a[mm]/l - Memorial University of Newfoundland DAI

More documents

Recommendations

Info

1 I) dmct observations of crack pwth mensurementr where the constant N IS the slope and the canrwnt A IS the tntereept of the V-K plot. where V!s cnck vclaclty and K Ir nntnns~c mvtenal propcny.plot an a lopnthm~c scale. (2) the mtc of loading effect ~n whtch the firs two terms of Equalon 15.26) are plotled gwmg bath the slope Nand fmm the lnrcrcept 6. (3) r !o:mthrnle plot of the spplled stress against the erne to fa~lure. the slop of rhts plot LS [-!IN]. Mlndesr (1984) reported that the values of N obrnr.ed fmm lrnpacl lerts are ~ssent~rlly Ihe same as those oblaned fmm constant mte of loading lcrlr IIhc second method). Thtr would suggest that even at these very hngh stress mte, the fmcture pmeerrer an much the same. Flpre 5.1. Method of calculating Nfmm stress!ng rate data 108" 0
The method of enlculat~ng N from rtrerstng rate data IS shown m Feure 5.1 when matcnalr can be assumed to behave m a lhnear elasec manner. The strength. a,. can be expressed as a funct~on of rrress iate.0 Then. the slop= of loga,. venur lo0 ts defined as[l/(~+~)] When matenalr can be assumed lo behave on a lhnear e1;rrtr. he nrers nu m r tea cm be related ro the rtnm rate. e . through n rlmple relation: a = Er The llrlt hump a stmn versus hllure ,$me plot ~ndteater lncntrl stram and thc second hump ts where the bnttle matnx fractures. Since the matnx cnck created dunng the second hump. the value of N m present research obtalned fmm a logrnthmnc plot of applied stwn venur the tlme to fablure ~n nsnng pan of the second hump The slope of thxs plot 8s [IN]. The valuer of N ~n the present erpenment are prerenled ~n Table 5.4. The rrble notwes that the value of N vanes between wide limlts. In general. the valuer of N are h~gher than normally reported for Mher types of concrete The test ~sull nndxeates that concrete 8s known lo be far more rensltlve to stress nle under lmprct lo~d~ng than tn any other mode. Thls phenomenon pmbrbly caused by a lackof a llneilr response. Concrete Ir not 6dmIly bnttle and the o -c response is far fmm llncar The valuer of N therefore m ~ not y be expected lo capture the mme nature of nmrs nte Ernlltlvlty ~n these malenlls. Therefore. as pomted by Mindesr (1985). the vrrumptron of n lhnslr elasuc fracture response assumed m Equauon (5.14) Ir not enurely valid. However. the pmpenler of high-strength concrrle BE close to more lhnear response than normal-nrength concrete. Hence. the uw of linear fracture mechanics far structures made wrth hlgh-strength concme are mare valld than nonnal-rmgh concrete.
Page 1:
I TOTAL OF 10 PAGES ONLY MAY BE XER
Page 6 and 7:
1+1 6$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 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. otN+l = B., b,'V-? - ofN.? ] o
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
show all

a[mm]/l - Memorial University of Newfoundland DAI

You also want an ePaper? Increase the reach of your titles

Delete template?

Save as template?