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Table 3 2. MIX propomon for I m' of hngh-strength concrcle Ponland Cement StInca Fume 1 Fly Ash Come 4:gcegater (gmnlle 19-mm) Ftne Aggregates (graded undl water Wiccment~tlou~ marenrls ratlo Superplarlre~zer Rcwrder 3.2.2. Relnforrcmenl Gmde 4W steel relnfarcrng wlth deformed rebm were used conform~ng ro CSA nwdardr. The steel nnforcemena were abtrlned from one supplner. Two typlcrl No 10 M and No. 15 M bum were uxd as specmen rernforcement. The diameters of No 10 M md No. IS M b m an: 11.3 mm md 16.0 mm. respectively. as deraled by the Canadian code. A 3W bps (1335 W) Ttnus Oslen hydraulic tcrtmg mrchnne war used to test the tenale strength of the twosampler of the relnforctng rebnn. Whnle. elecmcal rtmn gages were applied to determlne the rtmn of the retnforcmg rebam and WDTs (L~mnr Potentid Diffsxnual Tmrducsm) were utiltwd ro measure the specmen deformation up to the failure. The pmpnler of the steel reinforcements are summanzed m Table 3 3.
Table 3 3 Pmpenles of steel retnforcement number fmm) fmm'l yield rtrerr ult8mae Elasl!c~ly (MPa) (MPa) ICPJ) No.lOM 11.3 LOO 0.03235 150 660 191 No 15 M 16.0 200 0.00?25 435 670 193 3.3. Test Specimens Thlr study has been eonduered on over 16 rpeamenr. Two spcclmcnr were used at the begtnnlng ns a reference to ertahl!rh the tertnng pmcsdure. ro check the lnrtlumenrrrton accuracy. lo wl the rate of loading and the rate of rcvnnlng data. The dimcnrnan for all tell speclmenr were 950 mm rquarr and 100 mm th~ck and wvenl vmables were conrlderrd ~n the ~nvcrt~ga~on The variables xncluded the effeel of concrete arcnph. ruppan patern. and mnforcemea mlo Detallr of the ~ndw~dual rpeclmens and #a vanabler arc given ~n Table 3 4 As even #n the table. each specmen tr ldentlfied ~n column two by three Icrlers and one numeral. The flrrt and raond letters lndlcate the nmnglh of concne: HS !ndicares hlgh-strenph and NS !nd#cater normal-srmglh. The thtrd letter ~ndlcater the type of rupvpon pattcm, where F cndtcatcr fixed and S indicates simply rupponed. The last numeral tndtcates the vmable of the tenston retnfonement ntto, where number I lndlcates mnforcemcnt mllo of about 1%. 2 mdteates 1.5%. 3 tndlcaer 2% and 4 indlcrter 2.5%. A rypjcal au of the rested specmen s gwcn in Figure 3.1. and Figure 3.2 presents a ryplcd reinfommens pattern on lenstan and compresston faces.
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I TOTAL OF 10 PAGES ONLY MAY BE XER
Page 6 and 7:
1+1 6$gn",'kbRly B#blro!heque nalla
Page 8 and 9:
ABSTRACT High-smnsh concrete plater
Page 10 and 11: ACKNOWLEDGEMENTS Thlr lherlr was co
Page 12 and 13: 2.1.2.2 2. Fine Aggregates I2 2.1.2
Page 14 and 15: Chapter 5 4.3. Dynam~c Fracture Ene
Page 16 and 17: F1gure4.3. Filllure paltrmr of lest
Page 18 and 19: List of Tables Table 2.1 Typ~cal rt
Page 20 and 21: I
Page 22 and 23: maxxmurn lenrtle rtnln impact ullxr
Page 24 and 25: porltlon by gneraung large forcer.
Page 26 and 27: 1.3. Research 0b.iectives Thrr ==ar
Page 28 and 29: Chapter 2 REVIEW OF LITERATURE 2.1.
Page 30 and 31: Mmouk and Husretn (1991) reported t
Page 32 and 33: and m Canada CSA type LO cement are
Page 34 and 35: For high-ruenah mlrlures. rhc use o
Page 36 and 37: economy. or for other purposes such
Page 38 and 39: pracuce a to use s water-ieducmg ad
Page 40 and 41: where r 2s the ull#mate shear stres
Page 42 and 43: ZC = penmeterof the column The rhea
Page 44 and 45: The different theones appllcabls lo
Page 46 and 47: (71 Damage meehanncr models Models
Page 48 and 49: loild#n$ 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 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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