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porltlon by gneraung large forcer. The rlruck oblect. #n clvll engmeenng. Is urually a structural element that has to be dengncd to rerlri lmpacl Ioadsng Thlr loadmg IS mostly eimme lwildang ~8th mnfrequsnt probbbltty of extrtenee dunng the Ihfeume of !he structure. However. falure due to Bmpxt loadtng often results ~n a senous rtruclunl &mag. Marenal propcn!es like hlgh-cnergy absorprlon have lo be llken lnta conadcnoon I" the dcrlgn of sttic concrcte structure. Many rmcturer experience Impact loadcng. Some of the structures La murl have the porrtbml~ry of Impact loudtng consldered m them desngn are offshore fnc#l~ner. ptles. deknw shelters. and rlructures ~n retrmlc areas. The tmpacl loading can be ~gnored tn the derlgn pmcerr when the Iodlng lntcnstry has small Ilumualonr. However. when the rnsgn!tude of the fluclualng component af londlng 3s large. lhc Impact lwdd~ng can be very rtgnllicmt. Engineers should be able to decsde whelher the mpxt lord~ng must be accounted for ~n des~gn or neglect a. The resvns!bnltty of the data engnncer IS to solve problems m a safe. effimmt. and economic manner. Therefore. the dcslgn cng~ner should consdm how the overall ntruclure behaves under lmpact loadmg. The use of h$&-strength concrew IS ~ncrr~nng faster than the development of apprapnale dertgn code recommcndaltan In spite of the wtde use of high-rtrmgth concrete. l~ttle research has been canduel~d on the structural behavtor of high-strength concrele beams. slab and columns under dynamic loadmg. The rtruclunl behavlor of concrete plater, especially under lmpxt loadnng, needs funher Invenlgaoon. The concrete plare in a nmple. sonarnica!, and popular nruclunl rysrem. Therefore. hlgh- strength coneme flat plate was chosen ~n this research, rlnce it bar wvenl clvll engrnecnng applicat!ons.
1.2. Research Scope The %ope of lhls study IS ro nnvenlgnte the dpamlc behav~or of two-way remforced concrete plates under tmpacl loadtng. The 6nvesugatlon tncludcr an expenmental anuertlganan and a numerical evaluaton The two phwr of the mnversgattons are dexnbed as fallowr: The expenmental rerung pmgmm will be conducted on wvenl speclmenr rub~eeted to fmpafr loading. The lmpuc: load sped target rmge between 4 to 9 mls as ~!ccelcrat.tlon ir nnge between 70 to 120 g The rpectmenr will be tested under Axed md rrmply supponed end-cond8nanr. The behavior of high-rmnglh concrete plaer ulll be evaluated wnth rerpeet lo deflection. concrete md stel smtns, energy rbsorpr~on capsclry. and fracture encqy. The numneal evaluilllon will be cmed ou~ lo venfy the valndnty of the current codc prcd!cttonr. The lmpaEl lo~d ccapacllles wlll be compared wlrh Xauc capvcltlcr of the coder A fmacture mechanxcr Impact load analytnr based on lhnear elilrt#cr fracture mechanics ILEFM) wnll be conducted. The purpare of the numerical evaluutton 1s to prov~de a more detall anvlyrns on the effect of the rate of loading on the dynamtc behawor of h~gh-nrength concrete plates The dynamtc fracture energjes of the tested plates wdl be compared lo sratlc fmcture snsrglsr calculated fmm prevnous Invcst>galon. The nudy wlll provide adcslgn gut& forengnneem on the effect of nte of loading an the behvvtor of high-strength concrete plate.
Page 1: I TOTAL OF 10 PAGES ONLY MAY BE XER
Page 6 and 7: 1+1 6$gn",'kbRly B#blro!heque nalla
Page 8 and 9: ABSTRACT High-smnsh concrete plater
Page 10 and 11: ACKNOWLEDGEMENTS Thlr lherlr was co
Page 12 and 13: 2.1.2.2 2. Fine Aggregates I2 2.1.2
Page 14 and 15: Chapter 5 4.3. Dynam~c Fracture Ene
Page 16 and 17: F1gure4.3. Filllure paltrmr of lest
Page 18 and 19: List of Tables Table 2.1 Typ~cal rt
Page 20 and 21: I
Page 22 and 23: maxxmurn lenrtle rtnln impact ullxr
Page 26 and 27: 1.3. Research 0b.iectives Thrr ==ar
Page 28 and 29: Chapter 2 REVIEW OF LITERATURE 2.1.
Page 30 and 31: Mmouk and Husretn (1991) reported t
Page 32 and 33: and m Canada CSA type LO cement are
Page 34 and 35: 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 and 86:
f one conaete atrain-gage located a
Page 88 and 89:
Chapter 4 TEST RESULTS AND DISCUSSI
Page 90 and 91:
lard war oblalned fmm the aceelerar
Page 92 and 93:
concrete strength. and had rhc same
Page 94 and 95:
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 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 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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