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I TOTAL OF 10 PAGES ONLY MAY BE XER
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1+1 6$gn",'kbRly B#blro!heque nalla
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ABSTRACT High-smnsh concrete plater
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ACKNOWLEDGEMENTS Thlr lherlr was co
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2.1.2.2 2. Fine Aggregates I2 2.1.2
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Chapter 5 4.3. Dynam~c Fracture Ene
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F1gure4.3. Filllure paltrmr of lest
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List of Tables Table 2.1 Typ~cal rt
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I
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maxxmurn lenrtle rtnln impact ullxr
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porltlon by gneraung large forcer.
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1.3. Research 0b.iectives Thrr ==ar
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Chapter 2 REVIEW OF LITERATURE 2.1.
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Mmouk and Husretn (1991) reported t
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and m Canada CSA type LO cement are
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For high-ruenah mlrlures. rhc use o
- Page 36 and 37: economy. or for other purposes such
- Page 38 and 39: pracuce a to use s water-ieducmg ad
- Page 40 and 41: where r 2s the ull#mate shear stres
- Page 42 and 43: ZC = penmeterof the column The rhea
- Page 44 and 45: The different theones appllcabls lo
- Page 46 and 47: (71 Damage meehanncr models Models
- Page 48 and 49: loild#n$ Some of there pmpenles are
- Page 50 and 51: where. a = stress rare or vanallon
- Page 52 and 53: arc irltd for all iricii and srmm m
- Page 54 and 55: and Mdregor (1990). Thls lndlcares
- Page 56 and 57: occumd tn the bigger target care th
- Page 58 and 59: Chapter 3 EXPERIMENTAL INVESTIGATIO
- Page 60 and 61: Table 3 2. MIX propomon for I m' of
- Page 62 and 63: Trble 3.4. Detalr of [err rpclmens
- Page 64 and 65: concrere and to ensure nts connrten
- Page 66 and 67: the manufncrurer. Th~r nccelemmerer
- Page 68 and 69: face Concrele rtraln war recorded o
- Page 70 and 71: Figure 3.2. Typical sLHl retnforrem
- Page 72: Figure 3.4. Cmg of fxe& coacnte fmm
- Page 75: x Y urnm
- Page 78: h 4 2WO mm Ftgure 3.10 Top relnforc
- Page 81: t F1pt-e 3.13. Test 8st-u~ fordmply
- Page 85: f one conaete atrain-gage located a
- Page 89 and 90: It war not parrtble to determnnc a
- Page 91 and 92: The rtlffncsses of concrete plates
- Page 93 and 94: There was aconccnrrarton of stresse
- Page 95 and 96: 4.7. Effect of Steel Reinforcement
- Page 102 and 103: Rgre 4 6 Lord-deflecson curves for
- Page 104 and 105: Rgum 4.8. Loaddeflectioncurves for
- Page 106 and 107: Rgure 4.10. Load-deflecoon curves f
- Page 108 and 109: Rgum 4.12. Load-denecuon curves far
- Page 110 and 111: Figure4.14. Load-r~mecurvc~ for rpc
- Page 112 and 113: R~urc 4.16. Load-ome curves for spe
- Page 114 and 115: Figure 4 I8 Detlccuon-ome curves fo
- Page 116 and 117: OeLECnCN AT- (~mar9.10,ll.ndl?) Rgu
- Page 118 and 119: u.) STEEL AND CONCRETE STRAWS OF HS
- Page 120 and 121: STEEL AND CONCRETE STRAINS OF HSS3
- Page 122 and 123: 600 ; : 3.0 ------ B 2.0 - too STEE
- Page 124 and 125: STEEL AND CONCRETE STRAINS OF HSF3
- Page 126 and 127: STEEL AND CONCRETE STRAINS OF NSSI
- Page 128 and 129: m -- STEEL AND CONCRETE STRAINS OF
- Page 130 and 131: ' :I:- 500 :::, $00 ,m -' 70B STEEL
- Page 132 and 133: STEEL AND CONCRETE STRAINS OF NSW I
- Page 134 and 135: Figure 4.38. High-strength vsnus no
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examlned with respect ro the expenm
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The Cornmlrtee recommended that the
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J,~ = 0 . 2 0 ~ ~ ~ ~ ~ (5.8) The m
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5.5. Critical Velocity of Perforati
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the acceleml~on by about 40% I" the
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a -K, ( - *,"2 Umg r more genenl fo
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1 I) dmct observations of crack pwt
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For rpctmenr loaded slowly. mom rtm
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ulrl = &fleetton at the load polnt
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Chapter 6 SUMMARY AND CONCLUSIONS T
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3. The steel reunfarcemcnt has a ma
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load than normal-strength concrete.
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Edited bv H Bachman. Inrtirur fur B
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Hurr-.an. A. 1994 Behav~or of Two W
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Orman. M.. Manouk. H.. and Heltny.