: ( 261041) : ANSYS :ANSYS : : ; ; ; ; ; EFFECTOFOPENING METHODSOFSLOTTED HOLEONSEISMICPERFORMANCE OFSTEELBEAM SHIGH-STRENGTHBOLTEDSPLICE LiuGang HuYutao (ShandongJinpengSteelStructureandCurtain WalTechnologyCo.Ltd,Weifang261041,China),, ABSTRACT:Aspecimenofsteelbeam shigh-strengthboltedsplicewascariedoutfirsttotestitsenergydissipation performancewithfiniteelementsimulationfolowedbyusingansys.simulationresultsagreedwelwiththetestresults andshowedthatansyscanmodelthespecimenwel.thenfiniteelementanalysisofsteelbeam shigh-strengthbolted spliceswithdiferentopeningmethodsofslotedholewascariedout.theanalyticresultsshowedthatdiferentopening methodshadgreatefectonenergydissipationperformanceofspliceandthefeasibleprinciplewasgivenout. KEY WORDS:steelbeam ssplice;high-strengthbolt;slotedhole;test;finiteelementanalysis;seismicperform- ance 1994 Northridge 1995 1 1.1, S1 1-5 : H400 200 10 14H400 350 12 18 Q235, [1], [2] [3] GB50011- [4] 2001 JGJ99-98 [5] [6] [7] :, r, 0.015rad( [8], : ) 3, :,1981 Email:09liugang@163.com [9-10] :2010-08 -25 SteelConstruction.2011 (4),Vol.26,No.145 19
L 2 0.03rL=2 0.03r=2 0.03 285=17.1mmL=16 mm 4 5 S1 1.2 0.1N cy=398.7kn,n cy 1000kN, 6 1 S1 6 2 S1 70kN 1 (14 mm) (126mm) (-105 mm) S1 126~-105mm 14mm 3, S1-7, 8 3 S1 2 ANSYS S1 20 2011 4 26 145
: 7 S1-10 S1 2.3 11 S1-11a 11b 8 S1 2.1, Von Mises 2.2 : Solid95 Conta174 Targe170 Prets179 S1 9 10 9 S1 a- ;b- 2.4 X,Y,Z X,Y Z 0.1N cy=398.7kn S1 1 ANSYS 11 S1 SteelConstruction.2011 (4),Vol.26,No.145 21
3 E [12] 14 E 14 3.1 BASE 1) BASE S1 2m 3.6m 1.9m 2.8m Q235 6 mm BASE S1, 0.2N y 2)BASE Δs, : - (P -Δ) Δs : 1,Δs/2~-Δs/2; 2,Δs~-Δs; 3,2Δs~-2Δs; 4,3Δs~-3Δs; 150 mm 3)BASE BASE 12 3.2 P p=119.7kn,δs=25mm 12 6Δs 0.99P p 1 KZ-1-KZ-10 θp= (6Δs-Δs)/l=5 KZ-1-KZ-8 25/2800=0.045rad l A -H KZ-9 A FEMA [11] 6 mm 0.03rad (P p 21.5 mm KZ-10 P,Δs 14 mm ) KZ-9 15 13-14 BASE - 1 KZ-1-KZ-10 mm 22 12 BASE 4)BASE 13 E=S(ABC+CDA)/S(OBE+ODF) L A 21.5 0 B 21.5 2 C 21.5 4 D 21.5 5 E 21.5 7 F 21.5 8 G 21.5 10 H 21.5 16 2011 4 26 145
: a-kz-1;b-kz-2;c-kz-3;d-kz-4;e-kz-5;f-kz-6;g-kz-7;h-kz-8;i-kz-9;j-kz-10 15 16, KZ- 8 2.86 1.1 L 0.71P p KZ-7 KZ-8 P p 0.86P p ; KZ-5 KZ-6 L 7mm 8mm 41% 47% 58%; KZ-3 KZ-4 BASE 2 0.03rad 1.1 L KZ-5 KZ-6 KZ-7 24% 29% 35%; KZ-2, SteelConstruction.2011 (4),Vol.26,No.145 23
0.027rad KZ-1, 4) KZ-9 KZ-10 ; KZ-3 KZ-4 BASE [1] 4 16 BASE KZ-1-KZ-10 1), [8] 2) Council,1997. 1.1 L 40%~60% 3) 1.1 L 25% ~35%. [J].,2007,28(3):1-7. [2] Sean Wilkinson,Gordon Hurdman,AdrianCrowther.A Mo- mentresistingconnectionforearthquakeresistantstructures [J].JournalofConstructionalSteelResearch,2006,62(3): 295-302. [3] MaleyJO.SACSteelProject:SummaryofPhase1Testing InvestigationResults[J].Engrg.Struct.,1998,20(4-6): 300-309. [4]. [J].,2007,28(3):8-14. [5]. [J].,2007,28(4):126-128. [6]. [J].,2006,23(6):65-76. [7]. [J].,2004,14(2):9-11.. [J].,2001,31(8):9-12. [9] AstanehAslA.SeismicDesignofSteelColumn-TreeMoment- ResistingFrames[J].SteelTips,StructuralSteelEducational [10]. [J].,2009,24(10):16-19. [11]FEMA.Interim Guidelines:Evaluation,Repair,Modification anddesignofsteelmomentframes[r].sac -95-02.Calif: SACJointVenture,1995. [12]JGJ101-96 [S]. 2011 1 18,3D : 1000 1min; 5min 60 min, 100m 2 10~15m 2, 3000~5000, 24 2011 4 26 145