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a -K, ( - *,"2 Umg r more genenl form. Equalton (5.151 can be expressed as. K = YO Combtnmg Equallan (5.16) wllh Equatlan (5.141 glvcr: The rare of stress can be define ax da - = AylYah',&r? d, db - = dt Alrernrttvely. 10 other way. Equatlan (5.181 can be wnaen as: I5 181 dt = dP 15.191 0 Subsntuung Equatlan (5.191 lnro Equarlon (5 17) and leads to the !nregmuan gtver. J:,,,-N~?~. = (5.201 d 1 L,-,N-~,?, ,;, N-112,]= AyN_O,N*I iq (N+l)U (5.21) where the sukcnpt i and f refer lo he initla1 cond~tnan before terung and the final condition on fncturs. respscttvely. lnrenlng Equauon (5.15) into Equarlon (5.111. gvcs: Lert~ng: a,n+l - ~ aKc~-~(N+l) L,N-2 -0,~-2] AY2(N-2) - ZKC'-~ (N+l) AY?(N-Z) (5.221 (5.231
And. otN+l = B., b,'V-? - ofN.? ] ofN+' + BoatN-l = Boo,N-~ From Equalon (5 251. ~f the final strength of a specmen tr measured m r fracture ten. the lnlllal strength can be computed by knowing the slrcrring rate a Conversely. tf the nn!t~nl strength of s rpcclmcn IS known. @he fracture rmngth m any constant loudlng nte lest can be defined from Equallan 15.251 by numencvl methods. As reported by Nadeau. Bennet. and Fuller 11982). urlng the pnncnples of Ihnear elanc fracrure mechan!er. the dependence of strength on the rare of loadmg cnn be expressed by [he lagmthmlc fm of Equation (5.24). The erpresrlon can be wntlen ar follows. Ino, = L l n ~ + o -L ln,!o,'-' - Ntl N+I af'v-2 ) (5.26) Analysis of Equrtaon (5.261 tmpllcr that a plot of Ino, Venus In0 would have a slope of [II(N+I)] ar lower valuer of o . Rnaily, s would reach I eonnant value lrem rlapcl as high values of 6. Thts tseonsnstent with the suknl#cal cnck growth model that ar very hlgh loadtng ntcs. the strcngth would be largely andependent of loading me. Sbnee. there 3s not enough time for rukntlcal crack gmwth to occur. the mltlal md final strength ue eswnually equal. In Xcmt yean, there are three nndependent mcthcds for evaluating the constant B in Equatlon (5.23) by detcrmnnnng the conswt N baed on.
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I TOTAL OF 10 PAGES ONLY MAY BE XER
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1+1 6$gn",'kbRly B#blro!heque nalla
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ABSTRACT High-smnsh concrete plater
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ACKNOWLEDGEMENTS Thlr lherlr was co
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2.1.2.2 2. Fine Aggregates I2 2.1.2
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Chapter 5 4.3. Dynam~c Fracture Ene
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F1gure4.3. Filllure paltrmr of lest
Page 18 and 19:
List of Tables Table 2.1 Typ~cal rt
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I
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maxxmurn lenrtle rtnln impact ullxr
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porltlon by gneraung large forcer.
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1.3. Research 0b.iectives Thrr ==ar
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Chapter 2 REVIEW OF LITERATURE 2.1.
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Mmouk and Husretn (1991) reported t
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and m Canada CSA type LO cement are
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For high-ruenah mlrlures. rhc use o
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economy. or for other purposes such
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pracuce a to use s water-ieducmg ad
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where r 2s the ull#mate shear stres
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ZC = penmeterof the column The rhea
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The different theones appllcabls lo
Page 46 and 47:
(71 Damage meehanncr models Models
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loild#n$ 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
Page 96: 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: where, a, = fracture rlrenglh E = m
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 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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