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load than normal-strength concrete. Therefore, linear frvture mechsn~sr can be used lo pmvlde a good degree a1 confidence. 4. The concrere fracture rrrength. a,. can be erpnsed ar a funcrsan of the stress rate. 6 The slopes of log a, Venus logdwere determ~ned expnmenwlly. The suggested valuer far N and rubqumtly the two canrlanrr A and B can be used to RpreSent the Etrerr nle renrlttvlty numbers lor hlgh-strength and normal-slrength concrete plater. Therefore. the recommended valuer can be used by derper la predtct the dynamsc behavln of any plarc under m prt load~ng. 5 The dynnmnc vcnur rlauc fmture energy rauo of h~gh-rtmgth concrete plate under ~mpact load war found to be much hagher than that for normal-strength cancrele. Therefore, hlgh-rmph concrete plates rre constdered lo be mare effiaent marenal for conrtruct!on under Impact loodmg. mgh-nrengrh concrele Is u better matmnl than nonnrl concrete ~n dynrmlc rttvananr kause of !e tncreassd impact rennance.
REFERENCES ACI-ASCE Cammlnee 316. 1962. Shear and Dtapnal Tcnnon. Pmceed!ngs. Amencan Concrete Inrt#lute. Volume 59. pp. I-M. ACI Comm~ttce 212. 1983. Adm~rturer for Concrete. ACI Manual of Concrete Plasucc. AC1212.I R-81. Detnt. 29p. ACI Comm~nee 318 1995. Building Code Reqvlremenls for Svuetunl Concrelc IACI 318M-953 and Commentary (ACT 318RM-95). Amencan Conc~le Inrurute. Farm!ngton Hills. MI. 371 p. ACI Cammtttee 357. 1985, Guide for Derngn and Canstruelion of Fwd Offshore Swmurer. Ammcan Concntc Inntale. Dermnl. ACI Committee 363. 1992. State of the An Repan on High-Strength Concrete. ACI 363R-92. Detrolt. 55 p. ACI Commjttee 421. 1992. Abrtrncl of Shear Retnfarccmenl for Slabs. ACI Slmclural Journal. V.89. No.5. pp. 587-589. ASTM. 1997. Amencan Swnety far Testlng and Mvtcnrls Standard I" Bulldlng Codes. Spemfisutionr. Test Metha. Racl~ccr. Clasnficattonr. Term8nolagy. Amrnean Swiety for Tsrt~ng and Material. West Conshahocken. Pennrylvanta. Aktcm. P.. and NCYIIIE. A. 1993. Hngh Perfomwnce Conmtc Demysnfied. Concrete Intemationd. Amencan Concrete Inrt~tute. Dctmit, pp. 21-26. Amman". W. and Nursbaumer. H. 1995. Behavrour of Concrete and See1 Under dynamic Actsons. In Vihtion Mlemr m Stmctwer: Practical Gu$delma.
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I TOTAL OF 10 PAGES ONLY MAY BE XER
Page 6 and 7:
1+1 6$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.
Page 26 and 27:
1.3. Research 0b.iectives Thrr ==ar
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Chapter 2 REVIEW OF LITERATURE 2.1.
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Mmouk and Husretn (1991) reported t
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and m Canada CSA type LO cement are
Page 34 and 35:
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
Page 44 and 45:
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
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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 and 150: The method of enlculat~ng N from rt
Page 151 and 152: cmclung. called process zone. The r
Page 153 and 154: The eompan%on d fnctue energy berwc
Page 155 and 156: The numeneal lnvcstlgatnon war earn
Page 157: 6.2. Numerical Investigation An ana
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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