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For rpctmenr loaded slowly. mom rtme IS available for slow crack pwlh than rpeclmens lwdded rapidly. Therefore. Ihc nce of loadnnr effect on the tested rpes~mar must be conndemd. Under very htph rate of landtn~ such as nnpsct londln$. the crack velae~ty (crack growth) depends an she valuer of Nas defined by Equauon (5.14) As the value of N ~ncmascr. the crack velalty rncreass. I1 can be seen ~n Table 5.4 lhat the crrck vslaclry mcmse as well 2s !n thecase cf an lncrevlc of Ihe concmre strengh and m the care of a deerem tn steel relnforccment ram Values of N fmm impact tess NO. 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 Speclmsn HSSl HSS2 HSS3 HSS4 HSFl HSF2 HSF3 HSF4 NSS1 NSS2 NSS3 NSS4 NSFl NSF2 NSF3 NSF4 fi' MPa 81 7 81.7 61 7 81 7 79.1 79.1 79.1 79.1 33.1 331 33 1 33.1 36.6 366 36.6 36.6 70 P 0.95 1.26 1.90 2.32 0.95 1.26 1.90 2.32 0.95 126 1.90 2 32 095 1.26 1.90 2.32 However, some msemhm lhke Relnhardl (1985) suggssrcd an allernatwe sxplunason af the obssrvsd trends gwcn on the bas,% of "on-Innear fracture mechanics. 11 has bem rceognlud Iha ~mmedtately ahead of a movnng crack is a zone of mtsm N 28 28 24 23 33 24 22 28 24 16 14 28 24 21 17
cmclung. called process zone. The rze of he zone of mncm-craclung dcpndtng on the velocity of the crack. A faster crack has a larger zone of mzm-cnclung ahead of 11. At a hlghei nrerr nle that crack propagates faster, and therefore the pmess zone will be htggcr. Thar ,"creased mem-craelung may crpliun the h~gher fracture energy Rqulremenrr at hlgher rtress rates. The prcvlour ursumenr seems to contnd!ct wrth the argument presented above The rubsnl>cal cnrk gmwB. predmcrs less mmm-crackmg ~n htgh-rrrerr rrlc loading rltual!onr However, these two phenomena occur on $he oppornrs rldsr of Ihe pnk lxd. The concept of rubcntlcal crack gmwth ~s applncable pnor to the pak load whtle the concept of larger pmerr zone appl~es for orhc pan-peak load regnon where the unrtable crack propagason commencer. 5.7. Dynamic Fracture Energy When the pmjectnle htls the rpclmen. a sudden transfer of energy fmm the pmject!le to the specmen occurs. The energy lost by the pmjeculc Ir panly mnsfemd to the rpeclmen and panly rrayr wrthtn the pmjccrnic tn the form of slasue rlrrlns and vlbrauons. The energy mewed by the rpcnmen from the pmjecttie 19 the energy even by the area under bendrng load versus deflectton curve. as dexnbed m the follow~ng cqurtmn: GI(') = ~~PIl)du 15.27) where. GJ It) =bending energy -wed by the spcrmsn PI!) = punchmg load
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I TOTAL OF 10 PAGES ONLY MAY BE XER
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1+1 6$gn",'kbRly B#blro!heque nalla
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ABSTRACT High-smnsh concrete plater
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ACKNOWLEDGEMENTS Thlr lherlr was co
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2.1.2.2 2. Fine Aggregates I2 2.1.2
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Chapter 5 4.3. Dynam~c Fracture Ene
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F1gure4.3. Filllure paltrmr of lest
Page 18 and 19:
List of Tables Table 2.1 Typ~cal rt
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I
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maxxmurn lenrtle rtnln impact ullxr
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porltlon by gneraung large forcer.
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1.3. Research 0b.iectives Thrr ==ar
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Chapter 2 REVIEW OF LITERATURE 2.1.
Page 30 and 31:
Mmouk and Husretn (1991) reported t
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and m Canada CSA type LO cement are
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For high-ruenah mlrlures. rhc use o
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economy. or for other purposes such
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pracuce a to use s water-ieducmg ad
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where r 2s the ull#mate shear stres
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ZC = penmeterof the column The rhea
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The different theones appllcabls lo
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(71 Damage meehanncr models Models
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loild#n$ Some of there pmpenles are
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where. a = stress rare or vanallon
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arc irltd for all iricii and srmm m
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and Mdregor (1990). Thls lndlcares
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occumd tn the bigger target care th
Page 58 and 59:
Chapter 3 EXPERIMENTAL INVESTIGATIO
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Table 3 2. MIX propomon for I m' of
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Trble 3.4. Detalr of [err rpclmens
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concrere and to ensure nts connrten
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the manufncrurer. Th~r nccelemmerer
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face Concrele rtraln war recorded o
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Figure 3.2. Typical sLHl retnforrem
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Figure 3.4. Cmg of fxe& coacnte fmm
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x Y urnm
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h 4 2WO mm Ftgure 3.10 Top relnforc
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t F1pt-e 3.13. Test 8st-u~ fordmply
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f one conaete atrain-gage located a
Page 88 and 89:
Chapter 4 TEST RESULTS AND DISCUSSI
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lard war oblalned fmm the aceelerar
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concrete strength. and had rhc same
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failure IS ductile shear fatlure or
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perfomt~an ~ncreascd by about 10-30
Page 103 and 104: LOAD. DEFLECTION Ilwimnr 6. I. and
Page 105 and 106: LOAD. DEFLECM)N (SpRim 14.15,and 16
Page 107 and 108: hgux 4.1 I. Load-deflecuon curves f
Page 109 and 110: F~gure 4 13. Load-deflscnon curves
Page 111 and 112: Flsure 4.15. Laad-tlmc curves forrp
Page 113 and 114: Rgm 4.17. Lord-time curves br Epfft
Page 115 and 116: Ftsure 4.19. Dcfl~t~on-oms curves f
Page 117 and 118: Figure 4 11. Deflect>an-t~rneeurver
Page 119 and 120: STEEL AND CONCRETE STRAINS OF HSS2
Page 121 and 122: STEEL AND CONCRETE STRAINS OF HSS4
Page 123 and 124: Figure 4.27 Steel and concrete smns
Page 125 and 126: ,000 STEEL AND CONCRETE STRAINS OF
Page 127 and 128: STEEL AND CONCRETE STRAINS OF NSS2
Page 129 and 130: - STEEL AND CONCRETE STRAINS OF NSS
Page 131 and 132: STEEL AND CONCRETE STRAINS OF NSFP
Page 133 and 134: STEEL AND CONCRETE STRAINS OF NSF4
Page 135 and 136: 5.1. Introduction Chapter 5 NUMERIC
Page 137 and 138: 5.3. Punching Shear (Static Capacit
Page 139 and 140: code predrmwmr. the abavs llmll of
Page 141 and 142: 5 6 7 8 9 10 11 12 HSF1 HSF2 HSF3 H
Page 143 and 144: In order to evaluate the pred!etton
Page 145 and 146: where, a, = fracture rlrenglh E = m
Page 147 and 148: And. otN+l = B., b,'V-? - ofN.? ] o
Page 149: The method of enlculat~ng N from rt
Page 153 and 154: The eompan%on d fnctue energy berwc
Page 155 and 156: The numeneal lnvcstlgatnon war earn
Page 157 and 158: 6.2. Numerical Investigation An ana
Page 159 and 160: REFERENCES ACI-ASCE Cammlnee 316. 1
Page 161 and 162: CEB (Comltc Eum-lntemar!onal du Ber
Page 163 and 164: Manouk. H.. and Husetn. A 1991. Pun
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a[mm]/l - Memorial University of Newfoundland DAI

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