuwe generatie gelijmde wapening” – Antwerpen – 29/11/2011Near Surface Mounted (NSM) FRPGFRP d CFRP/GFRP CFRP dMagnel Laboratory for Concrete Research ro sstrip ro sDepartment of Structural EngineeringMagnel Laboratory for Concrete Research                               2NSM FRP: Applications• High bond characteristics• Higher utilization FRP barsConcreteCoverAdhesive• Improved resistance to fireNSM FRP Magnel Laboratory for Concrete ResearchFRP Properties at High Temperatures• FRP fibers generally exhibit a good fire resistance• Epoxy lose strength and stiffness at temperatureclose to TgMagnel Laboratory for Concrete ResearchTg: Glass transition temperature is commonly taken asthe performance limit for the FRP strengthened members- Typically 60 – 80°C -Borchert 2004Department of Structural EngineeringMagnel Laboratory for Concrete Research                               3FRP and Fire: ConcernsFire is recognized as a critical research need for FRP:• a primary factor preventing widespread application on FRPs inbuildingsPotential concerns during fire:• Loss of strength and stiffness• Loss of interaction (bond) adhesive/FRP/concrete• Smoke generation and flame spreadConcrete structures strengthened with FRPs perform weak underfire conditions : thermal protection is requiredProblem Statement:Magnel Laboratory for Concrete ResearchResearch Objectives• Evaluate the performance of NSM FRP strengthened andinsulated members at ambient temperature and under fireexposure• Develop practical methods for protecting FRP strengtheningsystem during fire exposure• Evaluate the performance of different insulation materialstype in terms of efficiency and in terms of practicalapplication• Investigate the residual capacity of the fire tested beamsMagnel Laboratory for Concrete ResearchDepartment of Structural EngineeringMagnel Laboratory for Concrete Research                               4Sample SpecimensII1000300QQ25 Dial Gauges and LVDT1000 500 100050075Strain Gauges31502 CFRP rods 9 mm280050 15 60156015 18IIII6244040I x34 28 346 6 650 181857 572 GFRP rods 12 mm 4 CFRP strips 2x16 mmI II3000Test MatrixBeam FRP Df ff Ef Epoxy Tg fc Age at testingMagnel Laboratory for Concrete Research[mm] [Mpa] [Gpa] resin [°C] [MPa] [days]B0 - - - 48.0 111B1 Combar GFRP 12.0 1350 60 Sikadur 30 62 50.0 109B2 Aslan 200 CFRP 9.0 1900 126 Fortresin 65 48.0 111B3 Aslan 500 CFRP 2x16 2068 124 Fortresin 65 49.0 105Installations FRP NSM Bars/Strips1. Cutting Groovesand Cleaning2. Filling with adhesiveMagnel Laboratory for Concrete Research3. Insert bar/strip 4. Final levellingDepartment of Structural EngineeringMagnel Laboratory for Concrete Research                               5Test ResultsBeam Py[kN]Py/PyB0[%]Pu[kN]Pu/PuB0[kN]'u[mm]Hu[%]Hu/Hfu[-] Failure modeB0 53.8 1.00 57.27 1.00 85.78 - 0.67 Yielding steel / concrete crushB1 66.5 1.24 96.89 1.69 64.68 1.48 0.67 Debonding FRPB2 67.8 1.26 101.46 1.77 48.67 1.07 0.67 Debonding FRPB3 67.2 1.25 102.17 1.78 63.29 1.32 0.77 Debonding FRPConcrete CrushDebonding FRPMagnel Laboratory for Concrete ResearchFire InsulationsInsulation Insulation type Density[kg/m3]Conductivity[W/mK] ApplicationPromat-H Calcium silicate board 870 0.164 Mech. FixedPromat L-500 Calcium silicate board 500 0.09 Mech. FixedA t Gl fib t b d 980 0 185 M h Fi des uver ass er cemen oar . ec . xeWR-APP type C Cementitious plaster 240 0.08 Spry appliedHPC/Omega Ceramic coating 527 0.07 Spry appliedMagnel Laboratory for Concrete ResearchSpry applied Mechanically fixedDepartment of Structural EngineeringMagnel Laboratory for Concrete Research                               6Fire Test MatrixB0-F13002I102I161I8mmZ3mmmB1-F1-2 B1-F1-1 B2-F1-1 B2-F1-2 B3-F1-1First Fire Test Series2003030 mm 15 mm 11025 + 15 mm12015 mm11015m3030 mm 40 mm12040 mm 15 mm200B0-F23002I102I161I830Z312515+10 mm3025+20 mmB1-F2-1 B1-F2-2 B1-F2-3 B2-F2-1 B2-F2-2Second Fire Test Series12040 mm11015 mm3030 mm50+50 mm20 mm14015+10 mm40+20 mmB1-F3-1 B2-F3-1B1-F3-2 B1-F3-3 B1-F3-4 B4-F3-1Third Fire Test Series2 hoursfire exposureMagnel Laboratory for Concrete Research50+50 mm20 mm30253030+30 mm20 mm30153010 + 10 mm25 + 20 mm10 + 10 mm35 + 20 mm 20 + 15 mm 10 + 10 mm10 + 10 mm10 + 10 mm1 hourfire exposureHEB200HEB200HEB200HEB 550HEM 300 HEM 300 HEM 300jack 200 kNHEA 120Test Set-upFrame in GypsumT1 T3T2 T4 T5B1 B2 B4B3B0-F1 B1-F1-1 B3-F1-1 B1-F1-2 B2-F1-2B2-F1-1The fire test is executed according to  EN 1363-1 standard fire test methodHeating according to ISO 834 time EB200EB200HEM 300HEB550132080010001200mperature (°C)Magnel Laboratory for Concrete Research  temperature curve 1810log3450 tTgsTB7 B2T7 T2HEHEHEA160100075Insulation System02004006000 20 40 60 80 100 120TemTime (min)Pla1 Pla2Pla3 Pla4Pla5 Pla6Pla7 Pla8Pla9 Pla10ISO834 ISO834 ± 100Department of Structural EngineeringMagnel Laboratory for Concrete Research                               7Load During Fire TestBeams loaded to service loadBeam Qsl[kN]QU[kN]Qsl,FRP/Qsl,B0[%]Qsl/Qu,B0[%]B0 31.0 57.0 - 54B1 36 0 96 5 116 63Qsl= service load  Q = ultimate loadMagnel Laboratory for Concrete Research. .B2 40.5 101.4 130 71uQsl/Qu,B0= % ultimate capacity of unstrength beamQsl,FRP/Qsl,B0= % service capacity of unstrength. beamFire Tests InstrumentationThermocouple type KSect.1/2Mineral woolAerated conc. slabLVDT4-point bending frame FireMagnel Laboratory for Concrete ResearchDepartment of Structural EngineeringMagnel Laboratory for Concrete Research                               8Beams After Fire ExposureBefore test After 2 hours fire exposureMagnel Laboratory for Concrete ResearchInsulation detached after 34 minutesBeams After Fire Exposure (II)Before test After 2 hours fire exposureMagnel Laboratory for Concrete ResearchCrack due to the thermal shrinkageDepartment of Structural EngineeringMagnel Laboratory for Concrete Research                               9Beams After Fire Exposure (III)Before test After 1 hour fire exposureMagnel Laboratory for Concrete ResearchTest Results: Temperature Adhesive150200250300perature [oC]TgB1-F2-1B1-F2-3B2-F2-178 min2.56 Tg3.10 Tg506007008009001000erature [oC]TgB1-F2-12- 1-21- -3B2-F2-10501000 20 40 60 80 100 120 140TempTime [min]34 min 60 min51 min1.86 TgTg01002003004000 20 40 60 80 100 120 140TempTi e [ in]Tg34 min1 0200250300ture [ºC]B1-F3-3B1-F3-2B4-F3-1B1-F3-1Magnel Laboratory for Concrete Research05010050 10 20 30 40 50 60 70Temperattime [min]30 min50 min38 min2.1Tg1.8Tg1.6TgDepartment of Structural EngineeringMagnel Laboratory for Concrete Research                               10Test Results: Deflection Beams3040506070e deflection [mm] B0-F2B1-F2-1B2-F1-2B1-F2-3B2-F2-134 min010200 20 40 60 80 100 120 140IncreasTime [min]681012lection [mm]B1-F3-2B1-F3-1B4-F3-1Magnel Laboratory for Concrete Research0240 20 40 60 80Increase deflTime [min]B1-F3-3Fire EnduranceEN 1363-1TSteel  570 ºC  [1058 ºF]No failure under applied loadsExposure timeBeam Insulation Tconcrete[°C]Tsteel[°C]Tadhesive[°C]TTadh=Tg[min]2 hoursB0-F1 - 120.0 611.0 - -B1-F1-1 Promat-H 63.4 311.0 284.0 25B2-F1-1 Aestuver 88.0 372.0 611.0 21B2-F1-2 Aestuver 92.0 577.0 900.0 21B3-F1-1 Aestuver 77.0 325.0 547.0 22B0-F2 - 81.4 581,6 - -Tunexp.,av.  140 ºC  [284 ºF]Tunexp.  180 ºC  [356 ºF]2 hoursB1-F2-1 Promat L-500 48.2 135.7 115.7 60B1-F2-2 HPC/Omega Fire 60.9 201.6 281.0 50B1-F2-3 HPC/Omega Fire 51.3 162.9 159.6 58B2-F2-1 WR- APP type C 53.9 222.9 207.3 44B2-F2-2 WR-APP type C 53.2 147.0 137.6 581 hourB1-F3-1 Promat L-500 34.5 126.4 116.5 39B1-F3-2 HPC/Omega Fire 33.9 127.4 130.8 33B1-F3-3 HPC/Omega Fire 33.8 135.4 101.6 50B1-F3-4 HPC/ Omega Fire 34.5 122.0 101.2 37B2-F3-1 Promat L-500 39.2 135.2 110.9 38B4-F3-1 HPC/ Omega Fire 42.3 163.1 163.1 30400500600700erature (°C)Tc,steelB0-F1B2-F1-2TMagnel Laboratory for Concrete Research01002003000 20 40 60 80 100 120 140TempeTime (min)110 minB2-F2-1B1-F2-1B1-F2-3B1-F3-2B4-F3-1 B1-F3-3steelTadh at 1 and 2 hours of fire exposure  TgDepartment of Structural EngineeringMagnel Laboratory for Concrete Research                               11Residual Strength Test Set-upDial gauges and LVDTs1000Strain stirrupsAll dimensions are inmillimeters QQ200 2001000200FRP500 500 10004 –point bedding Magnel Laboratory for Concrete ResearchResidual Strength Test Results5060708090100110Q [kN]B0 T=25°CB0-F2405060708090100110Q [kN]B2-F2-1B0 T=25°CB2 T=25°CTadh.,2hours= 207.3ºC0102030400 10 20 30 40 50 60 70 80 90s [mm]01020300 10 20 30 40 50 60 70 80 90s [mm]708090100110Q [kN]B0 T=25°CB1 T=25°CTadh.,2hours= 281.3ºCMagnel Laboratory for Concrete Research01020304050600 10 20 30 40 50 60 70 80 90s [mm]B1-F2-2 Failure mode: Concrete CrushDepartment of Structural EngineeringMagnel Laboratory for Concrete Research                               12Residual Strength Test Results5060708090100110Q [kN]B1-F2-3B0 T=25°CB1 T=25°CTadh.,2hours= 159.6ºCQu,Res.= 134 % Qu,B0Qu,Res= 79% Qu,B16080100120Load [kN]B1-F3-484 kN concrete crush started88.7 kN debonding FRP barTadh.,1ours= 101.4ºCQu,Res.= 155% Qu,B0Qu,Res= 92.0% Qu,B10102030400 10 20 30 40 50 60 70 80 90s [mm]80100120Load [kN]B1-F3-384 kN concrete crush started89 kN debonding FRP barQu,Res.= 156% Qu,B0Qu,Res= 92.7% Qu,B1020400 10 20 30 40 50 60 70 80 90 100displacement [mm]Tadh.,1ours= 101.6ºCMagnel Laboratory for Concrete ResearchFailure mode: Debonding FRP/Concrete crush02040600 10 20 30 40 50 60 70 80 90 100displacement [mm]B1-F3-3B1_20B0Conclusions• FRP strengthened beams can achieve up to 1 or 2 hours fireendurance ratings under service load if well insulated.• For none of the strengthened beams FRP NSM detached visibly, thoughtemperature measurements may indicate reduced bond integrity after34 t 120 i to m nu es.• Efficiency of fixation of the protection during fire appeared to have alarge influence.• The U shaped protection seems to be more efficient than the flat one.• After fire exposure, the insulated beams were able to retain all of theoriginal unstrengthened flexural capacity by maintaining the temperatureof the concrete and steel respectively below 140 ºC and 570 ºCMagnel Laboratory for Concrete Research• If the insulation is able to maintain the adhesive temperature atrelatively low temperature (160 ºC for these tests), the FRP concretebond degradation under fire is limited and the FRP strengthened beamis still able to retain a considerably part of the original strength (up to97% for 1 hour fire exposure and 80% for 2 hours of fire exposure) .Department of Structural EngineeringMagnel Laboratory for Concrete Research                               13AcknowledgementsMagnel Laboratory for Concrete ResearchThank you foryour attentionQUESTIONSMagnel Laboratory for Concrete Research????????

Near Surface Mounted Reinforcement

https://biblio.ugent.be/publication/8528705/file/8528708.pdf

Near Surface Mounted Reinforcement

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