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and Mdregor (1990). Thls lndlcares rhar rhc hlgh-strength concrere a more bntlle tn lenr~on than normal-strength concrete. CEB (1988) stated that thc relsllon between fnclure energy under rtalc and dynamic Impact) londlng rr expressed by the following equarlon: where, x =the cnck opnlng velmtry I
lensen. Holwrh. m d Hansen (19931 concluded Iha the ersenual element ~n Lc lint method IS the duclillry m d the punchtnp rhsvr capacity of high-rrrengrh cancres under Impact and ~mpulr~ve laadln~ The val~dlly of the two other methods are lhmttcd to ccnaln mtrnle velmt>er and concrete lfles. therefore L e methods have lo be vcnfied An expnmenL.1 Invenlplton on !he cnpactly of nnfoned high-niength concrete dabs under ~mpact load~n~ 19 recommended The results may prnv~de venficnttnn ol rnalyr~crl methods as well rsderngn recammendal~onr. Banthlz. Minderr. and Tmttter 11996) conducled an expnmoltal Impact reststance of steel fiber reznfarced conciete urtng u simple lnarumcnl Impzlct m;ach~ne dealgnsd ro rest concrete m un~arial tenson. B has been reponed that fiber re~nforcement Ir renr#ttve mrtcnal to stress nte and Is effecllvc 8" lmpmvnng fracture energy absorption under Impact. Whnle. Banthla. Yun. nnd Sakrl (1998) studled [he lmpael rertrtvnce of concrete plnles relnforeed wtth n fiber relnbrced plrrt~c gnd. The plates reanforced wlrh fiber relnforccd plarltc were found to fail ln a bnlile manner and absorb only a th~d of the energy abrarbcd by those remfarccd wtth a trrd#!tonal steel pd. It hrr also been repaned that the most lmpmvemcntr ~n ihe lmpacl performance occur with (he use of fiber reinforced concrete. lmpmvemenlr occur tn bolh the ullrmrte laud camytng cnpauty and the energy abrorptnon eapnbtltly B~rr el al. (1982) studled Ihc rpphcrb!hty of repltcn scalmg ra the dynnmtc behav~or of rexnforccd concrete slabs ~mpacted by ngld m~rnles. Erpenmental results were presented for models wllh rehtlve linear scaler of 1. 0.37. and 0.12. It has hem found [hat the rear faces of all 3 wales of target showed very rlmilar damage and cracking. A sllght tendency of more rear face damage and more concrete nnppmg
Page 1:
I TOTAL OF 10 PAGES ONLY MAY BE XER
Page 6 and 7: 1+1 6$gn",'kbRly B#blro!heque nalla
Page 8 and 9: ABSTRACT High-smnsh concrete plater
Page 10 and 11: ACKNOWLEDGEMENTS Thlr lherlr was co
Page 12 and 13: 2.1.2.2 2. Fine Aggregates I2 2.1.2
Page 14 and 15: Chapter 5 4.3. Dynam~c Fracture Ene
Page 16 and 17: F1gure4.3. Filllure paltrmr of lest
Page 18 and 19: List of Tables Table 2.1 Typ~cal rt
Page 20 and 21: I
Page 22 and 23: maxxmurn lenrtle rtnln impact ullxr
Page 24 and 25: porltlon by gneraung large forcer.
Page 26 and 27: 1.3. Research 0b.iectives Thrr ==ar
Page 28 and 29: Chapter 2 REVIEW OF LITERATURE 2.1.
Page 30 and 31: Mmouk and Husretn (1991) reported t
Page 32 and 33: and m Canada CSA type LO cement are
Page 34 and 35: For high-ruenah mlrlures. rhc use o
Page 36 and 37: economy. or for other purposes such
Page 38 and 39: pracuce a to use s water-ieducmg ad
Page 40 and 41: where r 2s the ull#mate shear stres
Page 42 and 43: ZC = penmeterof the column The rhea
Page 44 and 45: The different theones appllcabls lo
Page 46 and 47: (71 Damage meehanncr models Models
Page 48 and 49: loild#n$ 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 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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