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

More documents

Recommendations

Info

J,~ = 0 . 2 0 ~ ~ ~ ~ ~ (5.8) The measured rest tmpact loads P, and the calculation of Ihe shear strength by dtfferent codes are wbulared ~n Table 5.1. 5.4. Code Recommendations In order to evaluate the validbty of the current dessgn npecificalonr. the calcuiatlonr of the formulas f a sratnc punehrng shear capaclrler llrted m Table 5 1 are to be dnrcursed bncfly !n present recnon. The r!s!c punehlng shear rcru of all rpeclmens can be used ar a reference for all of the dynumte lmpnct tens. The naltc punehtng shear capncltler calculated aerordin~ to ACI-318 (19951 and [he dynvmlc test results we used for the dynvm~c shear capactt8es. The ratno of dyndmlc to statlc punching shear tr m the range of 1.39-2.31: a the same ratio n npd between 150-1.82. 1.361.65. and 1.87-2.33 accordnng to the BS-8110 (1985). CEB-FIP (19W). and NS-3473 (1992). respecsuely. The lmpaer tesl results ~ndlcare that the punch~ng failures were at a much higher load level than the rtnlc punchtng rhear capaclly. The ntlo of Impact vcnur rtnuc lord aecadlng to the Nonh Amencan coder 1s normally vaned between u wider range compared to the European codes. The rario of dyonmlc to rtatlc punehtng shear accordmg to NS-3473 (19921 is almml con~lrtcnt and hlgher than other coder predictnonr. b concluaon, the resulU con be used as a destgn guide lor engtnecn to predict the dynrm~c capaclty of high-mph concrete plates.
5 6 7 8 9 10 11 12 HSF1 HSF2 HSF3 HSF4 NSS1 NSSZ NSS3 NSS4 79 1 79 1 79.1 791 331 33.1 33.1 33.1 0.95 1.26 1.90 2.32 095 126 1.90 232 NIA 328 50 37681 389.70 225.44 244.77 305 96 341 39 23660 23660 22639 22639 15305 15305 147.74 147.74 194 34 213 52 23428 250.40 14536 15971 175 23 187.29 212 22 233 17 25890 276 72 15873 174.40 193 65 20698 161.90 172 73 196.99 201.05 10521 11604 132 65 14671 NIA 139 165 171 147 180 2.07 2.31 N/A 154 161 156 1.55 153 175 182 N/A 141 146 1.41 1.42 140 156 165 NIA 1.90 2.02 1.94 2.14 2.11 2 31 233
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: code predrmwmr. the abavs llmll of
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
show all

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

Create successful ePaper yourself

Delete template?

Save as template?